appendix g draft traffic impact analysis report · 2017. 12. 15. · draft traffic impact analysis...

I N I T I A L S T U D Y / M I T I G A T E D N E G A T I V E D E C L A R A T I O N D E C E M B E R 2 0 1 7

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APPENDIX G

DRAFT TRAFFIC IMPACT ANALYSIS REPORT

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I N I T I A L S T U D Y / M I T I G A T E D N E G A T I V E D E C L A R A T I O ND E C E M B E R 2 0 1 7

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Draft Traffic Impact Analysis Report

Winton Warehouse Development

August 18, 2017

City of Hayward, California

Planning Application #201702969


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Contents

Executive Summary ........................................................................................................................................ 1

Introduction .................................................................................................................................................... 4

1.1 Project Description .................................................................................................................................................................. 4

1.2 Study Intersections and Scenarios .................................................................................................................................... 4

1.3 Level of Service Analysis Methodology ........................................................................................................................... 8

1.4 Significant Impact Criteria/Level of Service Standards ...........................................................................................11

1.4.1 Metropolitan Transportation System (MTS) Roadway Analysis Methodology ..........................................11

2.0 Existing Conditions ................................................................................................................................ 12

2.1 Existing Setting and Roadway System ...........................................................................................................................12

2.2 Existing Bicycle, Pedestrian and Transit Facilities ......................................................................................................12

2.3 Existing Truck Routes ............................................................................................................................................................18

2.4 Existing Traffic Volumes and Lane Configurations ...................................................................................................18

2.5 Intersection Level of Service Analysis – Existing Conditions .................................................................................21

3.0 Existing plus Project Conditions .......................................................................................................... 23

3.1 Project Trip Generation ........................................................................................................................................................23

3.2 Project Trip Distribution and Assignment ....................................................................................................................24

3.3 Intersection Level of Service Analysis – Existing plus Project Conditions ........................................................26

3.4 Queuing Analysis At Study Intersections ......................................................................................................................30

3.5 Queuing and Level Of Service Analysis at project driveway .................................................................................31

3.6 Daily Truck Trips .....................................................................................................................................................................31

4.0 Cumulative Conditions .......................................................................................................................... 32

4.1 Intersection Level of Service Analysis - Cumulative Conditions ..........................................................................32

5.0 Cumulative plus Project Conditions .................................................................................................... 36

5.1 Intersection Level of Service Analysis - Cumulative Plus Project Conditions .................................................36

5.2 Queuing Analysis At Study Intersections ......................................................................................................................40

5.3 Queuing and Level Of Service Analysis at project driveways ...............................................................................41

6.0 Roadway and Freeway Segment Analysis – 2020 and 2040 .............................................................. 42


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7.0 Freeway Ramp Capacity Analysis ......................................................................................................... 46

8.0 Site Access and On-Site Circulation and other impacts .................................................................... 48

8.1 On-Site Circulation ................................................................................................................................................................48

8.2 Pedestrian Access ...................................................................................................................................................................48

8.3 Bicycle Access ..........................................................................................................................................................................49

8.4 Transit .........................................................................................................................................................................................49

8.5 Sight distance analysis .........................................................................................................................................................49

8.6 Parking........................................................................................................................................................................................49

9.0 Conclusions and Recommendations .................................................................................................... 51

Tables

Table 1: Level of Service for Signalized Intersections ............................................................................................................ 9

Table 2: Level of Service for Stop-Controlled Intersections ............................................................................................. 10

Table 3: Level of Service Criteria for Unsignalized Intersections .................................................................................... 10

Table 4: Peak Hour Intersection Levels of Service – Existing Conditions .................................................................... 22

Table 5: Trip Generation for Proposed Project ...................................................................................................................... 23

Table 6: Intersection Level of Service Analysis – Existing plus Project Conditions .................................................. 26

Table 7: 95th% Queues at Turn Pockets Affected by Project Traffic – Existing Plus Project Conditions ........ 30

Table 8: 95th% Queues and LOS at Project Driveways – Existing plus Project Conditions .................................. 31

Table 9: Intersection Level of Service Analysis – Cumulative Conditions .................................................................... 33

Table 10: Intersection Level of Service Analysis – Cumulative plus Project Conditions ........................................ 37

Table 11: 95th% Queues at Turn Pockets Affected by Project Traffic – Cumulative plus Project Conditions ........................................................................................................................................................................................................ 40

Table 12: 95th% Queues and LOS at Project Driveways – Cumulative plus Project Conditions ........................ 41

Table 13: Roadway Segment Level of Service Analysis – 2020 No Project vs Plus Project Conditions ........... 42

Table 14: Freeway Segment Level of Service Analysis – 2020 No Project vs Plus Project Conditions ............. 43

Table 15: Roadway Segment Level of Service Analysis – 2040 No Project vs Plus Project Conditions ........... 44

Table 16: Freeway Segment Level of Service Analysis – 2040 No Project vs Plus Project Conditions ............. 45

Table 17: Freeway Ramp Capacity Analysis ............................................................................................................................. 46


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Table 18: Ramps Intersection Level of Service Analysis ..................................................................................................... 47

Figures

Figure 1: Vicinity Map ......................................................................................................................................................................... 6

Figure 2: Proposed Project Site Plan ............................................................................................................................................. 7

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

Figure 4: Existing Bicycle Facilities .............................................................................................................................................. 16

Figure 5: Existing Transit Facilities .............................................................................................................................................. 17

Figure 6a: Existing Conditions Traffic Volumes, Lane Geometry and Traffic Controls ........................................... 19

Figure 6b: Existing Conditions Traffic Volumes, Lane Geometry and Traffic Controls .......................................... 20

Figure 7: Proposed Project Trip Distribution and Assignment ........................................................................................ 25

Figure 8a: Existing plus Project Conditions Traffic Volumes, Lane Geometry and Traffic Controls .................. 28

Figure 8b: Existing plus Project Conditions Traffic Volumes, Lane Geometry and Traffic Controls ................. 29

Figure 9a: Cumulative Conditions Traffic Volumes, Lane Geometry and Traffic Controls .................................... 34

Figure 9b: Cumulative Conditions Traffic Volumes, Lane Geometry and Traffic Controls ................................... 35

Figure 10a: Cumulative plus Project Conditions Traffic Volumes, Lane Geometry and Traffic Controls ........ 38

Figure 10b: Cumulative plus Project Conditions Traffic Volumes, Lane Geometry and Traffic Controls ........ 39

Appendices

Appendix A – Level of Service Methodology

Appendix B – Turning Movement Volume Counts

Appendix C - Existing Conditions Intersections Level of Service Worksheets

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

Appendix E – Cumulative Conditions Intersections Level of Service Worksheets

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

Appendix G – Ramps Intersections Level of Service Worksheets


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EXECUTIVE SUMMARY

This report summarizes the results of the traffic impact analysis (TIA) conducted for the proposed Industrial development on 2711 West Winton Avenue (the project) in the City of Hayward, CA. The proposed project would consists of 507,500 square feet of warehouse.

The purpose of this report is to identify potential impacts of the proposed project on the surrounding transportation system and to recommend mitigation measures (improvements) to resolve significant impacts. For the purposes of this analysis, potential traffic impacts from the proposed project are identified based on established traffic operational thresholds of the City of Hayward. The report also includes evaluations and recommendations concerning project site access and on-site circulation for vehicles, evaluation of on-site vehicle parking supply, and queuing analysis at the study intersections. To evaluate the impacts on the transportation infrastructure due to the addition of traffic from the proposed project, multiple peak periods were considered: nine study intersections were evaluated during weekday a.m., and p.m. peak hours, five study intersections during midday peak hour and seven study intersections during early p.m. peak hour under four study scenarios. The study intersections were evaluated under No Project and Plus Project scenarios for Existing and Cumulative (Year 2040) Conditions.

Project Trip Generation

The proposed project is expected to generate 1,807 daily vehicular trips in which 152 vehicle trips are generated during the a.m. peak hour, 228 vehicle trips are generated during the midday & early p.m. peak hours, and 162 vehicle trips are generated during the p.m. peak hour.

Existing Conditions

Under this scenario, all the intersections operate within City of Hayward standards of Level of Service LOS E or better during the a.m., midday, early p.m., and p.m. peak hours except for the intersection of Clawiter Road and SR 92 EB Ramps (Intersection 9) which is expected to operate at LOS F.

Existing plus Project Conditions

Under this scenario, all the intersections operate within City of Hayward standards during the a.m., midday, early p.m., and p.m. peak hours except for the intersection of Clawiter Road and SR 92 EB Ramps (Intersection 9) which is expected to continue operating at LOS F.

Based on the City of Hayward LOS impact criteria, the proposed project will have a less-than-significant impact at all the study intersections during a.m., midday, early p.m., and p.m. peak hour.

Cumulative Conditions

Under this scenario, all the intersections operate at LOS E or better during the a.m., midday, early p.m., and p.m. peak hours except for the following intersections:

West Winton Avenue/Hesperian Boulevard (Intersection 4) operates at LOS F with delays of 90.4 seconds in the p.m. peak hour.


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Clawiter Road/Depot Road (Intersection 6) operates at LOS F with delays of 81.9 seconds in the p.m. peak hour.

Depot Road/Cabot Boulevard (Intersection 7) operates at LOS F with delays of 59.3 seconds in the p.m. peak hour.

Clawiter Road/ SR 92 WB Ramps (Intersection 8) operates at LOS F with delays of 114.0 seconds in the a.m. peak hour and LOS F with delays of 140.6 seconds in the p.m. peak hour.

Clawiter Road/ SR 92 EB Ramps (Intersection 9) operates at LOS F with delays of 246.3 seconds in the p.m. peak hour.

Cumulative plus Project Conditions

Under this scenario, all the intersections operate at LOS E or better during the a.m., midday, early p.m., and p.m. peak hours except for the following intersections:





Clawiter Road/ SR 92 EB Ramps (Intersection 9) operates at LOS F with delays of 53.0 seconds in the a.m. peak hour and LOS F with delays of 248.4 seconds in the p.m. peak hour.

With the addition of project traffic, the increase in average delay at all the intersections already operating at a deficient level of service is less than 5 seconds. Therefore, the impacts are considered insignificant.


Queuing and Driveway Analysis

The proposed project is expected to add two or fewer vehicles in the peak hours on the expected left-turn or right-turn queues at the study intersections. The project driveways are expected to operate at an acceptable LOS, and the 95th percentile queueing at the outbound approaches of project driveways is expected to be minimal.

Ramps and Freeway Segment Analysis

Under this scenario, all but one of the roadway study segments and freeway study segments operate at LOS E or better during the a.m., and p.m. peak hours under both 2020/2040 baseline and 2020/2040 plus Project Conditions. SR 92 in the p.m. peak hour operates at LOS F, but project traffic does not increase the V/C ratio. Therefore, the proposed project would not result in any potentially significant impact to any of the freeway/roadway study segments under 2020/2040 plus Project Conditions.


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Freeway Ramp Capacity Analysis

At the I-880 and Winton Avenue interchange under Year 2020 and Year 2020 Plus Project, all ramps have a volume to capacity (V/C) ratio that is below 1.0, which means that the 2020 traffic demand is lower than the ramp capacity.

Also, at the I-880/ Winton Avenue proposed L-9 interchange, both future intersections operate at LOS E or better during the a.m. and p.m. peak hours in 2040 and 2040 plus Project Conditions.

Pedestrian, Bicycle and Transit Impacts

The proposed project does not conflict with existing and planned pedestrian or bicycle facilities. The transit service within the immediate vicinity of the project site operates well below capacity, and additional trips generated by the proposed project could be accommodated by existing bus services. Therefore the impacts, to pedestrian, bicycle and transit facilities are less-than-significant.

Site Access

TJKM examined the project site plan in order to evaluate the adequacy of on-site vehicle circulation including delivery trucks, and emergency vehicles. The proposed project’s access will be via three driveways on West Winton Avenue. Based on the evaluation, the proposed on-site vehicle circulation is adequate and should not result in any significant traffic operations issues. TJKM recommends that on-street truck and auto parking should be prohibited for at least 100 feet near driveways to preserve sight distance.

Parking

Based on the project site plan dated May 24, 2017, a total of 334 parking spaces are provided for the proposed project. Based on the City of Hayward Municipal Code, the total parking required for the project is 312 parking stalls. Therefore, no parking impacts are projected on City streets.


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INTRODUCTION

This report summarizes the results of the traffic impact analysis (TIA) conducted by TJKM for the proposed industrial development project located at 2711 West Winton Avenue in the City of Hayward, California. The analysis was conducted to evaluate the impacts of the project on the surrounding roadway system; to determine the project’s influence on the adjacent bicycle, pedestrian, and transit network; and to identify measures to mitigate any significant impacts. The TIA was prepared following the guidelines of the City of Hayward. This chapter discusses the TIA purpose, project study area, analysis scenarios and methods, and criteria used to identify significant impacts.

1.1 PROJECT DESCRIPTION

The proposed project would develop approximately 507,500 square feet of warehouse. The project site is 23.1 acres. The project site is bounded by West Winton Avenue on the south side and Cabot Boulevard on the east side. As shown in Figure 1, the site is near the intersection of West Winton Avenue and Cabot Boulevard. The project site is currently a vacant lot. Access to the project site is provided via three driveways on Winton Avenue. The roadway impacts of the proposed project were evaluated for the intersections discussed below.

1.2 STUDY INTERSECTIONS AND SCENARIOS

The TIA was conducted by evaluating the operations at the study intersections within the City of Hayward that the proposed project might potentially impact during the morning, afternoon and evening commute periods, when traffic volumes on the surrounding streets are highest. TJKM evaluated traffic conditions at nine study intersections during weekday a.m., and p.m. peak hours, five study intersections during midday peak hour and seven study intersections during early p.m. peak hour on a typical weekday as per the direction of City of Hayward. The study intersections were selected in consultation with the City of Hayward staff. The peak periods observed were between 7 - 9 a.m., 12 - 2 p.m., 2 - 4 p.m., and 4 - 6 p.m. The highest single one-hour period recorded for each peak period was used in the analysis. The study intersections and associated traffic controls are as follows:

1. West Winton Avenue and Cabot Boulevard (All-Way Stop) 2. West Winton Avenue and Corsair Boulevard (Signalized) 3. West Winton Avenue and Clawiter Road (Signalized) 4. West Winton Avenue and Hesperian Boulevard (Signalized) 5. West Winton Avenue and Southland Drive (Signalized) 6. Clawiter Road and Depot Road (Signalized) 7. Depot Road and Cabot Boulevard (Two-Way Stop) 8. Clawiter Road and SR 92 Westbound Ramps – Breakwater Avenue (Signalized) 9. Clawiter Road and SR 92 Eastbound Ramps – Eden Landing Road (All-Way Stop)

It should be noted that for midday peak hour only the intersections on West Winton Avenue were analyzed and for the early p.m. peak hour all the above study intersections are analyzed except SR 92


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ramps intersections. Figure 1 shows the location of the project site, the surrounding transportation network, and study intersections. Figure 2 presents the proposed project site plan

In addition to the above listed study intersections, the analysis also includes the following freeway segments.

1. I-880 south of Winton Avenue 2. I-880 north of Winton Avenue 3. SR 92 west of Clawiter Road 4. SR 92 east of Clawiter Road

The following Metropolitan Transportation System (MTS) roadway segments on Winton Avenue and Hesperian Boulevard are analyzed.

1. Winton Avenue between Cabot Boulevard and Clawiter Road 2. Winton Avenue between Clawiter Road and Hesperian Boulevard 3. Winton Avenue between Hesperian Boulevard and I 880 4. Hesperian Boulevard north of Winton Avenue 5. Hesperian Boulevard south of Winton Avenue

Projects impacts to pedestrian facilities, bicycle facilities, and transit service and facilities within the immediate project site were also addressed.

The study evaluated traffic operational conditions under the following four scenarios:

Scenario 1: Existing Conditions – This scenario evaluates the study intersections based on existing conditions traffic controls, lane geometry and traffic counts and field surveys conducted in March 2017.

Scenario 2: Existing plus Project Conditions – This scenario is identical to Existing Conditions, but with the addition of traffic generated by the proposed project to Existing Conditions.

Scenario 3: Cumulative Conditions – This scenario evaluates operational conditions at the study intersections based on a projection of existing traffic volumes 25 years into the future. Projections were derived from a growth factor developed from the latest City of Hayward/ACTC Travel Demand Model. The growth factor includes both regional traffic growth and traffic generated by development buildout within the City of Hayward.

Scenario 4: Cumulative plus Project Conditions – This scenario is identical to Cumulative Conditions, but with the addition of traffic generated by the proposed development of the Project to Cumulative Conditions.

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1.3 LEVEL OF SERVICE ANALYSIS METHODOLOGY

Level of Service (LOS) is a qualitative measure that describes operational conditions as they relate to the traffic stream and perceptions by motorists and 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 2000 Highway Capacity Manual (HCM) Operations Methodology for signalized intersections described in Chapter 16 (HCM 2000). 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 8.0 analysis software and was correlated to a LOS designation as shown in Appendix A. The LOS methodology is described for signalized intersections in detail in Appendix A. Table 1 summarizes the relationship between the control delay and LOS for signalized intersections.

Unsignalized Intersections The study intersections under stop control (unsignalized) were analyzed using the 2000 HCM Operations Methodology for unsignalized intersections described in Chapter 17 (HCM 2000). LOS ratings for all-way stop-sign controlled intersections are based on the average control delay expressed in seconds per vehicle. At the side street, controlled intersections or two-way stop sign 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 8.0 analysis software and was correlated to a LOS designation as shown in Appendix A. The LOS methodology is described for unsignalized intersections in detail in Appendix A. Table 2 summarizes the relationship between delay and LOS for unsignalized intersections.

Traffic Signal Warrant Evaluation Methods

In order to determine whether traffic signals should be installed at currently unsignalized intersections, a supplemental traffic signal warrant analysis was also completed. The California Manual on Uniform Traffic Control Devices, dated November 2014 (CA-MUTCD) was used for this analysis. The term “signal warrants” refers to the list of established criteria used by Caltrans and other public agencies to quantitatively justify or ascertain the need for installation of a traffic signal at an unsignalized intersection location. The CA-MUTCD signal warrant criteria is based upon several factors including volume of vehicular and pedestrian traffic, location of school areas, frequency and type of collisions, etc. CA-MUTCD indicates that “the


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satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.” This TIS evaluated CA-MUTCD based Peak-Hour-Volume-based Warrant 3 (Urban Areas) as a representative type of warrant analysis.

Table 1: Level of Service for Signalized Intersections

Level of Service

Description

A Very low control delay, up to 10 seconds per vehicle. Progression is extremely favorable, and most vehicles arrive during the green phase. Many vehicles do not stop at all. Short cycle lengths may tend to contribute to low delay values.

B Control delay greater than 10 and up to 20 seconds per vehicle. There is good progression or short cycle lengths or both. More vehicles stop causing higher levels of delay.

C

Control delay greater than 20 and up to 35 seconds per vehicle. Higher delays are caused by fair progression or longer cycle lengths or both. Individual cycle failures may begin to appear. Cycle failure occurs when a given green phase does not serve queued vehicles, and overflow occurs. The number of vehicles stopping is significant, though many still pass through the intersection without stopping.

D

Control delay greater than 35 and up to 55 seconds per vehicle. The influence of congestions becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high volumes. Many vehicles stop, the proportion of vehicles not stopping declines. Individual cycle failures are noticeable.

E Control delay greater than 55 and up to 80 seconds per vehicle. The limit of acceptable delay. High delays usually indicate poor progression, long cycle lengths, and high volumes. Individual cycle failures are frequent.

F

Control delay in excess of 80 seconds per vehicle. Unacceptable to most drivers. Oversaturation, arrival flow rates exceed the capacity of the intersection. Many individual cycle failures. Poor progression and long cycle lengths may also be contributing factors to higher delay.

Source: Highway Capacity Manual 2000


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Table 2: Level of Service for Stop-Controlled Intersections

Level of Service Description

A Very low control delay of less than 10 seconds per vehicle for each movement subject to delay.

B Low control delay greater than 10 and up to 15 seconds per vehicle for each movement subject to delay.

C Acceptable control delay greater than 15 and up to 25 seconds per vehicle for each movement subject to delay.

D Tolerable control delay greater than 25 and up to 35 seconds per vehicle for each movement subject to delay.

E Limit of tolerable control delay greater than 35 and up to 50 seconds per vehicle for each movement subject to delay.

F Unacceptable control delay in excess of 50 seconds per vehicle for each movement subject to delay.


MTS Freeway and Roadway Segment Analysis

Operations of the MTS freeway and surface street segments were assessed based on volume-to-capacity (V/C) ratios. For freeway segments, a per-lane capacity of 2,200 vehicles per hour was used. For surface streets, a per-lane capacity of 1,100 vehicles per hour was used. This methodology is consistent with the approach used for other projects within Alameda County. These capacities do not reflect additional capacity provided at intersections through turn pockets. Roadway segments with a V/C ratio greater than 1.0 are assigned LOS F. Volume-to-capacity ratios and the corresponding levels of service are shown in Table 3.

Table 3: Level of Service Criteria for Unsignalized Intersections

Level of Service V/C1

A <= 0.60

B 0.61 to 0.70

C 0.71 to 0.80

D 0.81 to 0.90

E 0.91 to 1.00

F > 1.00

Notes: 1Volume to Capacity ratio, Source: 2000 Highway Capacity Manual


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1.4 SIGNIFICANT IMPACT CRITERIA/LEVEL OF SERVICE STANDARDS

The City of Hayward currently utilizes level of service “E” as the minimum acceptable LOS threshold for signalized intersections during the a.m. and p.m. peak periods. Therefore, this study uses LOS “E” as the minimum acceptable threshold at all signalized study intersections for traffic impact purposes. Regarding acceptable Levels of Service during a.m. and p.m. peak periods, the Hayward 2040 General Plan Mobility Element (July 2014) states the following implementing policies:

M-4.3 Level of Service - The City shall maintain a minimum vehicle Level of Service E at signalized intersections during the peak commute periods except when a LOS F may be acceptable due to costs of mitigation or when there would be other unacceptable impacts, such as right-of-way acquisition or degradation of the pedestrian environment due to increased crossing distances or unacceptable crossing delays.

For the purposes of this study, Project impacts at signalized intersections are considered significant if the addition of Project-generated traffic:

Causes the AM or PM peak hour LOS to degrade from an acceptable LOS “E” or better to an unacceptable LOS “F”.

In addition for both signalized and unsignalized intersections, the Project would result in a potentially significant impact if:

The intersection operates at Level of Service F without the project under Existing or Cumulative conditions and the addition of the project under Existing plus Project or Cumulative plus Project conditions results in an increase in the average control delay of 5.0 seconds or greater when compared to the associated no project condition.

1.4.1 METROPOLITAN TRANSPORTATION SYSTEM (MTS) ROADWAY ANALYSIS METHODOLOGY

According to the Alameda County Transportation Commission’s (ACTC) 2011 Congestion Management Program (CMP), the LOS standard for MTS roadway segments is LOS E, except where LOS F was the LOS of a segment when originally measured as part of the CMP, in which case the standard shall be LOS F. However, the ACTC does not have a policy for determining a threshold of significance for segments operating unacceptably without the project. Rather, professional judgment is required to determine project level impacts. Therefore, for the purposes of this traffic impact analysis, an impact would be considered significant when the project traffic causes an MTS network segment to fall from an acceptable LOS E or better (roadway segment, freeway segment, or freeway ramp v/c ratio of 0.99 or less) in the No Project case to an unacceptable LOS F (v/c of 1.00 or more); or, if a segment is already operating at LOS F in the No Project case, the v/c ratio increases by more than 0.02 (for example, from 1.03 to 1.06).


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2.0 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 study intersections, including the results of level of service calculations.

2.1 EXISTING SETTING AND ROADWAY SYSTEM

Regional roadway facilities providing access to the proposed Industrial development are Interstates 880 and State Route 92. Local roadways providing local access to the project site include Winton Avenue, Cabot Boulevard, Clawiter Road, Hesperian Boulevard and Depot Road.

Interstate 880 (I-880) is a eight to ten lane freeway running in the north-south direction in the project vicinity. In the immediate vicinity of the project, I-880 provides four mixed-flow lanes in the both northbound and southbound directions, with one HOV lane in each direction with a posted speed limit of 65 mph. As one of the major freeways in the San Francisco Bay Area, it provides access to Oakland and San Francisco to the north and San Jose to the south.

State Route 92 (SR-92) is a seven to eight lane freeway running in the east-west direction in the project vicinity. In the immediate vicinity of the project, SR-92 provides three mixed-flow lanes in the westbound direction and four mixed-flow lanes in the eastbound direction, with one HOV lane in the westbound direction with a posted speed limit of 65 mph.

West Winton Avenue is a four to two lane arterial roadway running in the east-west direction in the project vicinity. It provides access to residential and commercial developments and access to the I-880. The posted speed limit is 35 mph in the project vicinity.

Cabot Boulevard is a four lane roadway running in the north-south direction in the project vicinity. It provides access to industrial and commercial developments. The posted speed limit is 35 mph in the project vicinity.

Clawiter Road is a two-to four-lane roadway that begins from W. Winton Avenue on the north side and provides access to SR 92 on the south side. The posted speed limit is 35 mph in the project vicinity. This roadway provides local access residential areas and commercial developments.

Hesperian Boulevard is a six-lane, north-south roadway from E. 14th Street and continuing on to other cities south of Hayward. The posted speed limit is 35 mph within the study area. This roadway provides access to residential and commercial developments and the SR-92, I-880 and I-238 freeways.

Depot Road is a two-lane to four lane, east-west roadway between Hesperian Boulevard and Winton Avenue Road. The posted speed limit is 25 mph within the study area. This roadway provides access to residential and industrial developments.

2.2 EXISTING BICYCLE, PEDESTRIAN AND TRANSIT FACILITIES

Walkability is defined as the ability to travel easily and safely on foot between various origins and destinations without having to rely on automobiles or other motorized travel. The ideal “walkable”


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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.

Within the Project vicinity, West Winton Avenue, Cabot Boulevard and Clawiter Road have discontinuous sidewalks.

The intersection of West Winton and Cabot Avenue unsignalized with four approaches. All of the intersection movements are stop controlled. There are crosswalks provided on all four legs of the intersection.

The intersection of West Winton and Corsair Boulevard is a signalized intersection with three approaches. Crosswalks with pedestrian signals are provided on the west and north legs of the intersection and are equipped with pedestrian pushbuttons and WALK/DON’T WALK pedestrian heads.

The intersection of West Winton and Hesperian Boulevard is signalized with four approaches. There are crosswalks equipped with pedestrian pushbuttons and WALK/DON’T WALK pedestrian heads and curb ramps on all four legs of the intersection.

The intersection at Depot Road and Clawiter Road is signalized with four approaches. There are crosswalks equipped with pedestrian pushbuttons and WALK/DON’T WALK pedestrian heads and curb ramps on all four legs of the intersection.

Depot Road and Cabot Boulevard is an unsignalized intersection with three approaches. The southbound approach on Cabot Boulevard is a stop controlled. A crosswalk is provided on the southbound approach of Cabot Boulevard.

Clawiter Road and SR 92 WB Ramps- Breakwater Court is a signalized intersection with four approaches. There are crosswalks equipped with pedestrian pushbuttons and WALK/DON’T WALK pedestrian heads and curb ramps on two legs of the intersection.

Clawiter Road and SR 92 EB Ramps- Eden Landing Road is an unsignalized intersection with four approaches. All of the intersection movements are stop controlled. Crosswalks are not provided on all four legs of the intersection.

Near the project site i.e on West Winton Avenue, there are no sidewalks along the project frontage and there is need to provide sidewalks along the project frontage to improve the adequacy of pedestrian accessibility to the surrounding roadway system. The existing pedestrian facilities in the study area are shown in Figure 3.

The City of Hayward Bicycle Master Plan (October 2007), defines bikeway classifications as follows:

Class I Bikeway – Typically called a “bike path,” a Class I bikeway provides bicycle travel on a paved right-of-way completely separated from any street or highway.


P a g e | 14

Class II Bikeway – Often referred to as a “bike lane,” a Class II bikeway provides a striped and stenciled lane for one-way travel on a street or highway.

Class III Bikeway – Generally referred to as a “bike route,” a Class III bikeway provides for shared use with motor vehicle traffic and is identified only by signing.

As per the City of Hayward Bicycle Master Plan (October 2007) within the project vicinity, West Winton Avenue between Cabot Boulevard and Clawiter Road, Clawiter Road between West Winton Avenue and Breakwater Avenue and Depot Road between Cabot Boulevard and Hesperian Boulevard are classified as Class III Bike routes.

As a part of a 2017 pavement rehab project, a buffered bike lane will be added on the south side and on portions of north side (in wider portions of the road) on Winton Avenue between Cabot Boulevard and Shoreline.

As per the City of Hayward Bicycle Master Plan (October 2007), proposed Class II Bike lanes are proposed on Corsair Boulevard between West Winton Avenue and W. A Street.

Figure 4 presents the existing bicycle facilities within the immediate vicinity of the project site. The City of Hayward is served by Alameda-Contra Costa Transit District (AC Transit) bus service, Bay Area Rapid Transit (BART) rail service, and Amtrak commuter rail service. Local and Transbay bus service is provided seven days a week at roughly 30- to 60-minute headways.

There are two bus stops in the immediate vicinity of the project site. One of them is located on Cabot Boulevard just south of the Winton Avenue and Cabot Boulevard intersection, on the west side of the street for southbound travel. The second stop is on West Winton Avenue, just east of the Winton Avenue and Cabot Boulevard intersection, on the north side of the street for westbound travel. The pedestrian access from the two stops to the project site is via existing sidewalks, linking the project. However, the project frontage has not sidewalks; these are proposed by the project. Neither bus stop has benches or shelters or other amenities. The two transit stops serve Line 86, providing access to the South Hayward BART, AC Transit, and Hayward BART stations. Paratransit services are provided throughout the City and the surrounding region by East Bay Paratransit, operated by AC Transit and BART. Figure 5 shows the existing transit service near the project site.

Currently, AC Transit offers local bus transit service on the following routes in the vicinity of the project site:

AC Transit Route Line 86 provides weekday service at 30 minutes headways between 4:12 a.m. and 12:06 a.m. The route runs a loop from the South Hayward BART station and stops along Cabot Boulevard and West Winton Avenue and Corsair Boulevard in the project vicinity.

23

76 8

9

4

5

1

WHI

TESE

LL ST.

INDUSTRIAL BLVD.

CORSAIR BLVD.

W. W

INTO

N A

VE.

W. JACKSON ST.

HESPERIAN BLVD.

W. W

INTO

N

A

VE.

ALP

INE

WY.

DEP

OT

RD.

ENTE

RPRI

SE A

VE.

EDEN

LAN

DIN

G R

D.

BREA

KWAT

ER C

T.

DEP

OT

RD.

MID

DLE

LN

.

TUSK

EGEE

DR.

CLAWITER RD.

CABOT BLVD.

SOUT

HLAN

D DR

.

Figu

re 3

06

4-1

28

Exis

ng

Ped

estr

ian

Fac

ilies

N

Project

Site

CALI

FOR

NIA

92

INTE

RSTA

TE

880

X

LEGE

ND St

ud

y In

ters

eco

nSi

dew

alk

No

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ewal

kC

ross

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k

23

76 8

9

4

5

1

WHI

TESE

LL ST.

INDUSTRIAL BLVD.

CORSAIR BLVD.

W. W

INTO

N A

VE.

W. JACKSON ST.

HESPERIAN BLVD.

W. W

INTO

N AV

E.

ALP

INE

WY.

DEP

OT

RD.

ENTE

RPRI

SE A

VE.

EDEN

LAN

DIN

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D.

BREA

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ER C

T.

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OT

RD.

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DLE

LN

.

TUSK

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DR.

CLAWITER RD.

CABOT BLVD.

SOUT

HLAN

D DR

.

BREA

KWAT

ER A

VE.

X

Figu

re 4

06

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28

Exis

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ycle

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ilies

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ud

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ters

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lass

I B

ike

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ng

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ss II

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Pro

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Cla

ss II

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ne

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ss II

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III B

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N

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CALI

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INTE

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880

23

76 8

9

4

5

1

WHI

TESE

LL ST.

INDUSTRIAL BLVD.

CORSAIR BLVD.

W. W

INTO

N A

VE.

W. JACKSON ST.

HESPERIAN BLVD.

W. W

INTO

N AV

E.

ALP

INE

WY.

DEP

OT

RD.

ENTE

RPRI

SE A

VE.

EDEN

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D.

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OT

RD.

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.

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DR.

CLAWITER RD.

CABOT BLVD.

SOUT

HLAN

D

DR.

Figu

re 5

06

4-1

28

Exis

ng

Tran

sit

Faci

lies

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Site

CALI

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Ro

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P a g e | 18

2.3 EXISTING TRUCK ROUTES

The 2040 Hayward General Plan Mobility Element (dated July 2014) states that “The City shall require trucks to use designated routes and shall prohibit trucks on local streets to address traffic operations and safety concerns in residential neighborhoods.” Within the Project vicinity, Winton Avenue, Clawiter Road, Cabot Boulevard north of Depot Road, Depot Road between Cabot Boulevard and Clawiter Road, and Hesperian Boulevard south of A Street are truck routes near the project site.

2.4 EXISTING TRAFFIC VOLUMES AND LANE CONFIGURATIONS

The existing operations of the study intersections were evaluated for the highest one-hour volume during the weekday morning, midday, early p.m. and p.m. peak periods. Turning movement counts for vehicles, bicycles, and pedestrians were conducted during typical weekday a.m., midday, early p.m. and p.m. peak periods (7a.m. - 9 a.m., 12 p.m. - 2 p.m., 2 p.m. - 4 p.m., and 4 p.m. - 6 p.m. respectively) at the study intersections in March and July 2017. Field verification of existing intersection lane configurations and traffic controls were also conducted and provided the basis for the level of service analysis for Existing Conditions. Appendix B includes all data sheets for the collected vehicle, bicycle, and pedestrian counts. Figure 6a & 6b illustrates the existing vehicle turning movement volumes, lane geometry, and traffic controls at the study intersections.

WHITESELL ST.

INDUSTRIAL BLVD.

CORSA

IR

W. WINTON AVE.

W. J

ACKS

ON

ST.

HESPERIAN BLVD.

W. WINTON AVE.

ALPINE WY.

DEPOT RD.

ENTERPRISE AVE.

EDEN LANDING RD.

BREAKWATER CT.

DEPOT RD.

MIDDLE LN.

TUSKEGEE DR.

CLAW

ITER

RD

.

CABO

T BL

VD.

SOUTHLAND DR.

X

2 3

76

8

9

4

5

1

Intersec on #1Winton Ave./Cabot Blvd.

Intersec on #6Depot Rd./

Clawiter Rd.

Intersec on #7Depot Rd./Cabot Blvd.

Intersec on #8Clawiter Rd./Breakwater Ct.

SR-92 WB Ramps

Intersec on #9Clawiter Rd./SR-92 EB Ramps/

Eden Landing Rd.

Intersec on #2Winton Ave./

Corsair Blvd./Driveway

Intersec on #3Winton Ave./Tuskegee Dr./

Clawiter Rd.


Hesperian Blvd.

Intersec on #5Winton Ave./Southland Dr.

Exis ng Condi ons Traffic Volumes, Lane Geometry and Controls (AM and PM)

Figure 6a064-128

N

LEGENDStudy Intersec onTraffic SignalStop SignAM Peak Hour VolumesPM Peak Hour Volumes

XX(XX)

2 (5

)15

(26)

73 (1

55)

187

(40)

623

(139

)28

(21)

12 (3

)0

(0)

123

(269

)

0 (0

)0

(2)

0 (3

)

1,03

7 (1

82)

1,01

7 (7

25)

108

(170

)

7 (3

)84

(248

)

163 (49)72 (52)293 (52)

7 (11)318 (85)100 (25)

1 (0)1,034 (272)921 (253)

155 (216)

974 (300)

186 (286)1,513 (959)

844 (672)

233 (53)966 (304)12 (2)

236 (131)24 (25)2 (2)

22 (1

7)21

(19)

16 (9

5)

63 (4

5)51

(381

)34

(144

)

0 (1

)1

(0)

4 (1

4)

1 (0

)0

(2)

4 (2

)41 (130)118 (384)

39 (25)

67 (3

4)20

8 (2

48)

311

(163

)

128 (139)116 (46)225 (105)

103

(33)

204

(308

)96

(146

)15 (34)72 (83)

69 (124)14

2 (9

5)0

(0)

211

(583

)

53 (4

2)

617

(1,1

49)

137

(176

)

300

(886

)

3 (2)38 (116)

15 (18)

126

(275

)31

2 (1

29)

154

(63)

34 (113)61 (157)5 (2)

75 (2

54)

124

(235

)7

(6)

176 (176)48 (11)

120 (75)

7 (5)324 (975)

0 (1)

4 (11)11 (50)

0 (0)

1 (1)327 (977)147 (169)

201 (690)

341 (1,019)

35 (52)

893 (1,940)26 (59)

Winton Ave.

Cabo

t Blv

d.

SR-92 EB Ramps

Claw

iter R

d.Ed

en L

andi

ng R

d.

Winton Ave.

Cors

air B

lvd.

Driv

eway

Winton Ave.

Tusk

egee

Dr.

Claw

iter R

d.

Winton Ave.

Hes

peria

n Bl

vd.

Winton Ave.

Sout

hlan

d D

r.

Depot Rd.

Claw

iter R

d.

Breakwater Ct. SR-92 WB Ramps

Claw

iter R

d.

Depot Rd.

Cabo

t Blv

d.

X

ProjectSite

CALIFORNIA

92

INTERSTATE

880

WHITESELL ST.

INDUSTRIAL BLVD.

CORSA

IR

W. WINTON AVE.

W. J

ACKS

ON

ST.

HESPERIAN BLVD.

W. WINTON AVE.

ALPINE WY.

DEPOT RD.

ENTERPRISE AVE.

EDEN LANDING RD.

BREAKWATER CT.

DEPOT RD.

MIDDLE LN.

TUSKEGEE DR.

CLAW

ITER

RD

.

CABO

T BL

VD.

SOUTHLAND DR.

X

2 3

76

8

9

4

5

1



Clawiter Rd.





Clawiter Rd.


Hesperian Blvd.


Exis ng Condi ons Traffic Volumes, Lane Geometry and Controls (Midday and Early PM)

Figure 6b064-128

N

LEGENDStudy Intersec onTraffic SignalStop SignMidday Peak Hour VolumesEarly PM Peak Hour Volumes

XX(XX)

8 (2

)23

(21)

144

(114

)

(79)

(131

)(7

) (3)

(47)

(153

)

0 (1

)1

(1)

8 (2

)

344

(259

)

529

(582

)

221

(181

)

1 (1

0)19

6 (2

54)

101 (86)88 (61)211 (139)

(16)(140)(28)

4 (2)664 (474)282 (313)

150 (148)

649 (461)

252 (262)1,112 (1,056)

728 (649)

165 (158)655 (570)15 (20)

(160)(23)(8)

32 (3

0)23

(18)

89 (8

6)

(94)

(236

)(7

9)

3 (3

)0

(0)

16 (9

)

(8)

(29)

(13)

(165)(283)

(56)16

6 (1

70)

4 (0

)36

2 (4

81)

123

(58)

629

(1,0

51)

207

(255

)

702

(738

)

7 (3)93 (113)

21 (30)12 (8)

746 (835)4 (6)

(10)(29)

(7)

1 (0)837 (1,011)

177 (185)

371 (598)

845 (1,044)

108 (71)

1,327 (1,745)46 (50)

Winton Ave.

Cabo

t Blv

d.

Winton Ave.

Cors

air B

lvd.

Driv

eway

Winton Ave.

Tusk

egee

Dr.

Claw

iter R

d.

Winton Ave.

Hes

peria

n Bl

vd.

Winton Ave.

Sout

hlan

d D

r.

Depot Rd.

Claw

iter R

d.

Depot Rd.

Cabo

t Blv

d.

X

ProjectSite

CALIFORNIA

92

INTERSTATE

880


P a g e | 21

2.5 INTERSECTION LEVEL OF SERVICE ANALYSIS – EXISTING CONDITIONS

Existing intersection lane configurations, signal timings, and peak hour turning movement volumes were used to calculate the levels of service for the study intersections during each peak hour. The peak hour factor based on the counts was used to all study intersections for the existing analysis and a 12 percent heavy vehicle composition have been specified for each intersection movement under existing and future conditions peak hour analysis. Synchro 8 operations analysis software was used to complete the HCM 2000 LOS analysis procedures for intersections.

For the intersection of West Winton Avenue and Cabot Boulevard (Int#1), HCM 2010 Methodology was used for the analysis purpose due to limitations in Synchro’s software implementation of the HCM 2000 intersection methodology. HCM 2000 Methodology for All-Way Stop analysis is limited to two lanes per leg. It should be noted that HCM 2010 Methodology is limited to three lanes per leg, the northbound approach has one left lane, one through lane and two right turning lanes for the analysis purposes this approach is considered to have one left lane, one through lane and one right turning lane.

Table 4 below summarizes peak hour levels of service at the study intersections under Existing Conditions. Under Existing Conditions, level of service analysis was conducted for a.m. peak (7– 9 a.m.) and p.m. peak (4 – 6 p.m.) hours for all the study intersections. The intersections on West Winton Avenue were only analyzed during midday peak (12 – 2 p.m.) peak hour. For the early p.m. peak (2 – 4 p.m.) all the intersections except the SR 92 ramps were analyzed as per the City of Hayward request.

Under this scenario, all the intersections operate within City of Hayward LOS E or better standards during the a.m., midday, early p.m. and p.m. peak hours except for the intersection of Clawiter Road and SR 92 EB Ramps (Intersection 9) which is expected to operate at LOS of F with 85.0 seconds delay in the p.m. peak hour. LOS worksheets are provided in Appendix C.


P a g e | 22

Table 4: Peak Hour Intersection Levels of Service – Existing Conditions

# Study Intersections Control Peak Hour¹ Existing Conditions

Average Delay²

LOS³

1 West Winton Avenue/Cabot Boulevard All-Way Stop

AM 13.3 B MID 12.3 B

Early PM 11.2 B PM 11.2 B

2 West Winton Avenue/Corsair Boulevard Signalized

AM 7.1 A MID 9.6 A

Early PM 35.7 D PM 16.6 B

3 West Winton Avenue/Clawiter Road Signalized

AM 30.9 C MID 24.9 C

Early PM 43.5 D PM 69.7 E

4 West Winton Avenue/Hesperian Boulevard Signalized

AM 30.9 C MID 41.6 D

Early PM 43.6 D PM 50.0 D

5 West Winton Avenue/Southland Drive Signalized

AM 34.7 C MID 23.8 C

Early PM 27.5 C PM 59.9 E

6 Clawiter Road/Depot Road Signalized

AM 31.7 C MID … …

Early PM 31.5 C PM 29.3 C

7 Depot Road/Cabot Boulevard Two-Way

Stop

AM 10.9 B MID … …


8 Clawiter Road/ SR 92 WB Ramps/Breakwater

Avenue Signalized

AM 55.4 E MID … …

Early PM … … PM 59.8 E

9 Clawiter Road/ SR 92 EB Ramps/Eden Landing

Road All-Way Stop

AM 22.8 C MID … …

Early PM … … PM 85.0 F

Notes: 1AM = morning peak hour, MID = midday peak hour, Early PM = Early evening peak hour, PM = evening peak hour 2 Whole intersection weighted average control delay expressed in seconds per vehicle for signalized intersections and all-way stop – controlled intersections. Total control delay for the worst movement is presented for side-street stop controlled intersections. 3 LOS = Level of Service. LOS calculations conducted using the Synchro 8 level of service analysis software package, which applies the method described in the 2000 Highway Capacity Manual. Bold text indicates intersection operates at a deficient Level of Service.


P a g e | 23

3.0 EXISTING PLUS PROJECT CONDITIONS

This section evaluates the impacts of the proposed project on the surrounding roadway system under Existing with Project Conditions. First, the method used to estimate the amount of traffic generated by the proposed development is described. Then, the results of the level of service calculations for Existing plus Project Conditions are presented. Impacts under this scenario are then identified by comparing the level of service results under Existing plus Project Conditions to those under Existing Conditions.

To determine if there any additional impacts by the project, TJKM used a three-step process:

1. Trip Generation- The amount of vehicle traffic entering/existing the Project site is estimated.

2. Trip Distribution- The directions trips would use to approach and depart the site projected.

3. Trip Assignment- The assignment of trips to specific roadways segments and intersection turning movements.

3.1 PROJECT TRIP GENERATION

TJKM developed estimated project trip generation for the proposed project based on published trip generation rates from the Institute of Transportation Engineers’ (ITE) publication Trip Generation (9th Edition).

TJKM used published trip rates for the ITE land use Warehouse (Code 150). Table 5 shows the trip generation under project conditions. For Midday and Early P.M. Peak hour trip generation, TJKM utilized the ITE classification “Peak hour of Generator” as agreed upon with the City of Hayward staff. The project is expected to generate approximately net 152 weekday a.m. peak hour trips (120 inbound, 32 outbound), 228 weekday midday & early p.m. peak hour trips (43 inbound, 185 outbound for each peak hour) and 162 weekday p.m. peak hour trips (41 inbound, 121 outbound).

Table 5: Trip Generation for Proposed Project

Land Use Area (k.s.f)

Daily AM Peak Midday & Early PM Peak PM Peak Rate Trips Rate In Out Total Rate In Out Total Rate In Out Total

Warehouse (ITE Code 150)1

507.5 3.56 1,807 0.30 120 32 152 0.45 43 185 228 0.32 41 122 162

Net Total Trips

507.5 120 32 152 43 185 228 41 121 162

Source: ITE Trip Generation Manual, 9th Edition, 2012 k.s.f = Thousand Square Feet 1Warehousing (ITE Land Use Code 150) vehicle trip rates are used based upon number of thousand square feet gross floor area.


P a g e | 24

3.2 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.

Trip distribution assumptions for the proposed project were developed based on the city of Hayward General Plan updated travel demand model existing travel patterns, TJKM’s knowledge of the study area, and consultation with the City of Hayward staff.

The distribution assumptions are as follows:

25 percent to/from Hesperian Boulevard north of Winton Avenue

15 percent to/from Hesperian Boulevard south of Winton Avenue

45 percent to/from Winton Avenue east of Hesperian Boulevard 10 percent to/from Clawiter Road south of Winton Avenue

5 percent to /from Cabot Boulevard south of Winton Avenue

Figure 7 illustrates the trip distribution percentages and new project trips assigned to each turning movement by intersection by the proposed project. The assigned project trips estimated for the project conditions were added to existing traffic volumes to generate Existing plus Project traffic volumes to represent Existing plus Project Conditions as shown on Figure 8a & 8b.

WHITESELL ST.

INDUSTRIAL BLVD.

CORSA

IR BLVD.

W. WINTON AVE.

W. J

ACKS

ON

ST.

HESPERIAN BLVD.

W. WINTON AVE.

ALPINE WY.

DEPOT RD.

ENTERPRISE AVE.

EDEN LANDING RD.

BREAKWATER CT.

DEPOT RD.

MIDDLE LN.

TUSKEGEE DR.

CLAW

ITER

RD

.

CABO

T BL

VD.

SOUTHLAND DR.2 3

76

8

9

4

5

1

Project Trip Distribu on and Assignment

Figure 7064-128

N

5%

10%

15%

25%45%

ProjectSite

CALIFORNIA

92

INTERSTATE

880



Clawiter Rd.





Clawiter Rd.


Hesperian Blvd.


30(1

0)[1

0]

2(10

)[6]

3(18

)[12]

113(41)[38] 113(41)[38]

6(2)[2]

101(37)[34] 53(20)[18] 53(20)[18]

6(2)

[2]

12(4

)[4]

18(7

)[6]

8(46)[30]15(83)[55]

5(28)[18]

31(175) [115]2(10)[6]

31(175)[115]

12(4

)[4]

15(83)[55]28(157)[103]3(18)[12]

Winton Ave.

Cabo

t Blv

d.

Winton Ave.

Cors

air B

lvd.

Driv

eway

Winton Ave.

Tusk

egee

Dr.

Claw

iter R

d.

Winton Ave.

Hes

peria

n Bl

vd.

Winton Ave.

Sout

hlan

d D

r.

Depot Rd.

Claw

iter R

d.

Depot Rd.

Cabo

t Blv

d.

W. Winton Driveway/Future Project Driveway

33(185

)[121

]

119(43)[41]W. Winton Ave.

Proj

ect D

wy.

Intersec on #8

SR 92 WB Ramps

Claw

iter R

d.

SR-92 WB Ramps


12(4

)[4]

SR 92 EB Ramps

Claw

iter R

d.

Eden Landing Rd.

12(4)[4]3(18

)[12]

Breakwater Ct.

Eden

Lan

ding

Rd.

Clawiter Rd./SR-92 EB Ramps

X

LEGENDStudy Intersec on AM Peak Hour Trips Midday & Early PM Peak Hour Trips PM Peak Hour Trips Trip Distribu on

XX(XX)

XX%[XX]


P a g e | 26

3.3 INTERSECTION LEVEL OF SERVICE ANALYSIS – EXISTING PLUS PROJECT CONDITIONS

The intersection LOS analysis results for Existing plus Project Conditions are summarized in Table 6. Detailed calculation sheets for Existing plus Project Conditions are contained in Appendix D. Under this scenario, all the intersections operate within standards of the City of Hayward (LOS E or better) during the a.m., midday, early p.m., and p.m. peak hours except for the intersection of Clawiter Road and SR 92 EB Ramps (Intersection 9) which is expected to operate at LOS of F with 86.4 seconds delay in the p.m. peak hour. Based on the City of Hayward impact criteria the project is expected to have a less-than-significant impact at all the study intersections. Figure 8 shows projected turning movement volumes at all of the study intersections for Existing plus Project Conditions. The results for Existing Conditions are included for comparison purposes, along with the projected increases in control delay.

Table 6: Intersection Level of Service Analysis – Existing plus Project Conditions

# Study Intersections Control Peak Hour¹

Existing Conditions

Existing plus Project

Conditions

∆ in Control Delay (sec)⁴ Average

Delay² LOS³

Average Delay²

LOS³

1 West Winton Avenue/Cabot

Boulevard All-Way

Stop

AM 13.3 B 14.2 B 0.90

MID 12.3 B 14.4 B 2.10

Early PM 11.2 B 13.5 B 2.30

PM 11.2 B 12.5 B 1.30

2 West Winton Avenue/Corsair

Boulevard Signalized

AM 7.1 A 7.4 A 0.30

MID 9.6 A 9.6 A 0.00

Early PM 35.7 D 33.3 C -2.40

PM 16.6 B 16.2 B -0.40

3 West Winton Avenue/Clawiter

Road Signalized

AM 30.9 C 30.8 C -0.10

MID 24.9 C 26.9 C 2.00

Early PM 43.5 D 69.5 E 26.00

PM 69.7 E 70.8 E 1.10

4 West Winton Avenue/Hesperian


AM 30.9 C 32.7 C 1.80

MID 41.6 D 43.0 D 1.40

Early PM 43.6 D 45.7 D 2.10

PM 50.0 D 53.3 D 3.30

5 West Winton Avenue/Southland

Drive Signalized

AM 34.7 C 36.7 D 2.00

MID 23.8 C 24.1 C 0.30

Early PM 27.5 C 27.9 C 0.40

PM 59.9 E 62.1 E 2.20


AM 31.7 C 31.7 C 0.00

MID … … … … …

Early PM 31.5 C 31.3 C -0.20 PM 29.3 C 29.2 C -0.10


P a g e | 27


Existing Conditions


∆ in Control Delay (sec)⁴

Average Delay²

LOS³ Average Delay²

LOS³


Stop

AM 10.9 B 11.0 B 0.10

MID … … … … … Early PM

12.7 B 13.0 B 0.30

PM 14.5 B 14.6 B 0.10

8 Clawiter Road/ SR 92 WB

Ramps/Breakwater Avenue Signalized

AM 55.4 E 57.7 E 2.30


… … … … …

PM 59.8 E 61.6 E 1.80

9 Clawiter Road/ SR 92 EB

Ramps/Eden Landing Road All-Way

Stop

AM 22.8 C 24.3 C 1.50


… … … … …

PM 85.0 F 86.4 F 1.40 Notes: 1AM = morning peak hour, MID = midday peak hour, Early PM = Early evening peak hour, PM = evening peak hour 2 Whole intersection weighted average control delay expressed in seconds per vehicle for signalized intersections and all-way stop – controlled intersections. Total control delay for the worst movement is presented for side-street stop controlled intersections. 3 LOS = Level of Service. LOS calculations conducted using the Synchro 8 level of service analysis software package, which applies the method described in the 2000 Highway Capacity Manual. 4 Change in average control delay between Existing and Existing plus Project Conditions Bold text indicates intersection operates at a deficient Level of Service.

It should be noted that some of the study intersections are estimated to show a negative net increase in intersection delay due to the addition of project trips to non-critical turn movements.

The peak-hour signal warrant from the Manual of Uniform Traffic Control Devices (CA MUTCD) was evaluated for the unsignalized intersection Clawiter Road and SR 92 EB Ramps (Intersection 9), which operates at unacceptable LOS under Existing and Existing plus Project Conditions to determine if a traffic signal is warranted. The unsignalized intersection meets the CA MUTCD peak hour signal warrant in the p.m. peak hour under Existing and Existing plus Project Conditions. MUTCD peak hour signal warrants sheets for Existing and Existing plus Project Conditions are contained in Appendix D.

WHITESELL ST.

INDUSTRIAL BLVD.

CORSA

IR

W. WINTON AVE.

W. J

ACKS

ON

ST.

HESPERIAN BLVD.

W. WINTON AVE.

ALPINE WY.

DEPOT RD.

ENTERPRISE AVE.

EDEN LANDING RD.

BREAKWATER CT.

DEPOT RD.

MIDDLE LN.

TUSKEGEE DR.

CLAW

ITER

RD

.

CABO

T BL

VD.

SOUTHLAND DR.

X

2 3

76

8

9

4

5

1



Clawiter Rd.





Clawiter Rd.


Hesperian Blvd.


Intersec on #10W. Winton Ave./Project Driveway


SR-92 WB Ramps


Eden Landing Rd.

Exis ng plus Project Condi ons Traffic Volumes, Lane Geometry and Controls (AM and PM)

Figure 8a064-128

N


XX(XX)

300

(886

)

2 (5

)15

(26)

73 (1

55)

187

(40)

626

(151

)28

(21)

12 (3

)0

(0)

125

(271

)

0 (0

)0

(2)

0 (3

)

1,06

7 (1

92)

1,01

7 (7

25)

108

(170

)

7 (3

)84

(248

)

7 (11)318 (85)100 (25)

1 (0)1,135 (306)921 (253)

155 (216)

1,027 (318)

186 (286)1,566 (977)

844 (672)

233 (53)1,079 (342)12 (2)

242 (133)24 (25)2 (2)

28 (1

9)21

(19)

16 (9

5)

63 (4

5)63

(385

)34

(144

)

0 (1

)1

(0)

4 (1

4)

1 (0

)0

(2)

4 (2

)41 (130)118 (384)

39 (25)

154

(99)

0 (0

)21

1 (5

83)

71 (4

8)

617

(1,1

49)

137

(176

)

3 (2)69 (231)

17 (24)7 (5)

355 (1,090)0 (1)

4 (11)11 (50)

0 (0)

1 (1)355 (1,080)

150 (181)209 (720)

356 (1,074)

40 (70)

908 (1,995)26 (59)

163 (49)185 (90)293 (52)

0 (0

)33

(121

)

119 (41)96 (73)

0 (0)56 (136)

67 (3

4)20

8 (2

48)

314

(175

)

128 (139)116 (46)225 (105)

103

(33)

216

(312

)96

(146

)15 (34)72 (83)

69 (124)

126

(275

)31

2 (1

29)

154

(63)

34 (113)61 (157)5 (2)

75 (2

54)

124

(235

)7

(6)

188 (180)48 (11)

120 (75)

Winton Ave.

Cabo

t Blv

d.

Winton Ave.

Cors

air B

lvd.

Driv

eway

Winton Ave.

Tusk

egee

Dr.

Claw

iter R

d.

Winton Ave.

Hes

peria

n Bl

vd.

Winton Ave.

Sout

hlan

d D

r.

Depot Rd.

Claw

iter R

d.

Depot Rd.

Cabo

t Blv

d.

W. Winton Ave.

Proj

ect D

wy.

SR-92 EB Ramps

Claw

iter R

d.Ed

en L

andi

ng R

d.


Claw

iter R

d.

X

ProjectSite

CALIFORNIA

92

INTERSTATE

880

WHITESELL ST.

INDUSTRIAL BLVD.

CORSA

IR

W. WINTON AVE.

W. J

ACKS

ON

ST.

HESPERIAN BLVD.

W. WINTON AVE.

ALPINE WY.

DEPOT RD.

ENTERPRISE AVE.

EDEN LANDING RD.

BREAKWATER CT.

DEPOT RD.

MIDDLE LN.

TUSKEGEE DR.

CLAW

ITER

RD

.

CABO

T BL

VD.

SOUTHLAND DR.

X

2 3

76

8

9

4

5

1



Clawiter Rd.





Clawiter Rd.


Hesperian Blvd.


Exis ng plus Project Condi ons Traffic Volumes, Lane Geometry and Controls (Midday & Early PM)

Figure 8b064-128

N


XX(XX)

8 (2

)23

(21)

144

(114

)

(79)

(149

)(7

) (3)

(47)

(163

)

0 (1

)1

(1)

8 (2

)

354

(269

)

529

(582

)

221

(181

)

1 (1

0)19

6 (2

54)

101 (86)129 (102)211 (139)

(16)(140)(28)

4 (2)701 (511)282 (313)

150 (148)

669 (481)

252 (262)1,132 (1,076)

728 (649)

165 (158)696 (611)15 (20)

(162)(23)(8)

34 (3

2)23

(18)

89 (8

6)

(94)

(240

)(7

9)

3 (3

) 0

(0)

16 (9

)

(8)

(29)

(13)

(165)(283)

(56)17

0 (1

74)

4 (0

)36

2 (4

81)

130

(65)

629

(1,0

51)

207

(255

)

702

(738

)

7 (3)268 (288)

31 (40)12 (8)

921 (1,010)4 (6)

(10)(29)

(7)

1 (0)994 (1,168)

195 (203)

417 (644)

928 (1,127)

136 (99)

1,410 (1,828)46 (50)

Winton Ave.

Cabo

t Blv

d.

Winton Ave.

Cors

air B

lvd.

Driv

eway

Winton Ave.

Tusk

egee

Dr.

Claw

iter R

d.

Winton Ave.

Hes

peria

n Bl

vd.

Winton Ave.

Sout

hlan

d D

r.

Depot Rd.

Claw

iter R

d.

Depot Rd.

Cabo

t Blv

d.

X

ProjectSite

CALIFORNIA

92

INTERSTATE

880


P a g e | 30

3.4 QUEUING ANALYSIS AT STUDY INTERSECTIONS

TJKM conducted a vehicle queuing and storage analysis for all exclusive left and right turn pockets at selected study intersections and driveways where project traffic is added under Existing plus Project Conditions. The 95th percentile (maximum) queues were analyzed using the HCM 2000 Queue methodology contained in Synchro 8.0 software for the exclusive left turn/right turn pockets at the study intersections where project traffic is added. Detailed calculations are included in the LOS appendices corresponding to the Existing and Existing plus Project Conditions. Table 7 summarizes the 95th percentile queue lengths at these intersections under existing plus project scenario.

Table 7: 95th% Queues at Turn Pockets Affected by Project Traffic – Existing Plus Project Conditions

# Study

Intersections Lane

Group

Storage Length

per lane (feet)

Existing Conditions


Change

AM MID Early PM

PM AM MID Early PM

PM AM MID Early PM

PM

3 Clawiter Road

and West Winton Avenue

NBL 100 110 110 100 60 110 110 100 70 0 0 0 0

4

Hesperian Boulevard and West Winton

Avenue

EBL 300 160 310 360 490 170 340 400 520 10 30 40 30

NBL 300 110 250 110 80 150 270 130 90 40 20 20 20

SBR 320 20 20 20 20 20 20 20 20 0 0 0 0

Notes: Queue lengths rounded up to nearest 10 feet, minimum 20 feet. Bold indicates 95th Percentile Queue exceeds storage length expressed in feet per lane. EBL = Eastbound Left Turn; SBR = Southbound Right Turn; NBL = Northbound Left.

Clawiter Road and West Winton Avenue (#3) – For this intersection northbound left turn available queuing capacity is exceeded for the a.m., and midday peak hour under Existing and Existing plus Project Conditions. The project increases the queue by less than ten feet during the peak hours. Hesperian Boulevard and West Winton Avenue (#4) – For this intersection both northbound left turn and southbound right turn available queuing capacity are not exceeded for all the peak hours under both Existing and Existing plus Project Conditions. The project increases the queue by maximum of two vehicles per cycle in the peak 15 minutes during the peak hours, which is accommodated by the existing storage. For this intersection eastbound left turn available queuing capacity is exceeded for midday, early p.m., and p.m. peak hours under Existing Conditions and all the same peaks under Existing plus Project Conditions. The project increases the queue by a maximum of two vehicles per cycle in the peak 15 minutes during the peak hours, a minor change. The City of Hayward has no standards of significance that apply to queuing.


P a g e | 31

3.5 QUEUING AND LEVEL OF SERVICE ANALYSIS AT PROJECT DRIVEWAY

TJKM conducted a vehicle queuing and LOS analysis at the proposed project driveways on West Winton Avenue. For a conservative approach TJKM analyzed this TIA with one full access project driveway on West Winton Avenue. The 95th percentile (maximum) queues were analyzed using the HCM 2000 Queue methodology contained in Synchro 8.0 software for the project driveways. Detailed calculations are included in the LOS appendices corresponding to the Existing and Existing plus Project Conditions in Appendices. Table 8 summarizes the 95th percentile queue lengths and LOS at the project driveway under Existing plus Project scenario. As shown in Table 8, under Existing plus Project Conditions the project driveway is expected to operate at an acceptable level of service. In addition, the 95th percentile queueing at the outbound approach of project driveways is expected to be minimal.

Table 8: 95th% Queues and LOS at Project Driveways – Existing plus Project Conditions Study

Intersections Control Existing Plus Project Conditions

AM MID Early PM PM

Delay1 LOS2 95th

Queue (ft.)3

Delay1 LOS2 95th

Queue (ft.)3

Delay1 LOS2 95th

Queue (ft.)3

Delay1 LOS2 95th

Queue (ft.)3

Winton Avenue and

Project Driveway

One Way Stop

10.1 B 20 12.6 B 30 12.4 B 30 11.1 B 20

Notes: 1 Delay = Average control delay in seconds per vehicle. 2 LOS = Level of Service. 3 Reported values of 95th percentile Queues are for the outbound movements at the project driveways.

3.6 DAILY TRUCK TRIPS

Although the Institute of Transportation Engineers (ITE) has significant information on warehousing use peak hour and daily trip generation of all vehicle types, including trucks, there is less available data on daily trip generation of trucks alone. Warehousing truck trips can vary greatly depending on the specific user and the mix and size of the facilities and number of overall trips. ITE has limited information, but suggests that 20 percent of warehouse trips are made by trucks. In such a case, 20 percent of the 1,807 daily trip generation yields a daily truck trip generation of 361 truck trips.

In general, more truck trips are generated during the daytime when most employees are on site, and more passenger vehicle trips are generated during the a.m. and p.m. peak hours by employees commuting. As a result, it is typically assumed that the traffic generated by a warehouse during the peak commute periods is similar in composition to the existing traffic on nearby roadways. However, these considerations do not extend to midday peaks, where data is less available. At the direction of City staff, TJKM has utilized 12 percent truck traffic during each of the peak hours analyzed, when considering all traffic through the study intersections.


P a g e | 32

4.0 CUMULATIVE CONDITIONS

This section details expected traffic conditions under Cumulative Conditions. TJKM developed 2040 turning movement volumes for all study intersections based on the City of Hayward General Plan update model. TJKM determined the difference in 2005 base year and 2035 buildout year volumes for study area model links and factored the difference to account for 20 years of traffic growth. This result was then applied proportionately to Existing Conditions turning movement volumes to generate Year 2035 turning movement volumes. For Cumulative midday & early p.m. peak hour forecasts for each of the study intersections, the following procedures were followed:

1. Determine the annual growth rate between 2012 and 2035 using adjacent link volumes from the Hayward General Plan model volumes for each study intersection.

2. Apply the rate for 23 years (2017 to 2040) to existing measured volumes to determine the midday & early p.m. peak hour volumes for 2040.

Figures 9a & 9b show the resulting turning movement volumes under Cumulative Conditions for all study intersections, along with lane geometries and traffic controls. Lane geometries and traffic controls are assumed to be identical to those under Existing Conditions.

4.1 INTERSECTION LEVEL OF SERVICE ANALYSIS - CUMULATIVE CONDITIONS

The intersection LOS analysis results for Cumulative Conditions are summarized in Table 9. Detailed calculation sheets for Cumulative Conditions are contained in Appendix E. Under this scenario, all the intersections operate within the City of Hayward (LOS E) standards or better during the a.m., midday, early p.m., and p.m. peak hours except for the following intersections.





Clawiter Road/ SR 92 EB Ramps (Intersection 9) operates at LOS F with delays of 246.3 seconds in the p.m. peak hour.

It should be noted that for some the intersection’s LOS/Delay improves from Existing to Cumulative conditions. Optimized signal timings were used for Cumulative Conditions analysis instead of existing signal timings. Additionally, a peak hour factor of 0.95 was used for Cumulative Conditions analysis instead of existing peak hour factors as per the industry standards.


P a g e | 33

Table 9: Intersection Level of Service Analysis – Cumulative Conditions

# Study Intersections Control Peak Hour¹ Cumulative Conditions Average Delay²

LOS³

1 West Winton Avenue/Cabot Boulevard All-Way Stop

AM 13.3 B MID 14.6 B


2 West Winton Avenue/Corsair Boulevard Signalized

AM 16.7 B MID 11.0 B

Early PM 12.3 B PM 26.0 C

3 West Winton Avenue/Clawiter Road Signalized

AM 32.4 C MID 29.1 C

Early PM 58.0 E PM 62.5 E

4 West Winton Avenue/Hesperian Boulevard Signalized

AM 57.5 E MID 65.5 E

Early PM 73.6 E PM 90.4 F

5 West Winton Avenue/Southland Drive Signalized

AM 44.1 D MID 58.5 E

Early PM 75.7 E PM 78.2 E


AM 40.4 D MID … …

Early PM 31.5 C PM 81.9 F


Stop

AM 19.3 C MID … …

Early PM 13.6 B PM 59.3 F

8 Clawiter Road/ SR 92 WB Ramps/Breakwater

Avenue Signalized

AM 114.0 F MID … …


9 Clawiter Road/EB SR 92 EB Ramps/Eden

Landing Road All-Way Stop

AM 49.5 E MID … …


Notes: 1AM = morning peak hour, MID = midday peak hour, Early PM = Early evening peak hour, PM = evening peak hour 2Whole intersection weighted average control delay expressed in seconds per vehicle for signalized intersections and all-way stop – controlled intersections. Total control delay for the worst movement is presented for side-street stop controlled intersections. 3LOS = Level of Service. LOS calculations conducted using the Synchro 8 level of service analysis software package, which applies the method described in the 2000 Highway Capacity Manual. Bold text indicates intersection operates at a deficient Level of Service.

WHITESELL ST.

INDUSTRIAL BLVD.

CORSA

IR

W. WINTON AVE.

W. J

ACKS

ON

ST.

HESPERIAN BLVD.

W. WINTON AVE.

ALPINE WY.

DEPOT RD.

ENTERPRISE AVE.

EDEN LANDING RD.

BREAKWATER CT.

DEPOT RD.

MIDDLE LN.

TUSKEGEE DR.

CLAW

ITER

RD

.

CABO

T BL

VD.

SOUTHLAND DR.

X

2 3

76

8

9

4

5

1



Clawiter Rd.





Clawiter Rd.


Hesperian Blvd.



SR-92 WB Ramps


Eden Landing Rd.

Cumula ve Condi ons Traffic Volumes, Lane Geometry and Controls (AM and PM)

Figure 9a064-128

N


XX(XX)

3 (7

)25

(38)

124

(228

)

290

(47)

967

(164

)43

(25)

12 (5

)0

(0)

125

(465

)

0 (0

)0

(2)

0 (3

)

1,41

6 (3

33)

1,38

9 (1

,326

)

147

(311

)

48 (4

)57

7 (3

53)

173 (65)77 (69)311 (69)

6 (8)273 (59)86 (17)

1 (0)904 (283)806 (263)

157 (262)

989 (364)

189 (347)

1,669 (1,057)

931 (740)139 (101)576 (579)7 (4)

155 (48)16 (9)1 (1)

43 (2

4)41

(27)

31 (1

34)

92 (7

5)75

(639

)50

(241

)

0 (1

)1

(0)

4 (1

4)

70 (0

)0

(92)

280

(92)

41 (135)117 (400)

39 (26)

245

(200

)0

(0)

364

(1,2

29)

118

(74)

1,37

6 (2

,020

)

306

(309

)

303

(1,0

12)5 (3)

65 (171)25 (27)

6 (4)282 (761)

0 (1)

7 (16)19 (74)

0 (0)

2 (1)507 (658)228 (114)

241 (626)

408 (924)

42 (47)

947 (2,220)28 (68)

113

(46)

350

(334

)52

3 (2

19)

181 (213)164 (70)318 (161)

154

(64)

305

(595

)14

4 (2

82)16 (39)

75 (94)72 (141)

143

(364

)35

5 (1

71)

175

(83)

34 (120)61 (167)5 (2)

82 (3

23)

135

(299

)8

(8)

286 (524)78 (33)

195 (223)

Winton Ave.

Cabo

t Blv

d.

Winton Ave.

Cors

air B

lvd.

Driv

eway

Winton Ave.

Tusk

egee

Dr.

Claw

iter R

d.

Winton Ave.

Hes

peria

n Bl

vd.

Winton Ave.

Sout

hlan

d D

r.

Depot Rd.

Claw

iter R

d.

Depot Rd.

Cabo

t Blv

d.

SR-92 EB Ramps

Claw

iter R

d.Ed

en L

andi

ng R

d.


Claw

iter R

d.

ProjectSite

CALIFORNIA

92

INTERSTATE

880

WHITESELL ST.

INDUSTRIAL BLVD.

CORSA

IR

W. WINTON AVE.

W. J

ACKS

ON

ST.

HESPERIAN BLVD.

W. WINTON AVE.

ALPINE WY.

DEPOT RD.

ENTERPRISE AVE.

EDEN LANDING RD.

BREAKWATER CT.

DEPOT RD.

MIDDLE LN.

TUSKEGEE DR.

CLAW

ITER

RD

.

CABO

T BL

VD.

SOUTHLAND DR.

X

2 3

76

8

9

4

5

1



Clawiter Rd.





Clawiter Rd.


Hesperian Blvd.


Cumula ve Condi ons Traffic Volumes, Lane Geometry and Controls (Midday & Early PM)

Figure 9b064-128

N


XX(XX)

11 (3

)30

(28)

190

(150

)

(104

)(1

73)

(9) (4)

(62)

(202

)

0 (1

)1

(1)

11 (3

)

454

(342

)

698

(768

)

292

(239

)

1 (1

3)25

9 (3

35)

133 (114)116 (81)279 (183)

(21)(185)(37)

5 (3)876 (626)372 (413)

198 (195)

857 (609)

333 (346)1,468 (1,394)

961 (857)

218 (209)865 (752)20 (26)

(211)(30)(11)

42 (4

0)30

(24)

117

(114

)

(124

)(3

12)

(104

)

4 (4

) 0

(0)

21 (1

2)

(11)

(38)

(17)

(218)(374)

(74)21

9 (2

24)

5 (0

)47

8 (6

35)

162

(77)

830

(1,3

87)

273

(337

)

927

(974

)

9 (4)123 (149)

28 (40)16 (11)

985 (1,102)5 (8)

(13)(38)

(9)

1 (0)1,105 (1,335)

234 (244)

490 (789)

1,115 (1,378)

143 (94)

1,752 (2,303)61 (66)

Winton Ave.

Cabo

t Blv

d.

Winton Ave.

Cors

air B

lvd.

Driv

eway

Winton Ave.

Tusk

egee

Dr.

Claw

iter R

d.

Winton Ave.

Hes

peria

n Bl

vd.

Winton Ave.

Sout

hlan

d D

r.

Depot Rd.

Claw

iter R

d.

Depot Rd.

Cabo

t Blv

d.

X

ProjectSite

CALIFORNIA

92

INTERSTATE

880


36

5.0 CUMULATIVE PLUS PROJECT CONDITIONS

This scenario is similar to Cumulative Conditions, but with the addition of traffic expected to be generated by the proposed project. Figures 10a & 10b show the turning movement volumes, lane geometry, and traffic controls under Cumulative plus Proposed Project Conditions for all study intersections.

5.1 INTERSECTION LEVEL OF SERVICE ANALYSIS - CUMULATIVE PLUS PROJECT CONDITIONS

The intersection LOS analysis results for Cumulative plus Project Conditions are summarized in Table 10. Detailed calculation sheets for Cumulative plus Project Conditions are contained in Appendix F. Under this scenario, all the study intersections are expected to continue operating within the City of Hayward (LOS E) standards except for the following intersections.





Clawiter Road/ SR 92 EB Ramps (Intersection 9) operates at LOS F with delays of 53.0 seconds in the a.m. peak hour and LOS F with delays of 248.4 seconds in the p.m. peak hour.

With the addition of project traffic, the increase in average delay at all the intersections already operating at a deficient level of service is less than 5 seconds. Therefore, the impacts are considered insignificant. Based on the City of Hayward LOS impact criteria, the proposed project will have a less-than-significant impact at all the study intersections during a.m., midday, early p.m., and p.m. peak hour.

The peak-hour signal warrant from the Manual of Uniform Traffic Control Devices (CA MUTCD) was evaluated for the unsignalized intersection Depot Road and Cabot Boulevard (Intersection 7), which operates at an unacceptable LOS under Cumulative and Cumulative plus Project Conditions to determine if a traffic signal is warranted. The unsignalized intersection does not meet CA MUTCD peak hour signal warrants in the p.m. peak hour under Cumulative and Cumulative plus Project Conditions.

The peak-hour signal warrant from the Manual of Uniform Traffic Control Devices (CA MUTCD) was evaluated for the unsignalized intersection Clawiter Road and SR 92 EB Ramps (Intersection 9), which operates at unacceptable LOS under Cumulative and Cumulative plus Project Conditions to determine if a traffic signal is warranted. The unsignalized intersection meets CA MUTCD the peak hour signal warrant in p.m. peak hour under both the Cumulative Conditions and Cumulative plus Project conditions. MUTCD peak hour signal warrants sheets for Cumulative and Cumulative plus Project Conditions are contained in Appendix F.


37

Table 10: Intersection Level of Service Analysis – Cumulative plus Project Conditions



Cumulative plus Project

Conditions

∆ in Control Delay (sec)⁴ Average

Delay² LOS³

Average Delay²

LOS³

1 West Winton Avenue/Cabot

Boulevard All-Way

Stop

AM 13.3 B 13.8 B 0.50 MID 14.6 B 17.4 C 2.80

Early PM 11.9 B 14.0 B 2.10 PM 11.6 B 13.5 B 1.90

2 West Winton Avenue/Corsair


AM 16.7 B 16.6 B -0.10 MID 11.0 B 11.4 B 0.40

Early PM 12.3 B 12.7 B 0.40 PM 26.0 C 24.5 C -1.50

3 West Winton Avenue/Clawiter

Road Signalized

AM 32.4 C 32.5 C 0.10 MID 29.1 C 33.8 C 4.70

Early PM 58.0 E 72.3 E 14.30 PM 62.5 E 76.3 E 13.80

4 West Winton Avenue/Hesperian


AM 57.5 E 61.1 E 3.60 MID 65.5 E 76.7 E 11.20

Early PM 73.6 E 72.5 E -1.10 PM 90.4 F 95.1 F 4.70

5 West Winton Avenue/Southland

Drive Signalized

AM 44.1 D 45.2 D 1.10 MID 58.5 E 55.0 D -3.50

Early PM 75.7 E 76.2 E 0.50 PM 78.2 E 78.4 E 0.20


AM 40.4 D 40.7 D 0.30 MID … … … … …

Early PM 31.5 C 31.7 C 0.20 PM 81.9 F 83.3 F 1.40


Stop

AM 19.3 C 19.5 C 0.20 MID … … … … …

Early PM 13.6 B 13.8 B 0.20 PM 59.3 F 60.7 F 1.40

8 Clawiter Road/WB SR 92

Ramps/Breakwater Avenue Signalized

AM 114.0 F 117.1 F 3.10 MID … … … … …

Early PM … … … … … PM 140.6 F 144.6 F 4.00

9 Clawiter Road/EB SR 92

Ramps/Eden Landing Road All-Way

Stop

AM 49.5 E 53.0 F 3.50 MID … … … … …

Early PM … … … … … PM 246.3 F 248.4 F 2.10

Notes: 1AM = morning peak hour, MID = midday peak hour, Early PM = Early evening peak hour, PM = evening peak hour.2 Whole intersection weighted average control delay expressed in seconds per vehicle for signalized intersections and all-way stop – controlled intersections. Total control delay for the worst movement is presented for side-street stop controlled intersections. 3 LOS = Level of Service. LOS calculations conducted using the Synchro 8 level of service analysis software package, which applies the method described in the 2000 Highway Capacity Manual. 4 Change in average control delay between Cumulative and Cumulative plus Project Conditions. Bold text indicates intersection operates at a deficient Level of Service.

WHITESELL ST.

INDUSTRIAL BLVD.

CORSA

IR

W. WINTON AVE.

W. J

ACKS

ON

ST.

HESPERIAN BLVD.

W. WINTON AVE.

ALPINE WY.

DEPOT RD.

ENTERPRISE AVE.

EDEN LANDING RD.

BREAKWATER CT.

DEPOT RD.

MIDDLE LN.

TUSKEGEE DR.

CLAW

ITER

RD

.

CABO

T BL

VD.

SOUTHLAND DR.

X

2 3

76

8

9

4

5

1



Clawiter Rd.





Clawiter Rd.


Hesperian Blvd.



SR-92 WB Ramps


Eden Landing Rd.

Intersec on #10W. Winton Ave./Project Driveway

Cumula ve plus Project Condi ons Traffic Volumes, Lane Geometry and Controls ( AM and PM)

Figure 10a064-128

N


XX(XX)

3 (7

)25

(38)

124

(228

)

290

(47)

970

(176

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(25)

12 (5

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6 (3

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48 (4

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7 (3

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173 (65)190 (107)311 (69)

6 (8)273 (59)86 (17)

1 (0)1,005 (317)806 (263)

157 (262)

1,042 (382)

189 (347)

1,722 (1,075)

931 (740)139 (101)689 (617)7 (4)

161 (50)16 (9)1 (1)

49 (2

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92 (7

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2 (1)535 (761)231 (126)

249 (656)

423 (979)

47 (65)

962 (2,275)28 (68)

113

(46)

350

(334

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6 (2

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181 (213)164 (70)318 (161)

154

(64)

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(599

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4 (2

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143

(364

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5 (1

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175

(83)

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82 (3

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135

(299

)8

(8)

298 (528)78 (33)

195 (223)

0 (0

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(121

)

119 (41)123 (99)

0 (0)95 (201)

Winton Ave.

Cabo

t Blv

d.

Winton Ave.

Cors

air B

lvd.

Driv

eway

Winton Ave.

Tusk

egee

Dr.

Claw

iter R

d.

Winton Ave.

Hes

peria

n Bl

vd.

Winton Ave.

Sout

hlan

d D

r.

Depot Rd.

Claw

iter R

d.

Depot Rd.

Cabo

t Blv

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SR-92 EB Ramps

Claw

iter R

d.Ed

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andi

ng R

d.


Claw

iter R

d.

W. Winton Ave.

Proj

ect D

wy.

ProjectSite

CALIFORNIA

92

INTERSTATE

880

WHITESELL ST.

INDUSTRIAL BLVD.

CORSA

IR

W. WINTON AVE.

W. J

ACKS

ON

ST.

HESPERIAN BLVD.

W. WINTON AVE.

ALPINE WY.

DEPOT RD.

ENTERPRISE AVE.

EDEN LANDING RD.

BREAKWATER CT.

DEPOT RD.

MIDDLE LN.

TUSKEGEE DR.

CLAW

ITER

RD

.

CABO

T BL

VD.

SOUTHLAND DR.

X

2 3

76

8

9

4

5

1



Clawiter Rd.





Clawiter Rd.


Hesperian Blvd.


Cumula ve plus Project Condi ons Traffic Volumes, Lane Geometry and Controls (Midday & Early PM)

Figure 10b064-128

N


XX(XX)

11 (3

)30

(28)

190

(150

)

(104

)(1

91)

(9) (4)

(62)

(212

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0 (1

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(1)

11 (3

)

464

(352

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698

(768

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292

(239

)

1 (1

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9 (3

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133 (114)157 (122)279 (183)

(21)(185)(37)

5 (3)913 (663)372 (413)

198 (195)

877 (629)

333 (346)1,488 (1,414)

961 (857)

218 (209)906 (793)20 (26)

(213)(30)(11)

44 (4

2)30

(24)

117

(114

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(124

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(84)

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(1,3

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(337

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(974

)

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(13)(38)

(9)

1 (0)1,262 (1,492)

252 (262)

536 (835)

1,198 (1,461)

171 (122)

1,835 (2,386)61 (66)

Winton Ave.

Cabo

t Blv

d.

Winton Ave.

Cors

air B

lvd.

Driv

eway

Winton Ave.

Tusk

egee

Dr.

Claw

iter R

d.

Winton Ave.

Hes

peria

n Bl

vd.

Winton Ave.

Sout

hlan

d D

r.

Depot Rd.

Claw

iter R

d.

Depot Rd.

Cabo

t Blv

d.

X

ProjectSite

CALIFORNIA

92

INTERSTATE

880


40

5.2 QUEUING ANALYSIS AT STUDY INTERSECTIONS

TJKM conducted a vehicle queuing and storage analysis for all exclusive left and right turn pockets at selected study intersections and driveways where project traffic is added under Cumulative plus Project Conditions. The 95th percentile (maximum) queues were analyzed using the HCM 2000 Queue methodology contained in Synchro 8.0 software for the exclusive left turn/right turn pockets at the study intersections where project traffic is added. Detailed calculations are included in the LOS appendices corresponding to the Cumulative and Cumulative plus Project analysis scenarios. Table 11 summarizes the 95th percentile queue lengths at these intersections under Cumulative plus project scenario.

Table 11: 95th% Queues at Turn Pockets Affected by Project Traffic – Cumulative plus Project Conditions

# Study

Intersections Lane

Group

Storage Length

per lane (feet)


Cumulative plus Project Conditions

Change

AM MID Early PM

PM AM MID

Early PM

PM AM MID

Early PM

PM

3 Clawiter Road

and West Winton Avenue

NBL 100 150 140 190 80 160 140 190 80 10 0 0 0

4

Hesperian Boulevard and West Winton

Avenue

EBL 300 190 410 550 530 200 420 600 570 10 10 50 40 NBL 300 240 320 150 130 270 340 170 170 30 20 20 40

SBR 320 370 20 20 20 420 20 20 20 50 0 20 0

Notes: Queue lengths rounded up to nearest 10 feet, minimum 20 feet. Bold indicates 95th Percentile Queue exceeds storage length expressed in feet per lane. EBL = Eastbound Left Turn; SBR = Southbound Right Turn; NBL = Northbound Left.

Clawiter Road and West Winton Avenue (#3) – For this intersection northbound left turn available queuing capacity is exceeded for all the peak hours except the p.m. peak hour under both Cumulative and Cumulative plus Project Conditions. The project increases the queue by a maximum of one vehicle per cycle in the peak 15 minutes during the peak hours, a minor change.

Hesperian Boulevard and West Winton Avenue (#4) – For this intersection, northbound left turn available queuing capacity is exceeded during the midday peak period under both Cumulative and Cumulative plus Project Conditions. The project increases the queue by a maximum of two vehicles per cycle in the peak 15 minutes during the peak hours, which is accommodated by the existing storage. For this intersection, southbound right turn available queuing capacity is exceeded during a.m. peak period under both Cumulative and Cumulative plus Project Conditions. For this intersection, eastbound left turn available queuing capacity is exceeded for all the peak hours except the a.m. peak hour under both Cumulative and Cumulative plus Project Conditions. The project the project increases the queue by maximum of two vehicles per cycle in the peak 15 minutes during the peak hours, a minor change. The City of Hayward has no standards of significance that apply to queuing.


41

5.3 QUEUING AND LEVEL OF SERVICE ANALYSIS AT PROJECT DRIVEWAYS

TJKM conducted a vehicle queuing and LOS analysis at the proposed project driveways on West Winton Avenue. For a conservative approach TJKM analyzed this TIA with one full access project driveway on West Winton Avenue combining the volumes from all three driveways. The 95th percentile (maximum) queues were analyzed using the HCM 2000 Queue methodology contained in Synchro 8.0 software for the project driveways. Detailed calculations are included in the LOS appendices corresponding to the Cumulative and Cumulative plus Project analysis scenarios in Appendices. Table 12 summarizes the 95th percentile queue lengths and LOS at the project driveway under Existing plus Project scenario. As shown in Table 12, under Cumulative plus Project Conditions the project driveway is expected to operate at an acceptable level of service. In addition, the 95th percentile queueing at the outbound approach of project driveways is expected to be minimal.

Table 12: 95th% Queues and LOS at Project Driveways – Cumulative plus Project Conditions Study

Intersections Control Cumulative Plus Project Conditions

AM MID Early PM PM

Delay1

LOS2

95th Queue

(ft.)3 Delay1

LOS2

95th Queue (ft.)3

Delay1

LOS2

95th Queue (ft.)3

Delay1 LOS2

95th Queue (ft.)3

Winton Avenue and

Project Driveway

One Way Stop

10.6 B 20 13.6 B 40 13.4 B 40 12.0 B 20

Notes: 1 Delay = Average control delay in seconds per vehicle. 2 LOS = Level of Service. 3 Reported values of 95th percentile Queues are for the outbound movements at the project driveways.


42

6.0 ROADWAY AND FREEWAY SEGMENT ANALYSIS – 2020 AND 2040

The analysis methodology used to analyze roadway facilities is described in Chapter 1. LOS was determined by comparing existing traffic volumes for selected roadway and freeway segments with hourly traffic capacities. Table 13 shows the results of an LOS analysis of MTS roadway segments for the 2020 analysis scenarios, both with and without the proposed project. 2020 volumes were obtained from the Alameda Transportation Commission’s Countywide Travel Demand Model. As shown, all the study segments operate at LOS E or better during both the a.m. and p.m. peak hours, under both 2020 baseline and 2020 plus Project Conditions. Therefore, the proposed project would not result in any potentially significant impact to any of the study MTS roadway segments under 2020 plus Project Conditions. Table 13: Roadway Segment Level of Service Analysis – 2020 No Project vs Plus Project Conditions

# Roadway Segment

No. of

Lanes Capacity Dir.

Peak Hour1

Year 2020 (No Project)

ProjectTrips

Year 2020 (Plus Project)

Project Significance

Volume2 V/C3 LOS4

Volume2 V/C3 LOS4

V/C Change

Impact?

1

Winton Avenue between

Cabot Boulevard

and Clawiter Road

2 2,200 EB AM 148 0.07 A 31 179 0.08 A 0.014 No

PM 1,393 0.63 B 175 1,568 0.71 C 0.080 No

2 2,200 WB AM 1,282 0.58 A 113 1,395 0.63 B 0.051 No

PM 361 0.16 A 41 402 0.18 A 0.019 No

2

Winton Avenue between Clawiter

Road and Hesperian Boulevard

2 2,200 EB AM 352 0.16 A 28 380 0.17 A 0.013 No

PM 1,919 0.87 D 157 2,076 0.94 E 0.071 No

2 2,200 WB AM 1,880 0.85 D 101 1,981 0.90 E 0.046 No

PM 636 0.29 A 37 673 0.31 A 0.017 No

3


Hesperian Boulevard and I 880

3 3,300 EB AM 659 0.20 A 15 674 0.20 A 0.005 No

PM 1,434 0.43 A 83 1,517 0.46 A 0.025 No

2 2,200 WB AM 2,091 0.95 E 53 2,144 0.97 E 0.024 No

PM 1,168 0.53 A 20 1,188 0.54 A 0.009 No

4

Hesperian Boulevard north of Winton Avenue

3 3,300 NB AM 489 0.15 A 18 507 0.15 A 0.005 No

PM 2,332 0.71 C 7 2,339 0.71 C 0.002 No

3 3,300 SB AM 2,040 0.62 B 5 2,045 0.62 B 0.002 No

PM 554 0.17 A 28 582 0.18 A 0.008 No

5

Hesperian Boulevard south of Winton Avenue

3 3,300 NB AM 628 0.19 A 8 636 0.19 A 0.002 No

PM 1,444 0.44 A 46 1,490 0.45 A 0.014 No

3 3,300 SB AM 1,852 0.56 A 30 1,882 0.57 A 0.009 No

PM 749 0.23 A 10 759 0.23 A 0.003 No

Notes: 1 AM – morning peak hour (between 7 and 9 a.m.), PM – evening peak hour (between 4 and 6 p.m.) 2 2020 volume source: Alameda County Transportation Commission Countywide Travel Demand Model 3 V/C – Volume to Capacity Ratio. 4 LOS – Level of Service


43

Table 14 shows the results of an LOS analysis of freeway segments for the 2020 analysis scenarios both with and without the proposed project. As shown, all the study segments operate at LOS E or better during the a.m., and p.m. peak hours under both Year 2020 and 2020 plus Project Conditions. The proposed project would not result in any potentially significant impact to any of the study MTS freeway segments under 2020 plus Project Conditions. Table 14: Freeway Segment Level of Service Analysis – 2020 No Project vs Plus Project Conditions

# Freeway Segment

No. of

Lanes Capacity

Direction

Peak Hour1


ProjectTrips



Volume2 V/C3

LOS4

Volume2 V/C3

LOS4

V/C Chan

ge

Impact?

1

I-880 south of Winton Avenue

5 11,000 NB AM 6,273 0.57 A 21 6,294 0.57 A 0.002 No

PM 6,769 0.62 B 8 6,777 0.62 B 0.001 No

5 11,000 SB AM 7,002 0.64 B 6 7,008 0.64 B 0.001 No

PM 7,124 0.65 B 33 7,157 0.65 B 0.003 No

2

I-880 north of Winton Avenue

5 11,000 NB AM 6,353 0.58 A 3 6,356 0.58 A 0.000 No

PM 6,958 0.63 B 17 6,975 0.63 B 0.002 No

5 11,000 SB AM 7,569 0.69 B 11 7,580 0.69 B 0.001 No

PM 7,584 0.69 B 4 7,588 0.69 B 0.000 No

3

SR 92 west of Clawiter

Road

3 6,600 EB AM 1,399 0.21 A 12 1,411 0.21 A 0.002 No

PM 6,046 0.92 E 4 6,050 0.92 E 0.001 No

4 8,800 WB AM 5,040 0.57 A 3 5,043 0.57 B 0.000 No

PM 2,235 0.25 A 18 2,253 0.26 A 0.002 No

4

SR 92 east of

Clawiter Road

4 8,800 EB AM 1,304 0.15 A 0 1,304 0.15 A 0.000 No

PM 6,489 0.74 C 0 6,489 0.74 C 0.000 No

5 11,000 WB AM 5,728 0.52 A 0 5,728 0.52 A 0.000 No

PM 2,340 0.21 A 0 2,340 0.21 A 0.000 No

Notes: 1 AM – morning peak hour (between 7 and 9 a.m.), PM – evening peak hour (between 4 and 6 p.m.) 2 2020 volume source: Alameda County Transportation Commission Countywide Travel Demand Model 3 V/C – Volume to Capacity Ratio 4 LOS – Level of Service

Table 15 shows the results of an LOS analysis of MTS roadway segments for the 2040 analysis scenarios both with and without the proposed project. As shown, all the study segments operate at LOS E or better during the a.m., and p.m. peak hours under both 2040 baseline and 2040 plus Project Conditions. The proposed project would not result in any potentially significant impact to any of the study MTS roadway segments under 2040 plus Project Conditions.


44

Table 15: Roadway Segment Level of Service Analysis – 2040 No Project vs Plus Project Conditions

# Roadway Segment

No. of

Lanes

Capacity

Direction

Peak Hour1


Project Trips



Volume2 V/C3

LOS4

Volume2

V/C3

LOS4

V/C Change

Impact?

1


Cabot Boulevard

and Clawiter Road

2 2,200 EB AM 153 0.07 A 31 184 0.08 A 0.014 No PM 1,386 0.63 B 175 1,561 0.71 C 0.080 No

2 2,200 WB

AM 1,297 0.59 A 113 1,410 0.64 B 0.051 No

PM 376 0.17 A 41 417 0.19 A 0.019 No

2

Winton Avenue between Clawiter

Road and Hesperian Boulevard

2 2,200 EB AM 386 0.18 A 28 414 0.19 A 0.013 No PM 1,959 0.89 D 157 2,116 0.96 E 0.071 No

2 2,200 WB

AM 2,035 0.93 E 101 2,136 0.97 E 0.046 No

PM 682 0.31 A 37 719 0.33 A 0.017 No

3


Hesperian Boulevard and I 880

3 3,300 EB AM 717 0.22 A 15 732 0.22 A 0.005 No PM 1,495 0.45 A 83 1,578 0.48 A 0.025 No

2 2,200 WB

AM 1,961 0.89 D 53 2,014 0.92 E 0.024 No

PM 1,112 0.51 A 20 1,132 0.51 A 0.009 No

4

Hesperian Boulevard north of Winton Avenue

3 3,300 NB AM 1,423 0.43 A 18 1,441 0.44 A 0.005 No PM 1,884 0.57 A 7 1,891 0.57 A 0.002 No

3 3,300 SB AM 1,503 0.46 A 5 1,508 0.46 A 0.002 No

PM 1,522 0.46 A 28 1,550 0.47 A 0.008 No

5

Hesperian Boulevard south of Winton Avenue

3 3,300 NB AM 1,285 0.39 A 8 1,293 0.39 A 0.002 No PM 2,812 0.85 D 46 2,858 0.87 D 0.014 No

3 3,300 SB AM 1,995 0.60 A 30 2,025 0.61 B 0.009 No

PM 1,469 0.45 A 10 1,479 0.45 A 0.003 No


Table 16 shows the results of an LOS analysis of freeway segments for the 2040 analysis scenarios both with and without the proposed project. As shown, all the study segments operate at LOS E or better during the a.m. and p.m. peak hours under both 2040 baseline and 2040 plus Project conditions except for SR 92, west of Clawiter Road in the eastbound direction with LOS F during the p.m. peak hour. However, there is no increase in the V/C ratio. The proposed project would not result in any potentially significant impact to any of the study MTS freeway segments under 2040 plus Project Conditions.


45

Table 16: Freeway Segment Level of Service Analysis – 2040 No Project vs Plus Project Conditions

#

Freeway Segment

No. of

Lanes

Capacity

Direction

Peak Hour

1


ProjectTrips



Volume2

V/C3

LOS4

Volume2

V/C3

LOS4

V/C Change Impact?

1

I-880 south of Winton Avenue

5 11,000 NB AM 7,608 0.69 B 21 7,629 0.69 B 0.002 No PM 7,382 0.67 B 8 7,390 0.67 B 0.001 No

5 11,000 SB AM 7,723 0.70 B 6 7,729 0.70 B 0.001 No PM 8,306 0.76 C 33 8,339 0.76 C 0.003 No

2

I-880 north of Winton Avenue

5 11,000 NB AM 7,662 0.70 B 3 7,665 0.70 B 0.000 No PM 7,469 0.68 B 17 7,486 0.68 B 0.002 No

5 11,000 SB AM 8,017 0.73 C 11 8,028 0.73 C 0.001 No PM 8,425 0.77 C 4 8,429 0.77 C 0.000 No

3

SR 92 west of Clawiter

Road

3 6,600 EB AM 1,908 0.29 A 12 1,920 0.29 A 0.002 No PM 6,656 1.01 F 4 6,660 1.01 F 0.001 No

4 8,800 WB AM 6,355 0.72 C 3 6,358 0.72 B 0.000 No PM 2,999 0.34 A 18 3,017 0.34 A 0.002 No

4

SR 92 east of

Clawiter Road

4 8,800 EB AM 1,799 0.20 A 0 1,799 0.20 A 0.000 No PM 6,763 0.77 C 0 6,763 0.77 C 0.000 No

5 11,000 WB AM 6,780 0.62 B 0 6,780 0.62 B 0.000 No PM 3,052 0.28 A 0 3,052 0.28 A 0.000 No



46

7.0 FREEWAY RAMP CAPACITY ANALYSIS

This analysis consisted of a volume-to-capacity ratio evaluation of eight freeway ramps at the interchange of I-880 and Winton Avenue for the Year 2020, to reflect existing conditions. The ramp capacities were obtained from the Highway Capacity Manual 2000, which considered both the free-flow speed and the number of lanes on the study ramps. The peak hour freeway ramp volumes were obtained from the ACTC Model. Table 17 shows the 2020 peak hour ramp volumes and the volume to capacity ratios.

The ramp analysis showed that all freeway ramps currently have sufficient capacity to serve the existing traffic volumes. All study ramps have a volume to capacity (V/C) ratio that is below 1.0, which means that the existing traffic demand is lower than the ramp capacity.

Table 17: Freeway Ramp Capacity Analysis

Interchange Ramp Type Peak Hour

Capacity1 Volume2 V/C Project Trips

Volume V/C

I-880 and Winton Avenue

Interchange

SB on-ramp from EB Winton Avenue

Diagonal AM 2,000 183 0.09 6 189 0.09

PM 2,000 327 0.16 33 360 0.18

SB on-ramp from WB Winton Avenue

Loop AM 1,800 376 0.21 0 376 0.21

PM 1,800 89 0.05 0 89 0.05

NB off-ramp to WB Winton Avenue

Loop AM 1,800 293 0.16 21 314 0.17

PM 1,800 146 0.08 8 154 0.09

NB off-ramp to EB Winton Avenue

Diagonal AM 2,000 89 0.04 0 89 0.04

PM 2,000 239 0.12 0 239 0.12

NB on-ramp from EB Winton Avenue

Loop AM 1,800 129 0.07 3 132 0.07

PM 1,800 198 0.11 17 215 0.12

NB on-ramp from WB Winton Avenue

Diagonal AM 2,000 253 0.13 0 253 0.13

PM 2,000 341 0.17 0 341 0.17

SB off-ramp to WB Winton Avenue

Diagonal AM 2,000 880 0.44 11 891 0.45

PM 2,000 637 0.32 4 641 0.32

SB off-ramp to EB Winton Avenue

Loop AM 1,800 178 0.10 0 178 0.10

PM 1,800 99 0.06 0 99 0.06 Notes: 1 Ramp Capacities were obtained from the Highway Capacity Manual 2000, and considered the free-flow speed and the number of lanes on the ramp 2 Background Peak Hour Volumes were obtained from the ACTC Model

When conducting the 2040 analysis, TJKM utilized the planned future Measure BB interchange which consists of an L-9 configuration and two signalized off-ramps. The intersection LOS analysis results for the I-880 ramps under Year 2040 and 2040 plus Project Conditions are summarized in Table 18. Detailed calculation sheets and proposed I-880/Winton Avenue Interchange schematic are contained in Appendix G. Under this scenario, all the study intersections are expected to operate within the City of Hayward (LOS E) standards.


47

Table 18: Ramps Intersection Level of Service Analysis



Cumulative plus Project

Conditions

∆ in Control Delay (sec)⁴

Average Delay²

LOS³ Average Delay²

LOS³

1 West Winton Avenue/ I-880 SB

Off Ramp Signalized

AM 31.5 C 35.9 D 4.40

PM 67.0 E 72.0 E 5.00

2 West Winton Avenue/ I-880 NB

Off Ramp Signalized

AM 34.3 C 36.8 D 2.50

PM 9.4 A 9.8 A 0.40 Notes: 1 AM – morning peak hour (between 7 and 9 a.m.), PM – evening peak hour (between 4 and 6 p.m.) 2 Whole intersection weighted average control delay expressed in seconds per vehicle for signalized intersections and all-way stop – controlled intersections. Total control delay for the worst movement is presented for side-street stop controlled intersections. 3 LOS = Level of Service. LOS calculations conducted using the Synchro 8 level of service analysis software package, which applies the method described in the 2000 Highway Capacity Manual. 4 Change in average control delay between Cumulative and Cumulative plus Project Conditions.


48

8.0 SITE ACCESS AND ON-SITE CIRCULATION AND OTHER IMPACTS

This section analyzes site access and internal circulation for vehicles, pedestrians and bicycles based on the site plan presented on Figure 2. TJKM reviewed internal and external access for the project site for vehicles, pedestrians, and bicycles.

8.1 ON-SITE CIRCULATION

TJKM reviewed the proposed project site plan to evaluate on-site access to the project. Figure 2 shows the proposed site plan for the project indicating the location of the project driveways and the internal circulation system. The proposed project’s access will be via three driveways on West Winton Avenue as shown in the project site plan Figure 2. Based on a preliminary review of the project conceptual plans (Figure 2), all project driveways are well spaced, and provide adequate distance from public intersections. The dispersion of project traffic to three access points will avoid creating heavy turning movements into the project site. This in turn will manage queuing associated with vehicles entering the project site and minimize queues spilling back into downstream public intersections. The project driveways are expected to operate at an acceptable LOS. In addition, the 95th percentile queueing at the outbound approach of project driveways is expected to be minimal.

The internal circulation for the proposed project was reviewed for issues related to queuing, safety, dead-end aisles, and parking spaces that may be difficult to maneuver in and out of the project site. All circulation aisles accommodate two-way travel and all of the proposed parking spaces are perpendicular to the drive aisle centerline. Service and emergency vehicles have access to the proposed industrial development via all the proposed driveways. To confirm the trucks can circulate on-site, a truck turning analysis for the proposed driveways should be completed for the final site plan. Based on this evaluation, the access driveways are expected to be adequate for passenger vehicles and trucks accessing the site. TJKM recommends the installation of Stop control at the project driveways with appropriate pavement delineation and signing to enhance traffic safety and operations at the driveway. TJKM finds that the proposed configurations would be adequate for the proposed project.

8.2 PEDESTRIAN ACCESS

Pedestrian access to the project site will be facilitated by existing sidewalks on West Winton Avenue and Cabot Boulevard. There are discontinuous sidewalks present on West Winton Avenue and Cabot Boulevard along both sides within the project vicinity. The project proposes to install sidewalks along the entire frontage. The proposed sidewalks would be meandering and feature extensive landscaping in order to enhance the pedestrian environment and improve walkability.

A significant impact occurs if the proposed project conflicts with applicable or adopted policies, plans or programs related to pedestrians facilities or otherwise decrease the performance or safety of pedestrian facilities. The proposed project will not result in any significant impacts to existing or planned pedestrian facilities in the immediate vicinity of the project because of the absence of such conflicts; therefore, the impact to pedestrian facilities is less-than-significant.


49

8.3 BICYCLE ACCESS

In terms of bicycle access to the project site, West Winton Avenue and Cabot Boulevard are classified as Class III Bike routes as per City of Hayward Bicycle Master Plan. The proposed project should continue the buffered bike lane (to be installed as part of a 2017 pavement rehabilitation project) on Winton Avenue. Overall, existing bicycle facilities provide adequate connectivity between the proposed project site and the adjacent neighborhoods. 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 does not conflict with existing and planned bicycle facilities; therefore, the impact to bicycle facilities is less-than-significant.

8.4 TRANSIT

The proposed project will generate very few trips via transit services, which can be accommodated by the existing transit capacity and hence the project is anticipated to have a less-than-significant impact on transit facilities.

8.5 SIGHT DISTANCE ANALYSIS

Sight distance is evaluated to determine if a driver will have adequate visibility to enter a roadway safely without resulting in a conflict with traffic already on the roadway. The project access points should be free and clear of any obstructions that would materially and adversely affect sight distance, thereby ensuring that exiting vehicles can see pedestrians on the sidewalk and other vehicles traveling on adjacent roadways. Landscaping and parking should not conflict with a driver’s ability to locate a gap in traffic and see oncoming pedestrians and bicyclists. Adequate corner sight distance (sight distance triangles) should be provided at all site access points in accordance with the City’s standards. Sight distance triangles should be measured approximately 15 feet back from the traveled way. Sight distance requirements vary depending on the roadway speeds. The speed limit on West Winton Avenue is 35 mph. According to the Highway Design Manual (HDM), Chapter 200, 2014, the required minimum stopping sight distance for design speed of 35 mph should be 250 feet. The line of sight for vehicles exiting the driveways and vehicles travelling eastbound and westbound on West Winton Avenue are clear and visible. Vehicles exiting the driveways will be visible to the vehicles travelling eastbound and westbound on West Winton Avenue. TJKM recommends that on-street truck and auto parking should be prohibited for at least 100 feet near driveways to preserve sight distance. The project does not substantially increase hazards due to any design features.

8.6 PARKING

Based on the project site plan dated May 24, 2017 (Figure 2), a total of 334 parking spaces which includes 138 standard (9 foot X 19 foot) parking spaces, 50 compact (9 foot X 15 foot) parking spaces and 146 Trailer (10 foot X 55 foot) parking spaces are provided for the proposed industrial development. The City of Hayward Municipal Code, Section 10-2.350 industrial uses like warehousing requires one space for each


50

2,000 square feet of gross floor area. Based on the City of Hayward Municipal Code the total parking required for the project is 312 parking stalls. Therefore, no parking impacts are projected on City streets.


51

9.0 CONCLUSIONS AND RECOMMENDATIONS

The proposed project is expected to generate 1,807 daily vehicular trips in which 152 vehicle trips are generated during the a.m. peak hour, 228 vehicle trips are generated during both the midday & early p.m. peak hours, and 162 vehicle trips are generated during the p.m. peak hour.

Under Existing Conditions, all the intersections operate within City of Hayward standards of Level of Service LOS E or better during the a.m., midday, early p.m., and p.m. peak hours except for the intersection of Clawiter Road and SR 92 EB Ramps (Intersection 9) which is expected to operate at LOS F.

Under Existing plus Project Conditions, all the intersections operate within City of Hayward standards during the a.m., midday, early p.m., and p.m. peak hours except for the intersection of Clawiter Road and SR 92 EB Ramps (Intersection 9) which is expected to operate at LOS F. Based on the City of Hayward LOS impact criteria, the proposed project will have a less-than-significant impact at all the study intersections during a.m., midday, early p.m., and p.m. peak hour.

Under Cumulative Conditions, all the intersections operate at LOS E or better during the a.m., midday, early p.m., and p.m. peak hours except for the following intersections:

o West Winton Avenue/Hesperian Boulevard (Intersection 4) operates at LOS F with delays of 90.4 seconds in the p.m. peak hour.

o Clawiter Road/Depot Road (Intersection 6) operates at LOS F with delays of 81.9 seconds in the p.m. peak hour.

o Depot Road/Cabot Boulevard (Intersection 7) operates at LOS F with delays of 59.3 seconds in the p.m. peak hour.

o Clawiter Road/ SR 92 WB Ramps (Intersection 8) operates at LOS F with delays of 114.0 seconds in the a.m. peak hour and LOS F with delays of 140.6 seconds in the p.m. peak hour.

o Clawiter Road/ SR 92 EB Ramps (Intersection 9) operates at LOS F with delays of 246.3 seconds in the p.m. peak hour.

Under Cumulative plus Project Conditions, all the intersections operate at LOS E or better during the a.m., midday, early p.m., and p.m. peak hours except for the following intersections:

o West Winton Avenue/Hesperian Boulevard (Intersection 4) operates at LOS F with delays of 95.1 seconds in the p.m. peak hour.

o Clawiter Road/Depot Road (Intersection 6) operates at LOS F with delays of 83.3 seconds in the p.m. peak hour.

o Depot Road/Cabot Boulevard (Intersection 7) operates at LOS F with delays of 60.7 seconds in the p.m. peak hour.

o Clawiter Road/ SR 92 WB Ramps (Intersection 8) operates at LOS F with delays of 117.1 seconds in the a.m. peak hour and LOS F with delays of 144.6 seconds in the p.m. peak hour.


52

o Clawiter Road/ SR 92 EB Ramps (Intersection 9) operates at LOS F with delays of 53.0 seconds in the a.m. peak hour and LOS F with delays of 248.4 seconds in the p.m. peak hour.

With the addition of project traffic, the increase in average delay at all the intersections already operating at a deficient level of service is less than 5 seconds. Therefore, the impacts are considered insignificant.


The proposed project is expected to add two or fewer vehicles in the peak hours on the expected left-turn or right-turn queues at the study intersections. The project driveways are expected to operate at an acceptable LOS, and the 95th percentile queueing at the outbound approaches of project driveways is expected to be minimal.

The roadway study segments and freeway study segments operate at LOS E or better during the a.m., and p.m. peak hours under both 2020/2040 baseline and 2020/2040 plus Project Conditions. SR 92 in the p.m. peak hour operates at LOS F but project traffic does not increase the V/C ratio. Therefore, the proposed project would not result in any potentially significant impact to any of the freeway/roadway study segments under 2020/2040 plus Project Conditions.

At the I-880 and Winton Avenue interchange under Year 2020 and Year 2020 Plus Project, all ramps have a volume to capacity (V/C) ratio that is below 1.0, which means that the 2020 traffic demand is lower than the ramp capacity.

The I-880/ Winton Avenue proposed L-9 interchange, both future intersections operate at LOS E or better during the a.m. and p.m. peak hours in 2040 and 2040 plus Project Conditions.

The proposed project does not conflict with existing and planned pedestrian or bicycle facilities. The transit service within the immediate vicinity of the project site operates well below capacity, and additional trips generated by the proposed project could be accommodated by existing bus services. Therefore the impacts, to pedestrian, bicycle and transit facilities are less-than-significant.

TJKM examined the project site plan in order to evaluate the adequacy of on-site vehicle circulation including delivery trucks, and emergency vehicles. The proposed project’s access will be via three driveways on West Winton Avenue. Based on the evaluation, the proposed on-site vehicle circulation is adequate and should not result in any significant traffic operations issues. TJKM recommends that on-street truck and auto parking should be prohibited for at least 100 feet near driveways to preserve sight distance.

Based on the project site plan dated May 24, 2017, a total of 334 parking spaces are provided for the proposed project. Based on the City of Hayward Municipal Code, the total parking required for the project is 312 parking stalls. Therefore, no parking impacts are projected on City streets.


53

Appendix A – Level of Service Methodology

APPENDIX A LEVEL OF SERVICE

The description and procedures for calculating capacity and level of service are found in Transportation Research Board, Highway Capacity Manual 2000. Highway Capacity Manual 2000 represents the latest research on capacity and quality of service for transportation facilities. Quality of service requires quantitative measures to characterize operational conditions within a traffic stream. Level of service is a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, and comfort and convenience. Six levels of service are defined for each type of facility that has analysis procedures available. Letters designate each level, from A to F, with level-of-service A representing the best operating conditions and level-of-service F the worst. Each level of service represents a range of operating conditions and the driver’s perception of these conditions. Safety is not included in the measures that establish service levels. A general description of service levels for various types of facilities is shown in Table A-I Table A-I: Level of Service Description

Uninterrupted Flow Interrupted Flow

Facility Type

Freeways Multi-lane Highways Two-lane Highways

Urban Streets

Signalized Intersections Unsignalized Intersections Two-way Stop Control All-way Stop Control

LOS

A Free-flow Very low delay.

B Stable flow. Presence of other users noticeable. Low delay.

C Stable flow. Comfort and convenience starts to decline. Acceptable delay.

D High density stable flow. Tolerable delay.

E Unstable flow. Limit of acceptable delay.

F Forced or breakdown flow. Unacceptable delay


Urban Streets

The term “urban streets” refers to urban arterials and collectors, including those in downtown areas. Arterial streets are roads that primarily serve longer through trips. However, providing access to abutting commercial and residential land uses is also an important function of arterials. Collector streets provide both land access and traffic circulation within residential, commercial and industrial areas. Their access function is more important than that of arterials, and unlike arterials their operation is not always dominated by traffic signals. Downtown streets are signalized facilities that often resemble arterials. They not only move through traffic but also provide access to local businesses for passenger cars, transit buses, and trucks. Pedestrian conflicts and lane obstructions created by stopping or standing buses, trucks and parking vehicles that cause turbulence in the traffic flow are typical of downtown streets.

The speed of vehicles on urban streets is influenced by three main factors, street environment, interaction among vehicles and traffic control. As a result, these factors also affect quality of service. The street environment includes the geometric characteristics of the facility, the character of roadside activity and adjacent land uses. Thus, the environment reflects the number and width of lanes, type of median, driveway density, spacing between signalized intersections, existence of parking, level of pedestrian activity and speed limit. The interaction among vehicles is determined by traffic density, the proportion of trucks and buses, and turning movements. This interaction affects the operation of vehicles at intersections and, to a lesser extent, between signals. Traffic control (including signals and signs) forces a portion of all vehicles to slow or stop. The delays and speed changes caused by traffic control devices reduce vehicle speeds, however, such controls are needed to establish right-of-way. The average travel speed for through vehicles along an urban street is the determinant of the operating level of service. The travel speed along a segment, section or entire length of an urban street is dependent on the running speed between signalized intersections and the amount of control delay incurred at signalized intersections. Level-of-service A describes primarily free-flow operations. Vehicles are completely unimpeded in their ability to maneuver within the traffic stream. Control delay at signalized intersections is minimal. Level-of-service B describes reasonably unimpeded operations. The ability to maneuver within the traffic stream is only slightly restricted, and control delays at signalized intersections are not significant. Level-of-service C describes stable operations, however, ability to maneuver and change lanes in midblock location may be more restricted than at level-of-service B. Longer queues, adverse signal coordination, or both may contribute to lower travel speeds. Level-of-service D borders on a range in which in which small increases in flow may cause substantial increases in delay and decreases in travel speed. Level-of-service D may be due to adverse signal progression, inappropriate signal timing, high volumes, or a combination of these factors. Level-of-service E is characterized by significant delays and lower travel speeds. Such operations are caused by a combination of adverse progression, high signal density, high volumes, extensive delays at critical intersections, and inappropriate signal timing. Level-of-service F is characterized by urban street flow at extremely low speeds. Intersection congestion is likely at critical signalized locations, with high delays, high volumes, and extensive queuing. The methodology to determine level of service stratifies urban streets into four classifications. The classifications are complex, and are related to functional and design categories. Table A-II describes the functional and design categories, while Table A-III relates these to the urban street classification. Once classified, the urban street is divided into segments for analysis. An urban street segment is a one-way section of street encompassing a series of blocks or links terminating at a signalized intersection. Adjacent segments of urban streets may be combined to form larger street sections, provided that the segments have similar demand flows and characteristics. Levels of service are related to the average travel speed of vehicles along the urban street segment or section.

Travel times for existing conditions are obtained by field measurements. The maximum-car technique is used. The vehicle is driven at the posted speed limit unless impeded by actual traffic conditions. In the maximum-car technique, a safe level of vehicular operation is maintained by observing proper following distances and by changing speeds at reasonable rates of acceleration and deceleration. The maximum-car technique provides the best base for measuring traffic performance. An observer records the travel time and locations and duration of delay. The beginning and ending points are the centers of intersections. Delays include times waiting in queues at signalized intersections. The travel speed is determined by dividing the length of the segment by the travel time. Once the travel speed on the arterial is determined, the level of service is found by comparing the speed to the criteria in Table A-IV. Level-of-service criteria vary for the different classifications of urban street, reflecting differences in driver expectations. Table A-II: Functional and Design Categories for Urban Streets

Functional Category Criterion

Principal Arterial Minor Arterial

Mobility function Very important Important

Access function Very minor Substantial

Points connected Freeways, important activity centers, major traffic generators Principal arterials

Predominant trips served Relatively long trips between major points and through trips entering, leaving, and passing through city

Trips of moderate length within relatively small geographical areas

Design Category Criterion

High-Speed Suburban Intermediate Urban

Driveway access density Very low density Low density Moderate density High density

Arterial type

Multilane divided; undivided or two-lane with shoulders

Multilane divided: undivided or two-lane with shoulders

Multilane divided or undivided; one way, two lane

Undivided one way; two way, two or more lanes

Parking No No Some Usually

Separate left-turn lanes Yes Yes Usually Some

Signals per mile 0.5 to 2 1 to 5 4 to 10 6 to 12

Speed limits 45 to 55 mph 40 to 45 mph 30 to 40 mph 25 to 35 mph

Pedestrian activity Very little Little Some Usually

Roadside development Low density Low to medium density

Medium to moderate density High density


Table A-III: Urban Street Class based on Function and Design Categories Functional Category

Design Category Principal Arterial Minor Arterial High-Speed I Not applicable Suburban II II Intermediate II III or IV Urban III or IV IV

Source: Highway Capacity Manual 2000 Table A-IV: Urban Street Levels of Service by Class

Urban Street Class I II III IV Range of Free Flow Speeds (mph) 45 to 55 35 to 45 30 to 35 25 to 35 Typical Free Flow Speed (mph) 50 40 33 30

Level of Service Average Travel Speed (mph) A >42 >35 >30 >25 B >34 >28 >24 >19 C >27 >22 >18 >13 D >21 >17 >14 >9 E >16 >13 >10 >7 F ≤16 ≤13 ≤10 ≤7


Interrupted Flow One of the more important elements limiting, and often interrupting the flow of traffic on a highway is the intersection. Flow on an interrupted facility is usually dominated by points of fixed operation such as traffic signals, stop and yield signs. These all operate quite differently and have differing impacts on overall flow. Signalized Intersections The capacity of a highway is related primarily to the geometric characteristics of the facility, as well as to the composition of the traffic stream on the facility. Geometrics are a fixed, or non-varying, characteristic of a facility. At the signalized intersection, an additional element is introduced into the concept of capacity: time allocation. A traffic signal essentially allocates time among conflicting traffic movements seeking use of the same physical space. The way in which time is allocated has a significant impact on the operation of the intersection and on the capacity of the intersection and its approaches. Level of service for signalized intersections is defined in terms of control delay, which is a measure of driver discomfort, frustration, fuel consumption, and increased travel time. The delay experienced by a motorist is made up of a number of factors that relate to control, traffic and incidents. Total delay is the difference between the travel time actually experienced and the reference travel time that would result during base conditions, i. e., in the absence of traffic control, geometric delay, any incidents, and any other vehicles. Specifically, level of service criteria for traffic signals are stated in terms of average control delay per vehicle, typically for a 15-minute analysis period. Delay is a complex measure and depends on a number of variables, including the quality of progression, the cycle length, the ratio of green time to cycle length and the volume to capacity ratio for the lane group. For each intersection analyzed the average control delay per vehicle per approach is determined for the peak hour. A weighted average of control delay per vehicle is then determined for the intersection. A level of service designation is given to the control delay to better describe the level of operation. A description of levels of service for signalized intersections can be found in Table A-V

Table A-V: Description of Level of Service for Signalized Intersections Level of Service Description

A Very low control delay, up to 10 seconds per vehicle. Progression is extremely favorable, and most vehicles arrive during the green phase. Many vehicles do not stop at all. Short cycle lengths may tend to contribute to low delay values.

B Control delay greater than 10 and up to 20 seconds per vehicle. There is good progression or short cycle lengths or both. More vehicles stop causing higher levels of delay.

C

Control delay greater than 20 and up to 35 seconds per vehicle. Higher delays are caused by fair progression or longer cycle lengths or both. Individual cycle failures may begin to appear. Cycle failure occurs when a given green phase doe not serve queued vehicles, and overflow occurs. The number of vehicles stopping is significant, though many still pass through the intersection without stopping.

D

Control delay greater than 35 and up to 55 seconds per vehicle. The influence of congestions becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high volumes. Many vehicles stop, the proportion of vehicles not stopping declines. Individual cycle failures are noticeable.

E Control delay greater than 55 and up to 80 seconds per vehicle. The limit of acceptable delay. High delays usually indicate poor progression, long cycle lengths, and high volumes. Individual cycle failures are frequent.

F

Control delay in excess of 80 seconds per vehicle. Unacceptable to most drivers. Oversaturation, arrival flow rates exceed the capacity of the intersection. Many individual cycle failures. Poor progression and long cycle lengths may also be contributing factors to higher delay.

Source: Highway Capacity Manual 2000 The use of control delay, which may also be referred to as signal delay, was introduced in the 1997 update to the Highway Capacity Manual, and represents a departure from previous updates. In the third edition, published in 1985 and the 1994 update to the third edition, delay only included stopped delay. Thus, the level of service criteria listed in Table A-V differs from earlier criteria. Unsignalized Intersections The current procedures on unsignalized intersections were first introduced in the 1997 update to the Highway Capacity Manual and represent a revision of the methodology published in the 1994 update to the 1985 Highway Capacity Manual. The revised procedures use control delay as a measure of effectiveness to determine level of service. Delay is a measure of driver discomfort, frustration, fuel consumption, and increased travel time. The delay experienced by a motorist is made up of a number of factors that relate to control, traffic and incidents. Total delay is the difference between the travel time actually experienced and the reference travel time that would result during base conditions, i. e., in the absence of traffic control, geometric delay, any incidents, and any other vehicles. Control delay is the increased time of travel for a vehicle approaching and passing through an unsignalized intersection, compared with a free-flow vehicle if it were not required to slow or stop at the intersection. Two-Way Stop Controlled Intersections Two-way stop controlled intersections in which stop signs are used to assign the right-of-way, are the most prevalent type of intersection in the United States. At two-way stop-controlled intersections the stop-controlled approaches are referred as the minor street approaches and can be either public streets or private driveways. The approaches that are not controlled by stop signs are referred to as the major street approaches. The capacity of movements subject to delay are determined using the "critical gap" method of capacity analysis. Expected average control delay based on movement volume and movement capacity is calculated. A level of service designation is given to the expected control delay for each minor movement. Level of service is not defined for the intersection as a whole. Control delay is the increased time of travel for a vehicle approaching and passing through a stop-controlled intersection, compared with a free-flow vehicle if it were not required

to slow or stop at the intersection. A description of levels of service for two-way stop-controlled intersections is found in Table A-VI. Table A-VI: Description of Level of Service for Two-Way Stop Controlled Intersections

Level of Service Description

A Very low control delay less than 10 seconds per vehicle for each movement subject to delay.

B Low control delay greater than 10 and up to 15 seconds per vehicle for each movement subject to delay.

C Acceptable control delay greater than 15 and up to 25 seconds per vehicle for each movement subject to delay.

D Tolerable control delay greater than 25 and up to 35 seconds per vehicle for each movement subject to delay.

E Limit of tolerable control delay greater than 35 and up to 50 seconds per vehicle for each movement subject to delay.

F Unacceptable control delay in excess of 50 seconds per vehicle for each movement subject to delay.


J:\TJKM Appendices\LOS-HCM 2000.doc


54

Appendix B – Turning Movement Volume Counts

PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE: DAY: THURSDAYN-S APPROACH: CABOT BOULEVARD SURVEY TIME: TOE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARD FILE: 3601011-58AM

PEAK HOUR ARRIVAL / DEPARTURE VOLUMES7:45 AM to 8:45 AM NORTH

2 15 73 0PHF = 0.87

90 187

0 163 PHF =0.80

3 7296 528

38 29356 127

15 0PHF =

WINTON AVENUE 0.52

323 590 22 21 16

CABOT BOULEVARD PHF = 0.78

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TOTALFrom To U-TURN LEFT THRU RIGHT U-TURN LEFT THRU RIGHT U-TURN LEFT THRU RIGHT U-TURN LEFT THRU RIGHT

7:00 AM to 7:15 AM 3 4 6 8 3 0 0 14 2 76 27 29 1727:15 AM to 7:30 AM 5 8 9 23 7 0 0 27 6 146 43 62 3367:30 AM to 7:45 AM 7 11 16 29 11 0 1 39 9 220 62 95 5007:45 AM to 8:00 AM 14 14 19 46 17 1 1 48 13 307 79 130 6898:00 AM to 8:15 AM 20 19 27 63 21 1 1 52 16 395 102 183 9008:15 AM to 8:30 AM 27 25 29 80 23 1 1 58 19 454 113 227 10578:30 AM to 8:45 AM 29 32 32 102 26 2 4 77 24 513 134 258 12338:45 AM to 9:00 AM 33 36 39 112 30 2 6 94 29 572 157 290 1400

7:00 AM to 7:15 AM 0 3 4 6 0 8 3 0 0 0 14 2 0 76 27 29 1727:15 AM to 7:30 AM 0 2 4 3 0 15 4 0 0 0 13 4 0 70 16 33 1647:30 AM to 7:45 AM 0 2 3 7 0 6 4 0 0 1 12 3 0 74 19 33 1647:45 AM to 8:00 AM 0 7 3 3 0 17 6 1 0 0 9 4 0 87 17 35 1898:00 AM to 8:15 AM 0 6 5 8 0 17 4 0 0 0 4 3 0 88 23 53 2118:15 AM to 8:30 AM 0 7 6 2 0 17 2 0 0 0 6 3 0 59 11 44 1578:30 AM to 8:45 AM 0 2 7 3 0 22 3 1 0 3 19 5 0 59 21 31 1768:45 AM to 9:00 AM 0 4 4 7 0 10 4 0 0 2 17 5 0 59 23 32 167

7:00 AM to 8:00 AM 0 14 14 19 0 46 17 1 0 1 48 13 0 307 79 130 6897:15 AM to 8:15 AM 0 17 15 21 0 55 18 1 0 1 38 14 0 319 75 154 7287:30 AM to 8:30 AM 0 22 17 20 0 57 16 1 0 1 31 13 0 308 70 165 7217:45 AM to 8:45 AM 0 22 21 16 0 73 15 2 0 3 38 15 0 293 72 163 7338:00 AM to 9:00 AM 0 19 22 20 0 66 13 1 0 5 46 16 0 265 78 160 711

7:45 AM to 8:45 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TOTALNBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR

0 22 21 16 0 73 15 2 0 3 38 15 0 293 72 163 7330.00 0.79 0.75 0.50 0.00 0.83 0.63 0.50 0.00 0.25 0.50 0.75 0.00 0.83 0.78 0.77 OVERALL

0.8704

4PEDESTRIAN BY LEG: 2 2 0 0N-LEG S-LEG E-LEG W-LEG

30 0 0 0

733

S U R V E Y D A T A

T O T A L B Y P E R I O D

H O U R L Y T O T A L S

2/11/20167:00 AM

B . A . Y . M . E . T . R . I . C . S .I N T E R S E C T I O N T U R N I N G M O V E M E N T S U M M A R Y

TEL: (510) 232 - 1271 E MAIL: [email protected]

9:00 AM

TIME PERIOD

P E A K H O U R S U M M A R Y

VOLUME

PEDESTRIANBICYCLE

PHF BY MOVEMENTPHF BY APPROACH 0.78 0.87 0.800.52

0 0 1

PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE: DAY: THURSDAYN-S APPROACH: CABOT BOULEVARD SURVEY TIME: TOE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARD FILE: 3601011-58AM

PEAK HOUR7:45 AM to 8:45 AM NORTH

0 0 0 0

TOTAL N-END 0

0 00 0

TOTAL E-END0 0 TOTAL W-END 0

00 0 0 0

0 0 0 0

WINTON AVENUE

0 0 0 0 0 0CABOT BOULEVARD TOTAL S-END 0





7:45 AM to 8:45 AMAPPROACH VOLUME NB SB EB WB TOTAL

0 0 0 0 0BICYCLE

TIME PERIOD




B . A . Y . M . E . T . R . I . C . S .B I C Y C L E T U R N I N G M O V E M E N T S U M M A R Y

2/11/20167:00 AM 9:00 AM

PEAK HOURTOTAL BICYCLE VOLUMES

0

0

S U R V E Y D A T A

B . A . Y . M . E . T . R . I . C . S .P E D E S T R I A N M O V E M E N T S U M M A R Y

PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE:N-S APPROACH: CABOT BOULEVARD DAY: THURSDAYE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARDSURVEY PERIOD 7:00 AM TO 9:00 AM FILE: 3601011-58AM

PEAK HOUR PEAK HOUR07:45 AM TO 08:45 AM TOTAL PEDESTRIAN VOLUMES

4 N-LEG

B 2 A&BA 0 W-LEG 2

0 0 G&H 0 H C

G DWINTON AVENUE 0 0 0 C&D

1 E 2 E-LEG1 F E&F

S-LEGLEGEND: CABOT BOULEVARD BY LEG: BY DIRECTION:

CROSSWALK N-LEG 2 NB(D+G) 0SIDEWALK S-LEG 2 SB(C+H) 0STOP CONTROL LINE E-LEG 0 EB(A+F) 1STOP W-LEG 0 WB(B+E) 3

TIME PERIOD NORTH X-WALK EAST X-WALK SOUTH X-WALK WEST X-WALKFrom To A B C D E F G H TOTAL

S U R V E Y D A T A07:00 AM --- 07:15 AM 0 0 0 0 0 0 3 0 3

07:15 AM --- 07:30 AM 0 0 1 0 0 0 3 0 4

07:30 AM --- 07:45 AM 0 0 1 0 0 0 3 0 4

07:45 AM --- 08:00 AM 0 0 1 0 0 0 3 0 4

08:00 AM --- 08:15 AM 0 0 1 0 1 1 3 0 6

08:15 AM --- 08:30 AM 0 0 1 0 1 1 3 0 6

08:30 AM --- 08:45 AM 0 2 1 0 1 1 3 0 8

08:45 AM --- 09:00 AM 0 2 1 0 1 1 3 0 8

T O T A L B Y P E R I O D07:00 AM --- 07:15 AM 0 0 0 0 0 0 3 0 3

07:15 AM --- 07:30 AM 0 0 1 0 0 0 0 0 1

07:30 AM --- 07:45 AM 0 0 0 0 0 0 0 0 0

07:45 AM --- 08:00 AM 0 0 0 0 0 0 0 0 0

08:00 AM --- 08:15 AM 0 0 0 0 1 1 0 0 2

08:15 AM --- 08:30 AM 0 0 0 0 0 0 0 0 0

08:30 AM --- 08:45 AM 0 2 0 0 0 0 0 0 2

08:45 AM --- 09:00 AM 0 0 0 0 0 0 0 0 0

H O U R L Y T O T A L S07:00 AM --- 08:00 AM 0 0 1 0 0 0 3 0 4

07:15 AM --- 08:15 AM 0 0 1 0 1 1 0 0 3

07:30 AM --- 08:30 AM 0 0 0 0 1 1 0 0 2

07:45 AM --- 08:45 AM 0 2 0 0 1 1 0 0 4

08:00 AM --- 09:00 AM 0 2 0 0 1 1 0 0 4

Tel : (510) 232-1271 E MAIL: [email protected]

12:00 AM to 12:00 AMVOLUME BY DIRECTION NB SB EB WB TOTAL

0 0 1 3 4VOLUME BY LEG N-LEG S-LEG E-LEG W-LEG TOTAL

2 2 0 0 4PEDESTRIAN

PEDESTRIAN

2/11/2016

www.idaxdata.com

toto

Two-Hour Count Summaries

Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total1

2

2

1

2

1

0

1

10

612 1 4 0 3 22 3

Peak Hour 22 79 34 23 158 0 11 2 2 6 0 5Count Total 37 156 64 39 296 1

0 0 10 0 0 0 0 01:45 PM 1 24 6 5 36

1 2 0 0 0 01

1:30 PM 3 11 10 2 26 1 0 00 0 0 0 0 0

0 01:15 PM 7 25 6 2 40 0 0

0 0 0 0 0 20 0 1

1:00 PM 4 17 8 7 36 00 0 0 0 0 0

1 1 00

12:30 PM 7 17 9 6 39 0 0 10 0 0 0 1 1

4 38 0EB WB NB SB Total East

12:45 PM 7 18 8 4 37

0 1 0

0% 42% 26%HV% - 43% 15% 24% -

0 012:15 PM 5 20 10 9 44 0 0

1 1 1 3 0 1West North South

12:00 PM 3 24 7

4631 23 89 0 144 2321 0 211 88 101 1

0

Interval Start

Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)EB WB NB SB Total

17% - 8% 43% 13% 19%22% 24% 12%

Peak Hour

All 0 7 93207 2 59 44 164 0

0 12 10 1 158 021 12 0 13 6 158 840 0

HV 0 3 14 5 0

Count Total 0 9 184 40 1 382 172 270 38 11 1,583 0178 7436 21 0 30 4 10 41 20 28 0 7

41 4 0 211 7721:45 PM 0 0 17 3

29 0 8 6 23 0186 765

1:30 PM 0 0 26 4 0 51 193 16 0 27 4 11 41 27 26 1 4

28 3 1 168 7771:15 PM 0 1 25 9

23 0 9 6 15 0207 840

1:00 PM 0 1 23 3 0 38 187 18 0 27 6 20 63 22 25 0 8

39 5 3 204 012:45 PM 0 3 18 8

22 0 10 4 22 0198 0

12:30 PM 0 2 27 5 0 48 1710 17 0 30 6 10 50 21 26 0 6

48 6 2 231 012:15 PM 0 1 25 5

28 1 7 2 32 012:00 PM 0 1 23 3 0 50 28UT LT TH RT UT LT

Rolling One HourEastbound Westbound Northbound Southbound

UT LT TH RT

Interval Start

W Winton Ave W Winton Ave Cabot Blvd Cabot Blvd15-min Total

UT LT TH RT

Date: 07/18/2017Peak Hour Count Period: 12:00 PM 2:00 PM

SB 13.1% 0.78TOTAL 18.8% 0.91

TH RT

WB 19.8% 0.91NB 23.6% 0.86

Peak Hour: 12:00 PM 1:00 PM

HV %: PHFEB 18.2% 0.89

000

0 1 0011

001

2

1

3 0

N

Cabot BlvdW Winton Ave

W Winton Ave

Cab

ot B

lvd

W Winton Ave

Cab

ot B

lvd

840TEV:0.91PHF:

8 23 144

175

131

0

101

88

211

400

3260

892331

144

256

1

21

93

7

121

1270

Deon Fouche: 415 - 757 - 7714 [email protected]

www.idaxdata.com

Two-Hour Count Summaries - Heavy Vehicles

Two-Hour Count Summaries - Bikes

Note: U-Turn volumes for bikes are included in Left-Turn, if any.

0 00 0 00 0 0

0 0 00 0 0

000 1 0 0010 1 0 0

1000

00000

0

THLT01000100

000

00

0 0 0

0 0 00

THLT

40 0 1 01 16 001 1 0

0 00 0

Peak Hour1 1Count Total

0

2000 00 0 0 02 2

1:45 PM0 0 0 1

11:30 PM

00 0 0 00 00 1

1:15 PM0 0 0

0 0 00 1 0

0 0 0

41:00 PM

000 01 0

12:45 PM0 1 0 0

012:30 PM

00 0 0 00 012:15 PM 00 0

0 0 0

3 012:00 PMRT

158 0

Interval Start


Rolling One Hour

6 15 0 12 10 10 46 21 12 0 13

RTTHLT RTTHLTRT

27 11 1 296 0Peak Hour 0 3 14 5

33 0 24 11 29 0Count Total 0 3 24 10 0 80 4336 1382 1 0 5 0 00 8 7 9 0 3

2 0 0 26 1391:45 PM 0 0 0 1

2 0 4 1 5 040 152

1:30 PM 0 0 2 1 0 7 21 4 0 2 0 00 11 10 4 0 1

6 1 0 36 1561:15 PM 0 0 5 2

6 0 3 1 4 037 158

1:00 PM 0 0 3 1 0 8 31 3 0 1 3 00 11 5 2 0 4

2 3 1 39 012:45 PM 0 1 5 1

0 0 4 0 5 044 0

12:30 PM 0 2 3 2 0 12 54 3 0 7 2 00 11 3 6 0 3

2 2 0 38 012:15 PM 0 0 4 1

4 0 2 1 4 0TH RT

12:00 PM 0 0 2 1 0 12 8UT LT TH RT UT LT

Northbound SouthboundUT LT TH RT UT LT TH RT

Interval Start


Rolling One HourEastbound Westbound

SouthboundNorthboundWestboundEastbound


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toto



Total1

0

0

0

0

3

3

0

7

100 0 1 0 0 13 4


0 0 00 0 0 0 0 03:45 PM 7 14 5 5 31

0 0 0 0 0 31

3:30 PM 2 12 10 3 27 0 0 00 0 1 0 0 2

0 03:15 PM 3 17 13 5 38 0 1

0 0 0 0 0 00 0 0

3:00 PM 6 14 11 7 38 00 0 0 0 0 0

0 0 00

2:30 PM 4 12 6 2 24 0 0 00 0 1 0 0 0


2:45 PM 1 21 8 4 34

0 0 0

- 53% 33%HV% 0% 0% 5% 30% -

1 02:15 PM 4 23 8 3 38 0 1


2:00 PM 6 23 11

4130 18 86 0 114 2130 0 139 61 86 0

0

Interval Start


13% - 4% 33% 50% 20%29% 30% 23%

Peak Hour

All 1 2 113147 0 47 47 173 0

0 4 7 1 139 018 20 0 16 6 112 703 0

HV 0 0 6 9 0

Count Total 2 6 204 47 0 237 118 249 47 5 1,329 0129 6268 13 0 28 1 10 22 16 10 0 1

43 7 1 183 6533:45 PM 1 0 23 5

16 0 4 13 32 0147 653

3:30 PM 0 1 25 4 0 25 123 18 0 26 8 00 29 11 22 0 6

38 10 1 167 6913:15 PM 0 2 21 1

13 0 6 5 24 0156 703

3:00 PM 0 1 22 7 0 22 185 24 0 26 5 10 31 12 22 0 4

39 6 0 183 02:45 PM 1 0 21 4

20 0 10 1 29 0185 0

2:30 PM 0 1 37 8 0 22 108 16 0 25 7 00 46 20 23 0 7

24 3 1 179 02:15 PM 0 0 26 7

21 0 9 4 17 02:00 PM 0 1 29 11 0 40 19UT LT TH RT UT LT


UT LT TH RT

Interval Start


UT LT TH RT


SB 8.8% 0.76TOTAL 19.8% 0.95

TH RT

WB 27.6% 0.80NB 24.6% 0.84


HV %: PHFEB 10.3% 0.79

000

0 0 0000

100

1

0

0 0

N

Cabot BlvdW Winton Ave

W Winton Ave

Cab

ot B

lvd

W Winton Ave

Cab

ot B

lvd

703TEV:0.95PHF:

2 21 114

137

106

0

86

61

139

286

3130

861830

134

190

0

30

113

2

146

941


www.idaxdata.com




0 00 0 00 0 0

0 0 00 0 0

000 0 0 1000 0 1 1

0000

00000

0

THLT00000000

000

00

0 0 0

0 0 10

THLT

10 0 0 00 02 000 0 0

0 00 0


0

1000 00 0 0 00 1

3:45 PM0 0 0 0

13:30 PM

10 0 0 00 00 1

3:15 PM0 0 0

0 0 00 0 0

0 1 0

13:00 PM

000 00 0

2:45 PM0 0 0 0

02:30 PM

10 0 0 00 02:15 PM 00 0

0 0 0

0 02:00 PMRT

139 0

Interval Start


Rolling One Hour

6 11 0 4 7 10 41 18 20 0 16

RTTHLT RTTHLTRT

19 9 4 273 0Peak Hour 0 0 6 9

35 0 27 21 24 0Count Total 0 2 17 14 0 70 3131 1344 0 0 4 0 10 7 1 6 0 1

1 1 1 27 1373:45 PM 0 0 5 2

3 0 2 4 4 038 134

3:30 PM 0 1 0 1 0 6 33 6 0 5 0 00 10 2 5 0 4

5 1 1 38 1343:15 PM 0 0 3 0

1 0 4 4 3 034 139

3:00 PM 0 1 3 2 0 6 73 2 0 1 2 10 10 4 7 0 3

1 1 0 24 02:45 PM 0 0 0 1

5 0 5 1 0 038 0

2:30 PM 0 0 1 3 0 5 22 3 0 0 3 00 12 7 4 0 3

2 1 0 43 02:15 PM 0 0 3 1

4 0 5 0 6 0TH RT

2:00 PM 0 0 2 4 0 14 5UT LT TH RT UT LT


Interval Start





PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE: DAY: THURSDAYN-S APPROACH: CABOT BOULEVARD SURVEY TIME: TOE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARD FILE: 3601011-58PM

PEAK HOUR ARRIVAL / DEPARTURE VOLUMES4:15 PM to 5:15 PM NORTH

5 26 155 0PHF = 0.69

186 69

1 49 PHF =0.91

1 5274 153

116 52136 366

18 0PHF =

WINTON AVENUE 0.85

97 1311 16 19 95

CABOT BOULEVARD PHF = 0.67


4:00 PM to 4:15 PM 0 4 6 20 40 4 1 0 1 21 3 14 14 11 1394:15 PM to 4:30 PM 0 8 10 36 62 9 1 0 1 42 8 31 28 22 2584:30 PM to 4:45 PM 0 13 20 70 111 10 2 0 1 73 11 43 40 35 4294:45 PM to 5:00 PM 0 16 21 86 144 15 5 1 1 108 15 53 55 45 5655:00 PM to 5:15 PM 1 20 25 115 195 30 6 1 2 137 21 66 66 60 7455:15 PM to 5:30 PM 2 22 28 124 227 38 7 1 3 158 29 74 81 65 8595:30 PM to 5:45 PM 2 23 28 143 262 46 7 1 3 177 34 86 87 72 9715:45 PM to 6:00 PM 2 29 29 150 291 49 7 1 3 191 39 101 100 76 1068

4:00 PM to 4:15 PM 0 4 6 20 0 40 4 1 0 1 21 3 0 14 14 11 1394:15 PM to 4:30 PM 0 4 4 16 0 22 5 0 0 0 21 5 0 17 14 11 1194:30 PM to 4:45 PM 0 5 10 34 0 49 1 1 0 0 31 3 0 12 12 13 1714:45 PM to 5:00 PM 0 3 1 16 0 33 5 3 1 0 35 4 0 10 15 10 1365:00 PM to 5:15 PM 1 4 4 29 0 51 15 1 0 1 29 6 0 13 11 15 1805:15 PM to 5:30 PM 1 2 3 9 0 32 8 1 0 1 21 8 0 8 15 5 1145:30 PM to 5:45 PM 0 1 0 19 0 35 8 0 0 0 19 5 0 12 6 7 1125:45 PM to 6:00 PM 0 6 1 7 0 29 3 0 0 0 14 5 0 15 13 4 97

4:00 PM to 5:00 PM 0 16 21 86 0 144 15 5 1 1 108 15 0 53 55 45 5654:15 PM to 5:15 PM 1 16 19 95 0 155 26 5 1 1 116 18 0 52 52 49 6064:30 PM to 5:30 PM 2 14 18 88 0 165 29 6 1 2 116 21 0 43 53 43 6014:45 PM to 5:45 PM 2 10 8 73 0 151 36 5 1 2 104 23 0 43 47 37 5425:00 PM to 6:00 PM 2 13 8 64 0 147 34 2 0 2 83 24 0 48 45 31 503

4:15 PM to 5:15 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TOTALNBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR

1 16 19 95 0 155 26 5 1 1 116 18 0 52 52 49 6060.25 0.80 0.48 0.70 0.00 0.76 0.43 0.42 0.25 0.25 0.83 0.75 0.00 0.76 0.87 0.82 OVERALL

0.8462

2


2/11/20164:00 PM 6:00 PM

606

TIME PERIOD

S U R V E Y D A T A




VOLUMEPHF BY MOVEMENTPHF BY APPROACH 0.67 0.69 0.85 0.91

PEDESTRIAN 0 0 2 0BICYCLE 2 2 1 1


N-LEG S-LEG E-LEG W-LEGPEDESTRIAN BY LEG: 0 2 0 0

PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE: DAY: THURSDAYN-S APPROACH: CABOT BOULEVARD SURVEY TIME: TOE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARD FILE: 3601011-58PM

PEAK HOUR4:15 PM to 5:15 PM NORTH

1 1 0 0

TOTAL N-END 3

2 10 1


31 0 2 1

0 0 1 2

WINTON AVENUE

0 1 0 1 1 2CABOT BOULEVARD TOTAL S-END 3





4:15 PM to 5:15 PMAPPROACH VOLUME NB SB EB WB TOTAL

2 2 1 1 6

PEAK HOUR


2/11/20164:00 PM 6:00 PM

TOTAL BICYCLE VOLUMES12

6

TIME PERIOD

S U R V E Y D A T A




BICYCLE


PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE:N-S APPROACH: CABOT BOULEVARD DAY: THURSDAYE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARDSURVEY PERIOD: 4:00 PM TO 6:00 PM FILE: 3601011-58PM

PEAK HOUR PEAK HOUR04:15 PM TO 05:15 PM TOTAL PEDESTRIAN VOLUMES

2 N-LEG

B 0 A&BA 0 W-LEG 0

0 0 G&H 0 H C


0 E 2 E-LEG2 F E&F

S-LEGLEGEND: CABOT BOULEVARD BY LEG: BY DIRECTION:



S U R V E Y D A T A04:00 PM --- 04:15 PM 0 0 0 0 2 0 0 0 2

04:15 PM --- 04:30 PM 0 0 0 0 2 0 0 0 2

04:30 PM --- 04:45 PM 0 0 0 0 2 0 0 0 2

04:45 PM --- 05:00 PM 0 0 0 0 2 1 0 0 3

05:00 PM --- 05:15 PM 0 0 0 0 2 2 0 0 4

05:15 PM --- 05:30 PM 0 0 0 0 2 2 0 0 4

05:30 PM --- 05:45 PM 0 0 1 0 2 2 1 0 6

05:45 PM --- 06:00 PM 0 0 1 0 2 3 1 0 7

T O T A L B Y P E R I O D04:00 PM --- 04:15 PM 0 0 0 0 2 0 0 0 2

04:15 PM --- 04:30 PM 0 0 0 0 0 0 0 0 0

04:30 PM --- 04:45 PM 0 0 0 0 0 0 0 0 0

04:45 PM --- 05:00 PM 0 0 0 0 0 1 0 0 1

05:00 PM --- 05:15 PM 0 0 0 0 0 1 0 0 1

05:15 PM --- 05:30 PM 0 0 0 0 0 0 0 0 0

05:30 PM --- 05:45 PM 0 0 1 0 0 0 1 0 2

05:45 PM --- 06:00 PM 0 0 0 0 0 1 0 0 1

H O U R L Y T O T A L S04:00 PM --- 05:00 PM 0 0 0 0 2 1 0 0 3

04:15 PM --- 05:15 PM 0 0 0 0 0 2 0 0 2

04:30 PM --- 05:30 PM 0 0 0 0 0 2 0 0 2

04:45 PM --- 05:45 PM 0 0 1 0 0 2 1 0 4

05:00 PM --- 06:00 PM 0 0 1 0 0 2 1 0 4




0 2 0 0 2

2/11/2016

PEDESTRIAN

PEDESTRIAN

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Total4

5

0

4

1

2

1

3

20

860 1 5 0 1 14 14


1 1 10 0 0 0 0 08:45 AM 27 15 1 12 55

0 1 0 0 0 11

8:30 AM 28 31 0 9 68 0 1 00 0 0 0 0 1

0 18:15 AM 34 33 0 10 77 0 0

1 0 0 1 0 01 0 3

8:00 AM 33 20 0 10 63 00 2 0 1 3 0

0 0 03

7:30 AM 19 26 0 13 58 0 0 00 0 1 0 0 2


7:45 AM 28 31 0 8 67

1 1 0

- - 0%HV% 0% 33% 37% - -

0 47:15 AM 31 23 0 11 65 0 1


7:00 AM 32 30 0

10 1 4 1 83 00 0 12 966 233 0

0

Interval Start


0% 0% 41% - 43% 17%8% 8% 16%

Peak Hour

All 1 6 324456 0 3 1 5 1

0 34 0 3 275 076 38 0 0 0 07 1,638 0

HV 0 2 121 0 0

Count Total 1 9 623 0 0 17 1,802 177 0 16 3,111 0317 1,5410 1 0 26 0 20 5 174 38 0 0

23 0 1 383 1,6388:45 AM 0 1 70 0

57 0 0 0 1 0432 1,621

8:30 AM 1 2 78 0 0 4 2161 2 1 24 0 20 5 256 48 0 0

22 0 1 409 1,5848:15 AM 0 1 92 0

67 0 0 0 1 0414 1,570

8:00 AM 0 1 82 0 0 1 2340 0 0 14 0 30 2 260 61 0 0

23 0 2 366 07:45 AM 0 2 72 0

64 0 0 0 0 0395 0

7:30 AM 0 0 64 0 0 0 2130 0 0 24 0 40 0 234 59 0 1

21 0 1 395 07:15 AM 0 0 73 0

62 0 2 0 0 07:00 AM 0 2 92 0 0 0 215UT LT TH RT UT LT


UT LT TH RT

Interval Start

W Winton Ave W Winton Ave Driveway Corsair Blvd 15-min Total

UT LT TH RT

Date: 03/30/2017Peak Hour Count Period: 7:00 AM 9:00 AM

SB 40.7% 0.84TOTAL 16.8% 0.95

TH RT

WB 9.5% 0.94NB 0.0% 0.42

Peak Hour: 7:45 AM 8:45 AM

HV %: PHFEB 37.2% 0.89

000

1 0 0000

220

1

6

1 0

N

Corsair Blvd W Winton Ave

W Winton Ave

Driv

eway

W Winton Ave

Cor

sair

Blv

d

1,638TEV:0.95PHF:

7 0 83

91 241

1

233

966

12

1,211

4110

410

5120

0

324

6

331

9741


www.idaxdata.com




0 10 0 10 0 0

0 0 10 0 0

000 0 2 2000 0 3 2

0000

00000

0

THLT00000000

000

00

0 1 0

0 1 00

THLT

50 0 0 10 07 020 0 0

0 00 0


0

2000 00 0 0 01 5

8:45 AM0 0 0 0

58:30 AM

00 0 0 00 01 6

8:15 AM0 0 0

0 0 00 0 0

0 0 0

58:00 AM

300 01 0

7:45 AM0 0 0 0

07:30 AM

10 0 0 00 07:15 AM 00 0

0 1 1

0 07:00 AMRT

275 0

Interval Start


Rolling One Hour

0 0 0 34 0 30 1 76 38 0 0

RTTHLT RTTHLTRT

72 0 6 520 0Peak Hour 0 2 121 0

66 0 0 0 1 0Count Total 0 2 230 0 0 1 14255 2630 1 0 11 0 10 0 11 4 0 0

9 0 0 68 2758:45 AM 0 0 27 0

14 0 0 0 0 077 265

8:30 AM 0 0 28 0 0 1 160 0 0 9 0 10 0 22 11 0 0

10 0 0 63 2538:15 AM 0 1 33 0

9 0 0 0 0 067 257

8:00 AM 0 1 32 0 0 0 110 0 0 6 0 20 0 27 4 0 0

12 0 1 58 07:45 AM 0 0 28 0

8 0 0 0 0 065 0

7:30 AM 0 0 19 0 0 0 180 0 0 10 0 10 0 15 8 0 0

5 0 0 67 07:15 AM 0 0 31 0

8 0 0 0 0 0TH RT

7:00 AM 0 0 32 0 0 0 22UT LT TH RT UT LT


Interval Start





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Total1

6

1

3

2

2

5

0

20

1180 1 4 0 2 11 16


0 0 00 0 0 0 0 01:45 PM 15 48 0 7 70

0 1 0 1 0 42

1:30 PM 31 32 0 17 80 1 0 00 0 0 0 0 0

0 21:15 PM 29 49 2 5 85 0 0

0 0 0 0 0 01 0 2

1:00 PM 27 46 0 11 84 00 0 0 0 0 0

0 0 14

12:30 PM 31 56 1 10 98 0 0 00 1 2 0 1 1


12:45 PM 28 37 3 19 87

0 0 0

- 67% -HV% - 50% 16% 0% -

0 112:15 PM 34 49 0 11 94 0 1


12:00 PM 35 44 1

33 0 16 2 194 04 0 15 655 165 0

0

Interval Start


19% 0% 26% - 0% 20%20% 22% 24%

Peak Hour

All 0 12 746318 0 5 1 27 2

0 50 0 0 369 0143 40 0 2 0 31 1,813 0

HV 0 6 122 0 0

Count Total 1 22 1,416 6 0 24 1,307 365 0 5 3,499 0387 1,6861 3 0 31 0 10 2 162 34 0 0

49 0 3 435 1,7021:45 PM 0 2 151 0

40 0 0 0 3 0416 1,731

1:30 PM 0 1 186 0 0 1 1520 2 0 30 0 00 3 164 44 0 1

61 0 0 448 1,7491:15 PM 0 5 167 0

35 0 1 0 3 0403 1,813

1:00 PM 1 2 166 2 0 3 1740 6 0 47 0 10 1 157 41 0 0

47 0 0 464 012:45 PM 0 1 147 2

43 0 2 0 1 0434 0

12:30 PM 0 3 184 1 0 4 1790 3 1 41 0 00 5 155 47 0 0

59 0 0 512 012:15 PM 0 7 174 1

34 0 1 0 6 112:00 PM 0 1 241 0 0 5 164UT LT TH RT UT LT


UT LT TH RT

Interval Start

W Winton Ave W Winton Ave Driveway Corsair Blvd15-min Total

UT LT TH RT


SB 25.4% 0.82TOTAL 20.4% 0.89

TH RT

WB 22.3% 0.92NB 26.3% 0.68


HV %: PHFEB 16.8% 0.79

010

0 0 1000

200

1

8

2 0

N

Corsair BlvdW Winton Ave

W Winton Ave

Driv

eway

W Winton Ave

Cor

sair

Blv

d

1,813TEV:0.89PHF:

1 0 194

197

179

2

165

655

15

835

9560

1603

19190

4

746

12

762

6590


www.idaxdata.com




0 00 0 00 0 0

0 0 00 0 0

010 0 0 2020 0 0 2

0010

00000

0

THLT00000010

000

00

0 0 0

0 0 10

THLT

40 1 0 00 05 000 0 0

0 00 0


0

1000 00 0 0 01 1

1:45 PM0 0 0 0

01:30 PM

00 0 0 00 00 2

1:15 PM0 0 0

0 0 00 1 0

0 0 0

41:00 PM

000 00 0

12:45 PM0 0 0 0

012:30 PM

20 1 0 00 012:15 PM 00 0

0 0 0

2 012:00 PMRT

369 0

Interval Start


Rolling One Hour

0 3 0 50 0 00 3 143 40 0 2

RTTHLT RTTHLTRT

89 0 1 688 0Peak Hour 0 6 122 0

77 0 3 0 4 0Count Total 0 9 221 0 0 5 27970 3190 0 0 6 0 10 0 39 9 0 0

17 0 0 80 3361:45 PM 0 0 15 0

10 0 0 0 0 085 354

1:30 PM 0 0 31 0 0 0 220 1 0 5 0 00 1 38 10 0 1

11 0 0 84 3631:15 PM 0 1 28 0

8 0 0 0 0 087 369

1:00 PM 0 2 25 0 0 1 370 3 0 19 0 00 1 31 5 0 0

10 0 0 98 012:45 PM 0 1 27 0

15 0 1 0 0 094 0

12:30 PM 0 1 30 0 0 2 390 0 0 11 0 00 0 38 11 0 0

10 0 0 90 012:15 PM 0 3 31 0

9 0 1 0 0 0TH RT

12:00 PM 0 1 34 0 0 0 35UT LT TH RT UT LT


Interval Start





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toto



Total0

4

1

3

7

7

0

4

26

861 0 1 1 0 12 21


0 0 40 0 0 0 0 03:45 PM 16 37 0 6 59

0 3 0 0 0 05

3:30 PM 21 36 0 10 67 3 0 00 0 2 0 1 1

0 63:15 PM 42 40 0 14 96 2 0

0 0 0 1 0 10 1 1

3:00 PM 22 32 2 12 68 10 0 0 0 0 1

0 0 14

2:30 PM 23 42 1 15 81 0 0 10 0 0 0 0 0


2:45 PM 17 35 0 6 58

0 1 0

- 67% -HV% - 25% 11% 0% 0%

0 02:15 PM 28 41 1 11 81 0 0


2:00 PM 24 48 0

43 0 9 1 253 06 1 19 570 158 0

0

Interval Start


0% 0% 15% - 20% 16%21% 23% 18%

Peak Hour

All 0 8 835248 0 3 0 24 2

0 38 0 2 300 0133 29 0 2 0 010 1,873 0

HV 0 2 90 0 0

Count Total 0 16 1,652 7 1 28 969 513 0 10 3,473 0320 1,6000 2 0 41 0 00 0 94 17 0 0

75 0 0 427 1,6623:45 PM 0 2 164 0

20 0 0 0 4 0375 1,799

3:30 PM 0 2 233 0 0 2 910 3 1 52 0 00 2 104 27 0 0

92 0 0 478 1,8653:15 PM 0 3 183 0

26 0 0 0 6 0382 1,873

3:00 PM 0 1 237 1 0 5 1100 5 0 39 0 11 8 114 27 0 0

106 0 4 564 02:45 PM 0 1 186 0

45 0 2 0 3 1441 0

2:30 PM 0 1 281 2 0 7 1120 0 0 41 0 40 3 161 41 0 1

67 0 1 486 02:15 PM 0 4 183 3

45 0 0 0 1 02:00 PM 0 2 185 1 0 1 183UT LT TH RT UT LT


UT LT TH RT

Interval Start


UT LT TH RT


SB 15.2% 0.59TOTAL 16.0% 0.83

TH RT

WB 22.2% 0.82NB 16.7% 0.60


HV %: PHFEB 10.8% 0.75

000

0 0 0100

000

1

6

0 1

N

Corsair BlvdW Winton Ave

W Winton Ave

Driv

eway

W Winton Ave

Cor

sair

Blv

d

1,873TEV:0.83PHF:

10 0 253

264

167

1

158

570

19

748

1,0981

903

12250

6

835

8

849

5830


www.idaxdata.com




0 00 0 00 0 0

0 0 00 0 0

000 0 0 0060 0 0 0

0000

00000

0

THLT00000000

010

00

0 0 0

0 0 00

THLT

11 0 0 00 07 000 0 1

0 00 0


0

6000 00 0 0 03 6

3:45 PM0 0 0 0

43:30 PM

20 0 0 00 01 2

3:15 PM0 0 0

0 2 00 3 0

0 0 0

13:00 PM

000 01 0

2:45 PM0 0 1 0

02:30 PM

00 0 0 00 02:15 PM 00 0

0 0 0

0 02:00 PMRT

300 0

Interval Start


Rolling One Hour

0 0 0 38 0 20 4 133 29 0 2

RTTHLT RTTHLTRT

79 0 2 590 0Peak Hour 0 2 90 0

57 0 2 0 2 1Count Total 0 8 184 1 0 5 24959 2900 0 0 6 0 00 0 31 6 0 0

10 0 0 67 2893:45 PM 0 0 16 0

8 0 0 0 0 096 303

3:30 PM 0 2 19 0 0 0 280 0 1 13 0 00 0 32 8 0 0

12 0 0 68 2883:15 PM 0 3 39 0

6 0 0 0 2 058 300

3:00 PM 0 1 20 1 0 1 250 0 0 6 0 00 1 29 5 0 0

14 0 1 81 02:45 PM 0 0 17 0

7 0 1 0 0 081 0

2:30 PM 0 0 23 0 0 1 340 0 0 10 0 10 1 31 9 0 1

8 0 0 80 02:15 PM 0 1 27 0

8 0 0 0 0 0TH RT

2:00 PM 0 1 23 0 0 1 39UT LT TH RT UT LT


Interval Start





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toto



Total6

8

5

1

5

9

6

2

42

19150 1 7 0 3 12 35


0 0 20 0 0 1 1 05:45 PM 9 13 0 3 25

0 0 0 1 1 48

5:30 PM 9 10 0 2 21 0 0 00 1 1 0 1 0

0 45:15 PM 12 24 0 7 43 0 0

0 0 0 0 0 11 0 0

5:00 PM 13 22 0 5 40 03 0 0 0 3 0

0 0 56

4:30 PM 13 27 0 4 44 0 2 00 0 1 0 1 1


4:45 PM 16 22 0 4 42

1 3 0

- 0% -HV% - 60% 5% 0% -

0 64:15 PM 12 20 0 6 38 1 0


4:00 PM 13 25 0

01 0 14 0 248 01 0 2 304 53 0

0

Interval Start


0% - 8% - 0% 10%0% 26% 21%

Peak Hour

All 0 5 975104 0 2 0 22 0

0 19 0 0 164 080 11 0 0 0 03 1,606 0

HV 0 3 51 0 0

Count Total 0 9 1,705 1 1 3 545 438 0 6 2,836 0231 1,2820 1 0 36 0 10 1 53 4 0 0

33 0 0 279 1,3935:45 PM 0 1 134 0

11 0 1 0 3 0295 1,589

5:30 PM 0 1 197 0 0 0 330 1 0 48 0 01 0 70 16 0 0

78 0 1 477 1,6065:15 PM 0 1 158 0

12 0 0 0 3 0342 1,554

5:00 PM 0 3 305 0 0 2 730 3 0 55 0 10 0 71 14 0 0

75 0 0 475 04:45 PM 0 0 198 0

13 0 1 0 5 0312 0

4:30 PM 0 1 295 1 0 0 840 3 0 40 0 10 0 76 14 0 0

73 0 2 425 04:15 PM 0 1 177 0

20 0 0 0 3 04:00 PM 0 1 241 0 0 0 85UT LT TH RT UT LT


UT LT TH RT

Interval Start


UT LT TH RT


SB 7.6% 0.79TOTAL 10.2% 0.84

TH RT

WB 25.3% 0.93NB 0.0% 0.63


HV %: PHFEB 5.5% 0.80

040

0 0 1000

020

1

15

3 0

N

Corsair Blvd W Winton Ave

W Winton Ave

Driv

eway

W Winton Ave

Cor

sair

Blv

d

1,606TEV:0.84PHF:

3 0 248

251 58

0

53

304

2

359

1,2370

1401

1530

1

975

5

981

3080


www.idaxdata.com




0 00 0 00 0 0

0 0 00 0 0

040 0 2 0040 0 2 0

0000

00001

0

THLT00000000

300

00

0 0 0

0 0 00

THLT

70 1 0 00 09 000 0 0

0 01 0


0

2100 00 0 0 00 4

5:45 PM0 0 0 0

75:30 PM

10 1 0 00 00 7

5:15 PM0 0 0

0 0 00 0 0

0 0 0

75:00 PM

300 03 0

4:45 PM0 0 0 1

04:30 PM

10 0 0 00 04:15 PM 02 0

0 0 0

0 04:00 PMRT

164 0

Interval Start


Rolling One Hour

0 0 0 19 0 00 0 80 11 0 0

RTTHLT RTTHLTRT

41 0 0 301 0Peak Hour 0 3 51 0

27 0 0 0 0 0Count Total 0 5 92 0 0 0 13625 1290 0 0 3 0 00 0 12 1 0 0

2 0 0 21 1465:45 PM 0 1 8 0

1 0 0 0 0 043 169

5:30 PM 0 0 9 0 0 0 90 0 0 7 0 00 0 19 5 0 0

5 0 0 40 1645:15 PM 0 1 11 0

2 0 0 0 0 042 172

5:00 PM 0 2 11 0 0 0 200 0 0 4 0 00 0 20 2 0 0

4 0 0 44 04:45 PM 0 0 16 0

5 0 0 0 0 038 0

4:30 PM 0 0 13 0 0 0 220 0 0 6 0 00 0 18 2 0 0

10 0 0 48 04:15 PM 0 1 11 0

9 0 0 0 0 0TH RT

4:00 PM 0 0 13 0 0 0 16UT LT TH RT UT LT


Interval Start





PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE: DAY: THURSDAYN-S APPROACH: CLAWITER ROAD SURVEY TIME: TOE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARD FILE: 3601011-59AM


0 0 0 0PHF = 0.00

0 1

1 1 PHF =0.82

0 10341177 1956

327 920475 539

147 1PHF =

WINTON AVENUE 0.87

1067 3530 142 0 211

CLAWITER ROAD PHF = 0.91


7:00 AM to 7:15 AM 40 0 57 0 0 0 1 0 89 46 0 279 292 0 8047:15 AM to 7:30 AM 65 0 106 0 0 0 1 0 173 65 1 465 490 0 13667:30 AM to 7:45 AM 101 0 158 0 0 0 1 0 249 101 1 632 729 1 19737:45 AM to 8:00 AM 142 0 211 0 0 0 1 0 327 147 1 920 1034 1 27848:00 AM to 8:15 AM 180 1 262 0 2 1 1 0 391 168 1 1131 1287 5 34308:15 AM to 8:30 AM 206 1 311 0 3 2 1 0 468 186 1 1333 1521 8 40418:30 AM to 8:45 AM 248 2 357 2 3 2 1 0 543 211 1 1550 1762 10 46928:45 AM to 9:00 AM 292 2 400 10 5 3 1 6 612 230 1 1748 1991 16 5317




0 142 0 211 0 0 0 0 1 0 327 147 1 920 1034 1 27840.00 0.87 0.00 0.93 0.00 0.00 0.00 0.00 0.25 0.00 0.92 0.80 0.25 0.80 0.85 0.25 OVERALL

0.8658

8PEDESTRIAN BY LEG: 2 6 0 0N-LEG S-LEG E-LEG W-LEG

61 0 3 1

2784

S U R V E Y D A T A



2/11/20167:00 AM



9:00 AM

TIME PERIOD


VOLUME

PEDESTRIANBICYCLE


0 0 2

PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE: DAY: THURSDAYN-S APPROACH: CLAWITER ROAD SURVEY TIME: TOE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARD FILE: 3601011-59AM


0 0 0 0

TOTAL N-END 1

0 10 0


43 0 1 1

0 0 3 3

WINTON AVENUE

0 0 1 0 0 1CLAWITER ROAD TOTAL S-END 1






1 0 3 1 5BICYCLE

TIME PERIOD





2/11/20167:00 AM 9:00 AM


10

5

S U R V E Y D A T A


PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE:N-S APPROACH: CLAWITER ROAD DAY: THURSDAYE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARDSURVEY PERIOD: 7:00 AM TO 9:00 AM FILE: 3601011-59AM


8 N-LEG

B 2 A&BA 0 W-LEG 2

0 0 G&H 0 H C


4 E 6 E-LEG2 F E&F

S-LEGLEGEND: CLAWITER ROAD BY LEG: BY DIRECTION:



S U R V E Y D A T A07:00 AM --- 07:15 AM 0 0 0 0 2 1 0 0 3

07:15 AM --- 07:30 AM 0 1 0 0 3 1 0 0 5

07:30 AM --- 07:45 AM 0 1 0 0 4 1 0 0 6

07:45 AM --- 08:00 AM 0 2 0 0 4 2 0 0 8

08:00 AM --- 08:15 AM 0 3 0 0 4 2 0 0 9

08:15 AM --- 08:30 AM 0 4 0 0 4 2 0 0 10

08:30 AM --- 08:45 AM 0 4 0 0 4 2 0 0 10

08:45 AM --- 09:00 AM 0 4 0 0 5 2 0 0 11


07:15 AM --- 07:30 AM 0 1 0 0 1 0 0 0 2

07:30 AM --- 07:45 AM 0 0 0 0 1 0 0 0 1

07:45 AM --- 08:00 AM 0 1 0 0 0 1 0 0 2

08:00 AM --- 08:15 AM 0 1 0 0 0 0 0 0 1

08:15 AM --- 08:30 AM 0 1 0 0 0 0 0 0 1

08:30 AM --- 08:45 AM 0 0 0 0 0 0 0 0 0

08:45 AM --- 09:00 AM 0 0 0 0 1 0 0 0 1


07:15 AM --- 08:15 AM 0 3 0 0 2 1 0 0 6

07:30 AM --- 08:30 AM 0 3 0 0 1 1 0 0 5

07:45 AM --- 08:45 AM 0 3 0 0 0 1 0 0 4

08:00 AM --- 09:00 AM 0 2 0 0 1 0 0 0 3




2 6 0 0 8PEDESTRIAN

PEDESTRIAN

2/11/2016

www.idaxdata.com

toto



Total0

0

4

1

2

3

2

1

13

540 0 3 0 1 01 10


0 0 10 0 0 0 0 01:45 PM 26 49 11 0 86

0 0 0 0 0 21

1:30 PM 50 28 25 0 103 0 0 00 0 0 0 1 1

0 21:15 PM 36 46 22 0 104 0 0

0 1 0 1 0 00 0 1

1:00 PM 36 58 18 1 113 00 0 0 0 0 0

1 0 30

12:30 PM 39 50 18 0 107 1 0 00 0 2 0 0 0


12:45 PM 47 33 12 0 92

0 1 0

- 20% 0%HV% - 0% 18% 16% 0%

0 012:15 PM 42 50 23 0 115 2 0


12:00 PM 51 45 23

29166 4 362 1 7 1177 8 274 664 4 0

0

Interval Start


12% 0% 0% 0% - 17%11% 22% 0%

Peak Hour

All 0 1 83715 0 322 7 683 1

0 0 0 0 433 0149 0 0 33 0 430 2,506 0

HV 0 0 151 28 0

Count Total 0 1 1,557 342 10 581 1,320 15 1 1 4,856 0537 2,3502 64 0 1 0 00 70 160 2 0 36

0 0 0 598 2,3991:45 PM 0 0 172 30

3 0 51 0 98 0592 2,443

1:30 PM 0 0 203 35 1 66 1411 75 0 1 0 11 84 176 4 0 41

6 0 0 623 2,4561:15 PM 0 0 160 48

2 0 28 0 84 0586 2,506

1:00 PM 0 0 185 52 0 87 1791 80 0 0 1 03 80 153 1 0 47

1 0 0 642 012:45 PM 0 0 178 42

1 0 41 0 98 1605 0

12:30 PM 0 1 195 40 0 84 1801 91 0 1 0 02 66 173 2 0 39

5 0 0 673 012:15 PM 0 0 184 46

0 0 39 2 93 012:00 PM 0 0 280 49 3 44 158UT LT TH RT UT LT


UT LT TH RT

Interval Start

W Winton Ave W Winton Ave Clawiter Rd Tuskegee Dr15-min Total

UT LT TH RT


SB 0.0% 0.45TOTAL 17.3% 0.93

TH RT

WB 18.7% 0.90NB 14.3% 0.96


HV %: PHFEB 17.6% 0.77

120

0 0 0000

000

0

4

1 0

N

Clawiter RdW Winton Ave

W Winton Ave

Cla

wite

r Rd

W Winton Ave

Tusk

egee

Dr

2,506TEV:0.93PHF:

0 1 7

9 101

4

664

274

950

1,2148

3624

166

532

452

0

177

837

1

1,015

8300


www.idaxdata.com




0 00 0 00 0 0

0 0 00 0 0

120 0 0 0120 0 0 0

0000

00102

0

THLT00000000

000

00

0 0 0

0 0 00

THLT

30 0 0 00 04 001 0 0

0 00 0


0

1000 00 0 0 00 1

1:45 PM0 0 0 0

21:30 PM

00 0 0 00 01 4

1:15 PM1 0 0

0 0 00 0 0

0 0 0

31:00 PM

000 01 0

12:45 PM0 0 0 0

012:30 PM

20 0 0 00 012:15 PM 00 0

0 0 0

0 012:00 PMRT

433 0

Interval Start


Rolling One Hour

0 43 0 0 0 00 29 149 0 0 33

RTTHLT RTTHLTRT

1 0 0 839 0Peak Hour 0 0 151 28

0 0 68 0 84 0Count Total 0 0 275 52 0 67 29286 4060 5 0 0 0 00 9 40 0 0 6

0 0 0 103 4121:45 PM 0 0 23 3

0 0 12 0 13 0104 416

1:30 PM 0 0 39 11 0 7 210 11 0 0 0 00 7 39 0 0 11

1 0 0 113 4271:15 PM 0 0 31 5

0 0 6 0 12 092 433

1:00 PM 0 0 31 5 0 15 430 6 0 0 0 00 3 30 0 0 6

0 0 0 107 012:45 PM 0 0 34 13

0 0 7 0 11 0115 0

12:30 PM 0 0 35 4 0 8 420 14 0 0 0 00 10 40 0 0 9

0 0 0 119 012:15 PM 0 0 35 7

0 0 11 0 12 0TH RT

12:00 PM 0 0 47 4 0 8 37UT LT TH RT UT LT


Interval Start





www.idaxdata.com

toto



Total2

0

2

0

1

4

2

2

13

330 0 1 0 0 00 12


0 0 21 0 0 0 1 03:45 PM 26 41 16 0 83

0 6 0 0 0 23

3:30 PM 23 23 16 0 62 2 4 00 0 9 0 1 0

0 13:15 PM 52 34 15 0 101 2 7

0 0 0 1 0 00 0 0

3:00 PM 34 53 10 0 97 10 0 0 0 0 0

0 0 20

2:30 PM 41 36 15 0 92 0 0 00 0 0 0 0 0


2:45 PM 21 38 17 0 76

0 0 0

- 21% -HV% - - 9% 18% 0%

0 22:15 PM 33 34 19 0 86 0 0


2:00 PM 29 42 14

52170 0 481 0 2 1185 9 304 474 2 0

0

Interval Start


5% - 0% 0% 0% 13%17% 23% 0%

Peak Hour

All 0 0 1,0114 0 313 1 982 0

0 0 0 0 351 0109 0 0 35 0 261 2,640 0

HV 0 0 96 33 0

Count Total 0 0 1,897 355 16 556 882 7 2 1 5,016 0532 2,4050 148 0 0 0 00 51 82 0 0 31

2 0 0 641 2,4583:45 PM 0 0 185 35

0 0 34 1 144 0548 2,581

3:30 PM 0 0 265 49 4 66 760 111 0 0 0 02 79 67 1 0 36

0 0 0 684 2,6403:15 PM 0 0 212 40

1 0 42 0 119 0585 2,611

3:00 PM 0 0 293 50 1 73 1050 121 0 1 1 02 63 97 0 0 41

0 0 1 764 02:45 PM 0 0 227 32

0 0 42 0 144 0607 0

2:30 PM 0 0 306 69 4 80 1180 97 0 1 0 02 88 154 1 0 45

3 1 0 655 02:15 PM 0 0 185 34

1 0 42 0 98 02:00 PM 0 0 224 46 1 56 183UT LT TH RT UT LT


UT LT TH RT

Interval Start


UT LT TH RT


SB 0.0% 0.50TOTAL 13.3% 0.86

TH RT

WB 20.4% 0.81NB 9.4% 0.88


HV %: PHFEB 10.8% 0.80

010

0 0 0000

000

0

3

0 0

N

Clawiter RdW Winton Ave

W Winton Ave

Cla

wite

r Rd

W Winton Ave

Tusk

egee

Dr

2,640TEV:0.86PHF:

1 1 2

4 20

2

474

304

789

1,5039

4810

170

651

490

0

185

1,011

0

1,196

6450


www.idaxdata.com




0 00 0 00 0 0

0 4 00 0 0

010 0 0 0160 0 11 0

0010

00000

0

THLT00000000

010

00

0 0 0

0 0 00

THLT

10 0 0 00 018 000 0 0

0 00 0


0

17100 00 0 1 06 16

3:45 PM0 0 0 0

103:30 PM

90 0 0 00 01 1

3:15 PM0 0 0

0 2 00 2 0

0 7 0

13:00 PM

000 00 0

2:45 PM0 0 0 0

02:30 PM

00 0 0 00 02:15 PM 00 0

0 0 0

1 02:00 PMRT

351 0

Interval Start


Rolling One Hour

0 26 0 0 0 00 52 109 0 0 35

RTTHLT RTTHLTRT

0 0 0 682 0Peak Hour 0 0 96 33

0 0 77 0 45 0Count Total 0 0 196 63 0 99 20283 3430 4 0 0 0 00 12 29 0 0 12

0 0 0 62 3363:45 PM 0 0 19 7

0 0 13 0 3 0101 366

3:30 PM 0 0 18 5 0 9 140 6 0 0 0 00 18 16 0 0 9

0 0 0 97 3513:15 PM 0 0 39 13

0 0 6 0 4 076 339

3:00 PM 0 0 26 8 0 19 340 10 0 0 0 00 12 26 0 0 7

0 0 0 92 02:45 PM 0 0 19 2

0 0 10 0 5 086 0

2:30 PM 0 0 26 15 0 9 270 7 0 0 0 00 12 22 0 0 12

0 0 0 85 02:15 PM 0 0 25 8

0 0 8 0 6 0TH RT

2:00 PM 0 0 24 5 0 8 34UT LT TH RT UT LT


Interval Start





PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE: DAY: THURSDAYN-S APPROACH: CLAWITER ROAD SURVEY TIME: TOE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARD FILE: 3601011-59PM


0 2 3 0PHF = 0.42

5 0

1 0 PHF =0.77

0 272368 525

977 2501147 1566

169 3PHF =

WINTON AVENUE 0.87

421 6780 95 0 583



4:00 PM to 4:15 PM 26 0 177 1 1 0 1 0 274 56 1 71 99 0 7074:15 PM to 4:30 PM 49 0 316 1 1 0 1 0 476 86 3 134 150 0 12174:30 PM to 4:45 PM 73 0 458 1 1 0 1 0 736 137 3 188 207 0 18054:45 PM to 5:00 PM 95 0 583 3 2 0 1 0 977 169 3 250 272 0 23555:00 PM to 5:15 PM 119 0 701 3 2 0 3 0 1274 247 3 330 343 0 30255:15 PM to 5:30 PM 136 0 822 3 2 0 3 0 1523 273 3 392 402 0 35595:30 PM to 5:45 PM 157 0 941 4 3 0 3 0 1739 312 3 462 449 0 40735:45 PM to 6:00 PM 176 0 1058 4 3 0 5 0 1932 335 3 520 508 0 4544




0 95 0 583 0 3 2 0 1 0 977 169 3 250 272 0 23550.00 0.91 0.00 0.82 0.00 0.38 0.50 0.00 0.25 0.00 0.89 0.75 0.38 0.88 0.69 0.00 OVERALL

0.8327

7TEL: (510) 232 - 1271 E MAIL: [email protected]



PHF BY APPROACH 0.83 0.42 0.87 0.77

S U R V E Y D A T A




VOLUMEPHF BY MOVEMENT

2355

TIME PERIOD

4:00 PM 6:00 PM


2/11/2016

PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE: DAY: THURSDAYN-S APPROACH: CLAWITER ROAD SURVEY TIME: TOE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARD FILE: 3601011-59PM


0 0 0 0

TOTAL N-END 0

0 00 0


21 0 1 1

0 0 1 1

WINTON AVENUE







0 0 1 1 2

S U R V E Y D A T A




BICYCLE


2

TIME PERIOD

4:00 PM 6:00 PM

PEAK HOUR


2/11/2016


PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE:N-S APPROACH: CLAWITER ROAD DAY: THURSDAYE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARDSURVEY PERIOD: 4:00 PM TO 6:00 PM FILE: 3601011-59PM


7 N-LEG

B 0 A&BA 0 W-LEG 0

0 0 G&H 0 H C


5 E 7 E-LEG2 F E&F




S U R V E Y D A T A04:00 PM --- 04:15 PM 0 0 0 0 2 1 0 0 3

04:15 PM --- 04:30 PM 0 0 0 0 3 2 0 0 5

04:30 PM --- 04:45 PM 0 0 0 0 5 2 0 0 7

04:45 PM --- 05:00 PM 0 0 0 0 5 2 0 0 7

05:00 PM --- 05:15 PM 0 0 0 0 5 3 0 0 8

05:15 PM --- 05:30 PM 0 0 0 0 6 3 0 0 9

05:30 PM --- 05:45 PM 0 0 0 0 7 3 0 0 10

05:45 PM --- 06:00 PM 0 0 0 0 7 3 0 0 10


04:15 PM --- 04:30 PM 0 0 0 0 1 1 0 0 2

04:30 PM --- 04:45 PM 0 0 0 0 2 0 0 0 2

04:45 PM --- 05:00 PM 0 0 0 0 0 0 0 0 0

05:00 PM --- 05:15 PM 0 0 0 0 0 1 0 0 1

05:15 PM --- 05:30 PM 0 0 0 0 1 0 0 0 1

05:30 PM --- 05:45 PM 0 0 0 0 1 0 0 0 1

05:45 PM --- 06:00 PM 0 0 0 0 0 0 0 0 0


04:15 PM --- 05:15 PM 0 0 0 0 3 2 0 0 5

04:30 PM --- 05:30 PM 0 0 0 0 3 1 0 0 4

04:45 PM --- 05:45 PM 0 0 0 0 2 1 0 0 3

05:00 PM --- 06:00 PM 0 0 0 0 2 1 0 0 3




0 7 0 0 7PEDESTRIAN

PEDESTRIAN

2/11/2016

PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE: DAY: WEDNESDAYN-S APPROACH: HESPERIAN BOULEVARD SURVEY TIME: TOE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARD FILE: 3601011-61AM


1037 1017 108 0PHF = 0.85

2162 973

0 155 PHF =0.89

201 9742049 1315

341 186577 586

35 0PHF =

WINTON AVENUE 0.91

1253 80715 38 617 137

HESPERIAN BOULEVARD PHF = 0.88


7:00 AM to 7:15 AM 3 5 63 25 17 237 278 35 69 10 44 236 7 10297:15 AM to 7:30 AM 4 17 126 45 49 441 569 68 163 23 87 480 26 20987:30 AM to 7:45 AM 7 25 267 77 69 745 878 107 247 34 145 752 47 34007:45 AM to 8:00 AM 10 36 424 104 95 992 1162 158 333 40 199 969 78 46008:00 AM to 8:15 AM 17 47 568 137 134 1189 1363 226 419 44 233 1251 130 57588:15 AM to 8:30 AM 19 55 743 182 157 1458 1606 269 504 58 273 1454 181 69598:30 AM to 8:45 AM 21 68 850 213 185 1729 1803 324 585 67 365 1660 206 80768:45 AM to 9:00 AM 25 80 983 240 229 2003 2011 359 676 77 430 1887 227 9227




15 38 617 137 0 108 1017 1037 0 201 341 35 0 186 974 155 48610.54 0.86 0.88 0.76 0.00 0.69 0.84 0.84 0.00 0.74 0.99 0.63 0.00 0.80 0.86 0.75 OVERALL

0.93338


9:00 AM

TIME PERIOD


VOLUME

PEDESTRIANBICYCLE


8 10 8

2/3/20167:00 AM


4861

S U R V E Y D A T A



N-LEG S-LEG E-LEG W-LEG12

1 0 0 2

PEDESTRIAN BY LEG: 6 14 8 10

PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE: DAY: WEDNESDAYN-S APPROACH: HESPERIAN BOULEVARD SURVEY TIME: TOE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARD FILE: 3601011-61AM


0 0 0 0

TOTAL N-END 0

0 00 0


20 0 2 2

0 0 0 1

WINTON AVENUE

0 0 0 1 0 1HESPERIAN BOULEVARD TOTAL S-END 1






1 0 0 2 3


6

3

S U R V E Y D A T A


2/3/20167:00 AM 9:00 AM

BICYCLE

TIME PERIOD





PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE:N-S APPROACH: HESPERIAN BOULEVARD DAY: WEDNESDAYE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARDSURVEY PERIOD: 7:00 AM TO 9:00 AM FILE: 3601011-61AM


38 N-LEG

B 6 A&BA 0 W-LEG 6

7 3 G&H 10 H C


6 E 14 E-LEG8 F E&F

S-LEGLEGEND: HESPERIAN BOULEVARD BY LEG: BY DIRECTION:



S U R V E Y D A T A07:00 AM --- 07:15 AM 1 1 3 2 3 1 0 4 15

07:15 AM --- 07:30 AM 1 4 6 3 6 2 0 9 31

07:30 AM --- 07:45 AM 1 5 8 4 7 2 1 11 39

07:45 AM --- 08:00 AM 1 8 8 5 8 6 3 11 50

08:00 AM --- 08:15 AM 1 8 8 6 10 9 3 13 58

08:15 AM --- 08:30 AM 1 10 9 8 12 10 3 16 69

08:30 AM --- 08:45 AM 1 10 12 9 12 11 3 17 75

08:45 AM --- 09:00 AM 1 10 15 9 15 11 4 21 86


07:15 AM --- 07:30 AM 0 3 3 1 3 1 0 5 16

07:30 AM --- 07:45 AM 0 1 2 1 1 0 1 2 8

07:45 AM --- 08:00 AM 0 3 0 1 1 4 2 0 11

08:00 AM --- 08:15 AM 0 0 0 1 2 3 0 2 8

08:15 AM --- 08:30 AM 0 2 1 2 2 1 0 3 11

08:30 AM --- 08:45 AM 0 0 3 1 0 1 0 1 6

08:45 AM --- 09:00 AM 0 0 3 0 3 0 1 4 11


07:15 AM --- 08:15 AM 0 7 5 4 7 8 3 9 43

07:30 AM --- 08:30 AM 0 6 3 5 6 8 3 7 38

07:45 AM --- 08:45 AM 0 5 4 5 5 9 2 6 36

08:00 AM --- 09:00 AM 0 2 7 4 7 5 1 10 36




6 14 8 10 38

2/3/2016

PEDESTRIAN

PEDESTRIAN

www.idaxdata.com

toto



Total3

9

9

6

8

19

11

15

80

2780 1 4 16 2 112 18


5 5 30 0 0 0 0 21:45 PM 25 41 10 17 93

0 0 8 1 0 22

1:30 PM 57 32 5 10 104 0 0 00 0 0 4 7 6

0 31:15 PM 49 43 3 13 108 0 0

0 0 0 0 5 00 0 1

1:00 PM 41 46 6 8 101 01 0 0 0 1 5

0 0 43

12:30 PM 61 44 4 11 120 0 0 00 1 2 5 1 0


12:45 PM 40 36 6 7 89

0 0 5

0% 12% 2%HV% - 2% 22% 6% 0%

1 012:15 PM 37 40 6 13 96 1 0


12:00 PM 59 41 5

483 629 207 7 214 529108 4 248 649 150 40

0

Interval Start


0% 0% 1% 2% 8% 9%2% 24% 1%

Peak Hour

All 0 371 845327 67 137 1,308 405 9

0 3 12 26 420 0156 1 0 10 10 1344 4,428 0

HV 0 6 185 6 0

Count Total 0 739 1,632 178 10 469 1,289 371 1,083 745 8,769 01,062 4,341182 52 0 53 142 1020 46 155 50 4 14

26 126 91 1,103 4,3741:45 PM 0 77 172 13

47 8 11 153 42 21,064 4,396

1:30 PM 0 122 244 20 3 60 148167 55 0 43 134 1020 58 171 45 7 16

35 152 106 1,112 4,4031:15 PM 0 68 177 21

35 8 13 177 49 01,095 4,428

1:00 PM 0 101 194 16 3 57 166159 55 2 55 122 981 60 169 41 20 23

53 128 87 1,125 012:45 PM 0 69 203 18

36 6 19 172 44 21,071 0

12:30 PM 0 102 224 24 0 61 167156 49 3 53 146 791 65 152 32 6 22

53 133 80 1,137 012:15 PM 0 107 174 26

41 8 19 142 59 012:00 PM 0 93 244 40 2 62 161UT LT TH RT UT LT


UT LT TH RT

Interval Start

W Winton Ave W Winton Ave Hesperian Blvd Hesperian Blvd15-min Total

UT LT TH RT


SB 3.7% 0.97TOTAL 9.5% 0.97

TH RT

WB 15.3% 0.97NB 2.2% 0.93


HV %: PHFEB 14.9% 0.88

102

1 0 0000

000

1

8

2 16

N

Hesperian BlvdW Winton Ave

W Winton Ave

Hes

peria

n B

lvd

W Winton Ave

Hes

peria

n B

lvd

4,428TEV:0.97PHF:

344

529

214

1,09

4

1,15

77

150

649

248

1,051

1,2704

207

62983

959

925

40

108

845

371

1,324

1,0760


www.idaxdata.com




0 00 0 00 0 0

0 0 00 0 0

102 0 0 0102 0 0 0

0100

00000

0

THLT00000000

000

10

0 0 0

0 0 00

THLT

40 0 0 10 04 010 0 0

0 00 0


0

0000 00 0 0 00 1

1:45 PM0 0 0 0

11:30 PM

00 0 0 00 00 3

1:15 PM0 0 0

0 0 00 0 0

0 0 0

41:00 PM

100 00 0

12:45 PM0 0 0 0

012:30 PM

20 0 0 10 012:15 PM 10 0

0 0 0

1 012:00 PMRT

420 0

Interval Start


Rolling One Hour

10 1 0 3 12 260 4 156 1 0 10

RTTHLT RTTHLTRT

6 21 62 826 0Peak Hour 0 6 185 6

4 1 14 26 4 0Count Total 0 24 330 15 0 10 30993 4068 1 0 1 2 140 1 38 2 0 1

1 4 5 104 4021:45 PM 0 3 20 2

0 0 0 5 0 0108 418

1:30 PM 0 8 48 1 0 2 301 1 0 1 2 100 2 41 0 0 1

0 1 7 101 4061:15 PM 0 5 40 4

1 1 2 2 1 089 420

1:00 PM 0 2 37 2 0 1 443 1 0 1 2 40 1 34 1 0 2

1 3 7 120 012:45 PM 0 0 38 2

0 0 3 1 0 096 0

12:30 PM 0 3 56 2 0 2 424 0 0 1 5 70 0 40 0 0 2

0 2 8 115 012:15 PM 0 2 34 1

0 0 3 2 0 0TH RT

12:00 PM 0 1 57 1 0 1 40UT LT TH RT UT LT


Interval Start





www.idaxdata.com

toto



Total11

14

22

9

10

14

16

15

111

49150 0 0 16 12 616 35


3 1 50 0 0 0 0 63:45 PM 32 33 5 14 84

0 0 5 5 1 54

3:30 PM 18 24 5 16 63 0 0 00 0 0 5 2 3

1 43:15 PM 46 34 3 18 101 0 0

0 0 0 0 4 14 1 2

3:00 PM 34 43 3 11 91 00 0 0 0 0 2

9 7 46

2:30 PM 27 29 7 14 77 0 0 01 0 1 5 2 1


2:45 PM 30 39 5 12 86

0 0 2

0% 0% 1%HV% - 2% 11% 4% 0%

1 52:15 PM 38 42 4 15 99 0 0


2:00 PM 33 39 9

539 1,051 255 2 179 58271 8 254 461 148 19

0

Interval Start


2% 0% 2% 3% 15% 7%2% 28% 3%

Peak Hour

All 0 598 1,044316 45 90 1,887 459 7

0 4 15 38 341 0131 4 0 0 10 6259 4,970 0

HV 0 12 113 3 0

Count Total 0 1,097 2,017 127 15 459 1,011 348 1,074 588 9,540 01,192 4,930299 53 2 34 155 551 51 94 34 5 8

41 151 61 1,253 4,9703:45 PM 0 146 246 9

34 5 9 288 66 01,204 4,890

3:30 PM 0 156 276 8 4 60 94254 65 1 42 138 741 65 113 38 4 12

50 132 71 1,281 4,7923:15 PM 0 143 241 13

44 3 8 279 55 11,232 4,610

3:00 PM 0 127 285 28 2 60 136230 69 0 46 161 531 69 118 32 7 10

49 108 80 1,173 02:45 PM 0 172 242 22

46 7 19 210 50 11,106 0

2:30 PM 0 126 274 15 4 54 130184 50 1 46 102 1001 37 181 48 4 12

40 127 94 1,099 02:15 PM 0 100 226 14

40 10 12 143 51 12:00 PM 0 127 227 18 1 63 145UT LT TH RT UT LT


UT LT TH RT

Interval Start


UT LT TH RT


SB 5.6% 0.98TOTAL 6.9% 0.97

TH RT

WB 16.1% 0.90NB 1.2% 0.93


HV %: PHFEB 7.5% 0.97

000

0 0 0000

000

6

15

12 16

N

Hesperian BlvdW Winton Ave

W Winton Ave

Hes

peria

n B

lvd

W Winton Ave

Hes

peria

n B

lvd

4,970TEV:0.97PHF:

259

582

179

1,02

2

1,79

92

148

461

254

871

1,4868

255

1,05

139

1,36

4

926

19

71

1,044

598

1,713

7590


www.idaxdata.com




0 00 0 00 0 0

0 0 00 0 0

000 0 0 0000 0 0 0

0000

00000

0

THLT00000000

000

00

0 0 0

0 0 00

THLT

00 0 0 00 01 000 1 0

0 00 0


0

0000 00 0 0 00 0

3:45 PM0 0 0 0

03:30 PM

00 0 0 00 00 1

3:15 PM0 0 0

0 0 00 0 0

0 0 0

13:00 PM

000 00 0

2:45 PM0 0 0 0

02:30 PM

10 0 0 00 12:15 PM 00 0

0 0 0

0 02:00 PMRT

341 0

Interval Start


Rolling One Hour

10 6 0 4 15 380 5 131 4 0 0

RTTHLT RTTHLTRT

6 32 79 700 0Peak Hour 0 12 113 3

7 1 4 25 11 1Count Total 0 27 227 4 0 8 26884 3394 1 0 0 6 80 0 33 0 0 0

2 6 8 63 3413:45 PM 0 4 28 0

0 0 0 4 1 0101 355

3:30 PM 0 3 15 0 0 3 211 2 0 1 3 140 1 31 2 0 0

0 2 9 91 3533:15 PM 0 1 43 2

1 0 0 3 0 086 361

3:00 PM 0 4 30 0 0 0 422 3 0 1 4 70 1 37 1 0 0

1 3 9 77 02:45 PM 0 4 25 1

0 0 0 4 3 199 0

2:30 PM 0 4 23 0 0 0 292 0 0 1 2 120 2 38 2 0 2

0 6 12 99 02:15 PM 0 3 35 0

1 1 2 5 1 0TH RT

2:00 PM 0 4 28 1 0 1 37UT LT TH RT UT LT


Interval Start





PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE: DAY: WEDNESDAYN-S APPROACH: HESPERIAN BOULEVARD SURVEY TIME: TOE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARD FILE: 3601011-61PM


182 725 163 7PHF = 0.86

1077 2062

0 216 PHF =0.87

690 300500 802

1019 2751761 1369

52 11PHF =

WINTON AVENUE 0.91

1076 136724 18 1149 176

HESPERIAN BOULEVARD PHF = 0.95


4:00 PM to 4:15 PM 8 4 259 41 3 30 147 41 176 272 16 4 60 102 50 12134:15 PM to 4:30 PM 12 10 528 98 5 75 334 75 331 492 29 9 114 185 94 23914:30 PM to 4:45 PM 18 16 819 153 5 122 489 117 523 774 37 10 187 265 148 36834:45 PM to 5:00 PM 21 19 1133 188 8 167 689 156 679 1009 50 12 250 335 198 49145:00 PM to 5:15 PM 32 25 1413 240 9 200 843 202 865 1279 63 19 323 427 257 61975:15 PM to 5:30 PM 36 28 1677 274 12 238 1059 257 1021 1511 81 20 389 485 310 73985:30 PM to 5:45 PM 44 34 2001 330 13 271 1234 288 1202 1725 95 22 458 573 374 86645:45 PM to 6:00 PM 52 42 2246 381 13 311 1425 318 1351 1996 113 23 531 628 423 9853




24 18 1149 176 7 163 725 182 0 690 1019 52 11 275 300 216 50070.55 0.75 0.91 0.80 0.58 0.87 0.84 0.83 0.00 0.90 0.90 0.72 0.39 0.94 0.82 0.92 OVERALL

0.97362

62


2/3/20164:00 PM 6:00 PM

5007

TIME PERIOD

S U R V E Y D A T A








PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE: DAY: WEDNESDAYN-S APPROACH: HESPERIAN BOULEVARD SURVEY TIME: TOE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARD FILE: 3601011-61PM


0 1 1 0

TOTAL N-END 3

2 10 1


00 0 0 1

0 0 0 1

WINTON AVENUE

0 0 0 0 1 0HESPERIAN BOULEVARD TOTAL S-END 1






0 2 0 1 3

PEAK HOUR


2/3/20164:00 PM 6:00 PM


3

TIME PERIOD

S U R V E Y D A T A




BICYCLE


PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE:N-S APPROACH: HESPERIAN BOULEVARD DAY: WEDNESDAYE-W APPROACH: WINTON AVENUE JURISDICTION: HAYWARDSURVEY PERIOD: 4:00 PM TO 6:00 PM FILE: 3601011-61PM


62 N-LEG

B 3 A&BA 1 W-LEG 4

7 2 G&H 9 H C


11 E 25 E-LEG14 F E&F

S-LEGLEGEND: HESPERIAN BOULEVARD BY LEG: BY DIRECTION:



S U R V E Y D A T A04:00 PM --- 04:15 PM 3 2 1 4 2 0 0 3 15

04:15 PM --- 04:30 PM 7 3 5 7 3 4 3 5 37

04:30 PM --- 04:45 PM 7 3 8 9 3 8 4 6 48

04:45 PM --- 05:00 PM 7 5 10 17 9 16 4 7 75

05:00 PM --- 05:15 PM 8 6 13 19 14 17 4 9 90

05:15 PM --- 05:30 PM 8 6 13 23 14 18 5 12 99

05:30 PM --- 05:45 PM 9 6 14 26 14 22 7 12 110

05:45 PM --- 06:00 PM 9 8 14 29 17 24 7 14 122


04:15 PM --- 04:30 PM 4 1 4 3 1 4 3 2 22

04:30 PM --- 04:45 PM 0 0 3 2 0 4 1 1 11

04:45 PM --- 05:00 PM 0 2 2 8 6 8 0 1 27

05:00 PM --- 05:15 PM 1 1 3 2 5 1 0 2 15

05:15 PM --- 05:30 PM 0 0 0 4 0 1 1 3 9

05:30 PM --- 05:45 PM 1 0 1 3 0 4 2 0 11

05:45 PM --- 06:00 PM 0 2 0 3 3 2 0 2 12


04:15 PM --- 05:15 PM 5 4 12 15 12 17 4 6 75

04:30 PM --- 05:30 PM 1 3 8 16 11 14 2 7 62

04:45 PM --- 05:45 PM 2 3 6 17 11 14 3 6 62

05:00 PM --- 06:00 PM 2 3 4 12 8 8 3 7 47




4 25 24 9 62

2/3/2016

PEDESTRIAN

PEDESTRIAN

www.idaxdata.com

toto



Total2

1

0

0

0

3

0

0

6

3

WB 5.6% 0.91NB 5.7% 0.87


HV %: PHFEB 15.6% 0.95


UT LT TH RT

Interval Start

W Winton Ave W Winton Ave Southland Dr 015-min Total

UT LT TH RT

SB - -TOTAL 8.2% 0.96

TH RT7:00 AM 0 0 186 8 0 129 311

UT LT TH RT UT LT


0 150 349 0 0 00 0 0 705 0

7:15 AM 0 0 195 40 0 0 0 71 0

0 0 0 845 07:45 AM 0 0 212 5

0 0 0 0 74 0762 0

7:30 AM 0 0 198 6 0 178 3890 64 0 0 0 0

927 3,2398:00 AM 0 0 230 10 0 210 377

0 66 0 0 0 00 233 411 0 0 0

0 205 368 0 0 00 0 0 903 3,437

8:15 AM 0 0 215 60 0 0 0 76 0

0 0 0 866 3,5768:45 AM 0 0 206 15

0 0 0 0 72 0880 3,555

8:30 AM 0 0 236 5 0 196 3570 86 0 0 0 0

812 3,4610 66 0 0 0 00 178 347 0 0 0Count Total 0 0 1,678 59 0 1,479 2,909 0 0 0 6,700 0

Peak Hour

All 0 0 8930 0 0 0 575 0

0 0 0 0 292 0114 0 0 0 0 170 3,576 0

HV 0 0 143 0 0 180 0 300 0 0 026 0 844 1,513 0 0

0

Interval Start


6% - - - - 8%2% 8% - - - -HV% - - 16% 0% -

0 27:15 AM 38 34 2 0 74 0 0


7:00 AM 38 34 6 0 78 0EB WB NB SB Total East

7:45 AM 40 27 6 0 73

0 0 0 0 0 01

7:30 AM 31 26 7 0 64 0 0 00 0 0 0 0 0

0 08:15 AM 29 42 2 0 73 0 0

0 0 0 0 0 00 0 0

8:00 AM 42 30 4 0 76 00 0 0 0 0 0

8:45 AM 44 29 3 0 76

0 4 0 0 0 00

8:30 AM 32 33 5 0 70 0 2 20 0 0 3 0 0

0 0 00 0 0 0 0 00 3

Peak Hr 143 132 17 0 292 0 23 2 0 5 3 0Count Total 294 255 35 0 584 0

02 0 4 3 0 0

00

20

20

0

0

0 3

N

Southland DrW Winton Ave

W Winton Ave

Sou

thla

nd D

rW Winton Ave

3,576TEV:0.96PHF:

1,513

844 2,357

1,1930

3000

300

870

0

26

893919

1,5130


www.idaxdata.com





Interval Start



0 0 0 78 07:15 AM 0 0 38 0

0 0 0 0 6 0TH RT

7:00 AM 0 0 38 0 0 6 28UT LT TH RT UT LT

74 07:30 AM 0 0 30 1 0 3 23

0 2 0 0 0 00 8 26 0 0 0

0 4 23 0 0 00 0 0 64 0

7:45 AM 0 0 40 00 0 0 0 7 0

0 0 0 76 2878:15 AM 0 0 29 0

0 0 0 0 4 073 289

8:00 AM 0 0 42 0 0 2 280 6 0 0 0 0

73 2868:30 AM 0 0 32 0 0 6 27

0 2 0 0 0 00 6 36 0 0 0

0 4 25 0 0 00 0 0 70 292

8:45 AM 0 0 42 20 0 0 0 5 0

76 2950 3 0 0 0 00 0 0 584 0

Peak Hour 0 0 143 00 0 0 0 35 0Count Total 0 0 291 3 0 39 216

Westbound Northbound SouthboundLT TH RT LT TH RT LT

292 0

Interval Start


Rolling One HourEastbound

0 17 0 0 0 00 18 114 0 0 0

0 0 1 07:15 AM 0 0 0 0 0

0 0 0 0 0 0TH RT LT TH RT

7:00 AM 0 0 0 1

0 07:45 AM 0 0 0 0 0 0 0

0 0 0 0 0 00 0 0

7:30 AM 0 0 0 0 0 00 0 0 0 0 0

8:15 AM 0 0 0 0 00 0 0 0 0 0

18:00 AM 0 0 0 0 0 0 0 0

0 0 0 0 0 0

4 48:45 AM 0 0 0 0 0 0 0

0 0 2 0 0 00 0 0

8:30 AM 0 0 0 0 2 00 0 0 0 0 0

40 0 0 0 0 0Count Total 0 0 0 1 2 0 0 0

0 4 00 0 0 2 0 0Peak Hour 0 0 0 0 22 0 0 0 5 0


www.idaxdata.com

toto



Total0

4

1

1

0

1

3

2

12

6

WB 9.2% 0.98NB 2.1% 0.92


HV %: PHFEB 11.3% 0.88


UT LT TH RT

Interval Start


UT LT TH RT

SB - -TOTAL 8.7% 0.96

TH RT12:00 PM 0 0 357 21 1 205 279

UT LT TH RT UT LT


0 157 273 0 0 00 0 0 1,058 0

12:15 PM 0 0 341 270 0 0 0 195 0

0 0 0 936 012:45 PM 0 0 328 23

0 0 0 0 145 0947 0

12:30 PM 0 0 344 17 0 158 2720 149 0 0 0 0

939 3,8801:00 PM 0 0 322 13 0 178 264

0 143 0 0 0 00 177 268 0 0 0

0 187 279 0 0 00 0 0 967 3,789

1:15 PM 0 0 300 110 0 0 0 190 0

0 0 0 974 3,8341:45 PM 0 0 381 11

0 0 0 0 176 0954 3,796

1:30 PM 0 0 324 11 0 186 2770 177 0 0 0 0

1,020 3,9150 159 0 0 0 00 177 292 0 0 0Count Total 0 0 2,697 134 1 1,425 2,204 0 0 0 7,795 0

Peak Hour

All 0 0 1,3270 0 0 0 1,334 0

0 0 0 0 339 0158 0 0 0 0 150 3,915 0

HV 0 0 152 3 0 110 0 702 0 0 046 0 728 1,112 0 0

0

Interval Start


2% - - - - 9%2% 14% - - - -HV% - - 11% 7% -

0 012:15 PM 41 51 5 0 97 0 0


12:00 PM 54 52 8 0 114 0EB WB NB SB Total East

12:45 PM 40 43 6 0 89

0 0 0 0 0 14

12:30 PM 56 46 2 0 104 0 0 00 0 0 0 0 0

0 01:15 PM 38 41 7 0 86 0 0

0 0 0 0 0 00 0 1

1:00 PM 37 51 1 0 89 00 0 0 0 0 0

1:45 PM 35 40 2 0 77

0 0 0 0 0 31

1:30 PM 45 37 5 0 87 0 0 00 0 0 0 0 0

0 0 20 0 1 0 1 00 12


61 0 1 0 0 0

00

10

00

0

6

0 0

N


W Winton Ave

Sou

thla

nd D

rW Winton Ave

3,915TEV:0.96PHF:

1,112

728 1,840

2,0290

7020

702

774

0

46

1,3271,373

1,1120


www.idaxdata.com





Interval Start



0 0 0 114 012:15 PM 0 0 39 2

0 0 0 0 8 0TH RT

12:00 PM 0 0 54 0 0 3 49UT LT TH RT UT LT

97 012:30 PM 0 0 56 0 0 3 43

0 5 0 0 0 00 2 49 0 0 0

0 2 41 0 0 00 0 0 104 0

12:45 PM 0 0 40 00 0 0 0 2 0

0 0 0 89 3791:15 PM 0 0 37 1

0 0 0 0 1 089 404

1:00 PM 0 0 37 0 0 4 470 6 0 0 0 0

86 3681:30 PM 0 0 44 1 0 3 34

0 7 0 0 0 00 4 37 0 0 0

0 0 40 0 0 00 0 0 87 351

1:45 PM 0 0 34 10 0 0 0 5 0

77 3390 2 0 0 0 00 0 0 743 0



339 0

Interval Start



0 15 0 0 0 00 11 158 0 0 0

0 0 0 012:15 PM 0 0 0 0 0


12:00 PM 0 0 0 0

0 012:45 PM 0 0 0 0 0 0 0

0 0 0 0 0 00 0 0

12:30 PM 0 0 0 0 0 00 0 0 0 0 0

1:15 PM 0 0 0 0 00 0 0 0 0 0

01:00 PM 0 0 0 0 0 0 0 0

0 0 0 0 0 0

0 01:45 PM 0 0 0 0 0 0 0

0 0 0 0 0 00 0 0

1:30 PM 0 0 0 0 0 00 0 0 0 0 0

10 1 0 0 0 1Count Total 0 0 0 0 0 0 0 0

0 1 00 0 0 1 0 0Peak Hour 0 0 0 0 01 0 0 0 1 0


www.idaxdata.com

toto



Total6

1

0

1

1

1

3

3

16

3

WB 9.3% 0.96NB 1.8% 0.96


HV %: PHFEB 7.7% 0.95


UT LT TH RT

Interval Start


UT LT TH RT

SB - -TOTAL 7.3% 0.98

TH RT2:00 PM 0 0 343 8 0 151 316

UT LT TH RT UT LT


0 141 272 0 0 00 0 0 995 0

2:15 PM 0 0 352 130 0 0 0 177 0

0 0 0 1,073 02:45 PM 0 0 430 11

0 0 0 0 182 0956 0

2:30 PM 0 0 459 14 0 143 2750 178 0 0 0 0

1,080 4,1043:00 PM 0 0 447 16 1 158 265

0 193 0 0 0 00 182 264 0 0 0

0 165 252 0 0 00 0 0 1,060 4,169

3:15 PM 0 0 409 90 0 0 0 173 0

0 0 0 1,002 4,1673:45 PM 0 0 436 8

0 0 0 0 175 01,025 4,238

3:30 PM 0 0 436 9 0 154 2280 190 0 0 0 0

974 4,0610 184 0 0 0 01 134 211 0 0 0Count Total 0 0 3,312 88 2 1,228 2,083 0 0 0 8,165 0

Peak Hour

All 0 0 1,7450 0 0 0 1,452 0

0 0 0 0 309 0144 0 0 0 0 130 4,238 0

HV 0 0 137 1 0 140 0 738 0 0 050 1 648 1,056 0 0

0

Interval Start


2% - - - - 7%2% 14% - - - -HV% - - 8% 2% 0%

0 62:15 PM 33 40 5 0 78 0 0



2:45 PM 27 43 3 0 73

0 0 0 0 0 01

2:30 PM 36 33 7 0 76 0 0 00 0 0 0 0 0

0 13:15 PM 42 35 2 0 79 0 1

2 0 0 2 0 00 0 1

3:00 PM 33 47 1 0 81 00 0 0 0 0 0

3:45 PM 32 35 3 0 70

0 0 0 0 0 31

3:30 PM 20 30 4 0 54 0 0 01 0 2 0 0 0

0 0 30 0 0 0 0 00 16


31 0 4 0 0 0

00

10

03

0

3

0 0

N


W Winton Ave

Sou

thla

nd D

rW Winton Ave

4,238TEV:0.98PHF:

1,056

648 1,705

2,4841

7380

738

698

0

50

1,7451,795

1,0560


www.idaxdata.com





Interval Start



0 0 0 93 02:15 PM 0 0 31 2

0 0 0 0 4 0TH RT

2:00 PM 0 0 30 0 0 3 56UT LT TH RT UT LT

78 02:30 PM 0 0 36 0 0 3 30

0 5 0 0 0 00 5 35 0 0 0

0 3 40 0 0 00 0 0 76 0

2:45 PM 0 0 27 00 0 0 0 7 0

0 0 0 81 3083:15 PM 0 0 42 0

0 0 0 0 1 073 320

3:00 PM 0 0 32 1 0 6 410 3 0 0 0 0

79 3093:30 PM 0 0 20 0 0 2 28

0 2 0 0 0 00 2 33 0 0 0

0 3 32 0 0 00 0 0 54 287

3:45 PM 0 0 32 00 0 0 0 4 0

70 2840 3 0 0 0 00 0 0 604 0



309 0

Interval Start



0 13 0 0 0 00 14 144 0 0 0

0 0 0 02:15 PM 0 0 0 0 0


2:00 PM 0 0 0 0

0 02:45 PM 0 0 0 0 0 0 0

0 0 0 0 0 00 0 0

2:30 PM 0 0 0 0 0 00 0 0 0 0 0

3:15 PM 0 0 0 1 00 0 0 0 2 2

03:00 PM 0 0 0 2 0 0 0 0

0 0 0 0 0 0

0 43:45 PM 0 0 0 0 0 0 0

0 0 0 0 0 00 2 4

3:30 PM 0 0 0 0 0 00 0 0 1 0 0

40 0 0 0 0 0Count Total 0 0 0 3 0 0 0 0

0 4 00 0 0 1 0 0Peak Hour 0 0 0 3 01 0 0 0 4 0


www.idaxdata.com

toto



Total6

0

2

0

1

2

1

2

14

4

WB 5.0% 0.97NB 1.0% 0.89


HV %: PHFEB 3.1% 0.91


UT LT TH RT

Interval Start


UT LT TH RT

SB - -TOTAL 3.4% 0.95

TH RT4:00 PM 0 0 420 8 0 190 221

UT LT TH RT UT LT


0 160 217 0 0 00 0 0 1,094 0

4:15 PM 0 0 475 130 0 0 0 255 0

0 0 0 1,084 04:45 PM 0 0 469 14

0 0 0 0 233 01,082 0

4:30 PM 0 0 487 16 0 157 1910 217 0 0 0 0

1,117 4,3775:00 PM 0 0 477 13 0 177 217

0 215 0 0 0 00 166 253 0 0 0

0 167 238 0 0 00 0 0 1,086 4,369

5:15 PM 0 0 455 200 0 0 0 202 0

0 0 0 1,184 4,5165:45 PM 0 0 358 16

0 0 0 0 220 01,129 4,416

5:30 PM 0 0 539 12 0 162 2510 249 0 0 0 0

1,005 4,4040 172 0 0 0 00 196 263 0 0 0Count Total 0 0 3,680 112 0 1,375 1,851 0 0 0 8,781 0

Peak Hour

All 0 0 1,9400 0 0 0 1,763 0

0 0 0 0 153 075 0 0 0 0 90 4,516 0

HV 0 0 60 2 0 70 0 886 0 0 059 0 672 959 0 0

0

Interval Start


1% - - - - 3%1% 8% - - - -HV% - - 3% 3% -

0 64:15 PM 29 29 3 0 61 0 0



4:45 PM 14 23 0 0 37

0 0 0 0 0 20

4:30 PM 18 20 3 0 41 0 0 00 0 0 0 0 0

0 15:15 PM 17 21 5 0 43 1 0

0 0 0 0 0 00 0 0

5:00 PM 15 24 3 0 42 01 0 0 0 1 0

5:45 PM 12 13 0 0 25

0 0 0 0 0 12

5:30 PM 16 14 1 0 31 0 0 00 0 1 0 0 0

0 0 21 0 0 0 1 00 14


40 0 2 0 0 0

02

00

00

0

4

0 0

N


W Winton Ave

Sou

thla

nd D

rW Winton Ave

4,516TEV:0.95PHF:

959

672 1,631

2,8260

8860

886

731

0

59

1,9401,999

9590


www.idaxdata.com





Interval Start



0 0 0 53 04:15 PM 0 0 29 0

0 0 0 0 3 0TH RT

4:00 PM 0 0 20 0 0 2 28UT LT TH RT UT LT

61 04:30 PM 0 0 18 0 0 1 19

0 3 0 0 0 00 2 27 0 0 0

0 1 22 0 0 00 0 0 41 0

4:45 PM 0 0 14 00 0 0 0 3 0

0 0 0 42 1815:15 PM 0 0 16 1

0 0 0 0 3 037 192

5:00 PM 0 0 15 0 0 2 220 0 0 0 0 0

43 1635:30 PM 0 0 15 1 0 3 11

0 5 0 0 0 00 1 20 0 0 0

0 3 10 0 0 00 0 0 31 153

5:45 PM 0 0 12 00 0 0 0 1 0

25 1410 0 0 0 0 00 0 0 333 0



153 0

Interval Start



0 9 0 0 0 00 7 75 0 0 0

0 0 0 04:15 PM 0 0 0 0 0


4:00 PM 0 0 0 0

0 04:45 PM 0 1 0 0 0 0 0

0 0 0 0 0 00 0 0

4:30 PM 0 0 0 0 0 00 0 0 0 0 0

5:15 PM 0 1 0 0 00 0 0 0 0 1

15:00 PM 0 0 0 0 0 0 0 0

0 0 0 0 0 1

0 25:45 PM 0 1 0 0 0 0 0

0 0 0 0 0 00 1 2

5:30 PM 0 0 0 0 0 00 0 0 0 0 0

20 0 0 0 0 1Count Total 0 3 0 0 0 0 0 0

0 2 00 0 0 0 0 0Peak Hour 0 2 0 0 00 0 0 0 3 0


PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE: DAY: THURSDAYN-S APPROACH: CLAWITER ROAD SURVEY TIME: TOE-W APPROACH: DEPOT ROAD JURISDICTION: HAYWARD FILE: 3601011-66AM


187 623 28 0PHF = 0.95

838 99

0 7 PHF =0.84

41 318568 425

118 100198 180

39 0PHF =

DEPOT ROAD 0.87

762 1480 63 51 34



7:00 AM to 7:15 AM 15 11 6 5 173 43 8 25 14 21 65 2 3887:15 AM to 7:30 AM 27 20 8 16 335 85 16 49 22 44 132 4 7587:30 AM to 7:45 AM 47 34 23 27 506 123 29 74 29 67 205 5 11697:45 AM to 8:00 AM 59 49 32 33 658 172 37 111 41 92 304 7 15958:00 AM to 8:15 AM 78 62 40 33 796 230 49 143 53 121 383 9 19978:15 AM to 8:30 AM 92 75 47 36 943 269 56 169 61 145 457 9 23598:30 AM to 8:45 AM 113 96 56 37 1047 313 60 187 72 166 522 10 26798:45 AM to 9:00 AM 133 110 68 41 1169 360 70 226 88 188 592 10 3055




0 63 51 34 0 28 623 187 0 41 118 39 0 100 318 7 16090.00 0.79 0.85 0.57 0.00 0.64 0.91 0.81 0.00 0.79 0.80 0.81 0.00 0.86 0.80 0.88 OVERALL

0.9475


9:00 AM

TIME PERIOD


VOLUME

PEDESTRIANBICYCLE


0 1 0

2/11/20167:00 AM


1609

S U R V E Y D A T A



N-LEG S-LEG E-LEG W-LEG4

0 4 2 1

PEDESTRIAN BY LEG: 0 4 0 1

PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE: DAY: THURSDAYN-S APPROACH: CLAWITER ROAD SURVEY TIME: TOE-W APPROACH: DEPOT ROAD JURISDICTION: HAYWARD FILE: 3601011-66AM


1 3 0 0

TOTAL N-END 5

4 10 0


41 0 2 1

0 0 2 1

DEPOT ROAD







0 4 2 1 7


14

7

S U R V E Y D A T A


2/11/20167:00 AM 9:00 AM

BICYCLE

TIME PERIOD





PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE:N-S APPROACH: CLAWITER ROAD DAY: THURSDAYE-W APPROACH: DEPOT ROAD JURISDICTION: HAYWARDSURVEY PERIOD: 7:00 AM TO 9:00 AM FILE: 3601011-66AM


5 N-LEG

B 0 A&BA 0 W-LEG 0

1 0 G&H 1 H C

G DDEPOT ROAD 0 0 0 C&D

4 E 4 E-LEG0 F E&F




S U R V E Y D A T A07:00 AM --- 07:15 AM 0 0 0 0 0 0 0 0 0

07:15 AM --- 07:30 AM 0 0 0 0 0 0 0 0 0

07:30 AM --- 07:45 AM 0 0 0 0 3 0 0 0 3

07:45 AM --- 08:00 AM 0 0 0 0 3 0 0 1 4

08:00 AM --- 08:15 AM 0 0 0 0 4 0 0 1 5

08:15 AM --- 08:30 AM 0 0 0 0 4 0 0 1 5

08:30 AM --- 08:45 AM 0 0 0 0 4 0 0 1 5

08:45 AM --- 09:00 AM 0 0 0 0 4 0 0 1 5


07:15 AM --- 07:30 AM 0 0 0 0 0 0 0 0 0

07:30 AM --- 07:45 AM 0 0 0 0 3 0 0 0 3

07:45 AM --- 08:00 AM 0 0 0 0 0 0 0 1 1

08:00 AM --- 08:15 AM 0 0 0 0 1 0 0 0 1

08:15 AM --- 08:30 AM 0 0 0 0 0 0 0 0 0

08:30 AM --- 08:45 AM 0 0 0 0 0 0 0 0 0

08:45 AM --- 09:00 AM 0 0 0 0 0 0 0 0 0


07:15 AM --- 08:15 AM 0 0 0 0 4 0 0 1 5

07:30 AM --- 08:30 AM 0 0 0 0 4 0 0 1 5

07:45 AM --- 08:45 AM 0 0 0 0 1 0 0 1 2

08:00 AM --- 09:00 AM 0 0 0 0 1 0 0 0 1




0 4 0 1 5

2/11/2016

PEDESTRIAN

PEDESTRIAN

www.idaxdata.com

toto



Total3

1

2

1

0

1

0

1

9

420 0 0 0 0 24 5


0 0 10 0 0 0 0 03:45 PM 19 8 19 8 54

0 0 0 0 0 01

3:30 PM 13 14 22 9 58 0 0 00 0 0 0 0 0

0 03:15 PM 22 16 17 11 66 0 0

0 0 0 0 0 00 0 1

3:00 PM 14 9 11 10 44 00 0 0 0 0 0

0 2 00

2:30 PM 17 8 17 7 49 0 0 00 2 2 0 0 1


2:45 PM 16 14 17 11 58

0 0 0

- 38% 9%HV% - 8% 16% 20% -

1 22:15 PM 17 13 8 9 47 0 0


2:00 PM 13 13 14

694 236 79 0 7 13156 0 28 140 16 0

0

Interval Start


6% - 14% 16% 22% 17%21% 29% 0%

Peak Hour

All 0 165 28329 0 199 481 164 0

0 1 21 17 217 041 0 0 36 21 579 1,314 0

HV 0 13 45 11 0

Count Total 0 281 511 110 0 54 307 12 261 171 2,580 0294 1,28760 19 0 0 29 160 4 44 5 0 25

3 35 22 385 1,2903:45 PM 0 31 50 11

0 0 25 94 41 0300 1,314

3:30 PM 0 37 71 12 0 6 3954 19 0 1 29 110 10 42 2 0 20

2 33 26 308 1,3043:15 PM 0 33 61 18

6 0 20 61 13 0297 1,293

3:00 PM 0 34 63 7 0 8 3548 23 0 2 36 200 6 32 4 0 18

2 33 22 409 02:45 PM 0 32 63 13

4 0 36 73 24 0290 0

2:30 PM 0 66 96 18 0 4 3148 14 0 1 38 290 9 39 3 0 26

1 28 25 297 02:15 PM 0 22 45 16

5 0 29 43 11 02:00 PM 0 26 62 15 0 7 45UT LT TH RT UT LT


UT LT TH RT

Interval Start

Depot Rd Depot Rd Clawiter Rd Clawiter Rd15-min Total

UT LT TH RT


SB 18.0% 0.89TOTAL 16.5% 0.80

TH RT

WB 25.5% 0.85NB 15.2% 0.77


HV %: PHFEB 13.7% 0.70

000

0 0 0000

000

2

2

0 0

N

Clawiter RdDepot Rd

Depot Rd

Cla

wite

r Rd

Depot Rd

Cla

wite

r Rd

1,314TEV:0.8PHF:

79 131

7

217

417

0

16

140

28

184

3690

7923694

409

215

0

56

283

165

504

3130


www.idaxdata.com




0 00 0 00 0 0

0 0 00 0 0

000 0 0 0001 0 0 0

0001

00000

0

THLT00000000

000

00

0 0 0

0 0 00

THLT

00 0 0 00 03 010 0 0

0 00 0


0

0000 00 0 0 00 0

3:45 PM0 0 0 0

03:30 PM

00 0 0 00 00 2

3:15 PM0 0 0

0 0 00 0 0

0 0 0

33:00 PM

000 00 0

2:45 PM0 0 0 0

02:30 PM

20 0 1 10 02:15 PM 00 0

0 0 0

1 02:00 PMRT

217 0

Interval Start


Rolling One Hour

21 5 0 1 21 170 6 41 0 0 36

RTTHLT RTTHLTRT

3 41 28 423 0Peak Hour 0 13 45 11

0 0 70 46 9 0Count Total 0 17 85 29 0 8 8754 2225 1 0 0 5 30 1 7 0 0 13

2 5 2 58 2263:45 PM 0 2 13 4

0 0 10 9 3 066 217

3:30 PM 0 1 9 3 0 1 136 3 0 0 6 50 4 12 0 0 8

0 5 5 44 1983:15 PM 0 4 12 6

0 0 7 4 0 058 201

3:00 PM 0 2 12 0 0 0 98 1 0 1 6 40 1 13 0 0 8

0 4 3 49 02:45 PM 0 4 9 3

0 0 13 3 1 047 0

2:30 PM 0 3 12 2 0 1 73 0 0 0 6 30 0 13 0 0 5

0 4 3 47 02:15 PM 0 0 10 7

0 0 6 8 0 0TH RT

2:00 PM 0 1 8 4 0 0 13UT LT TH RT UT LT


Interval Start





PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE: DAY: THURSDAYN-S APPROACH: CLAWITER ROAD SURVEY TIME: TOE-W APPROACH: DEPOT ROAD JURISDICTION: HAYWARD FILE: 3601011-66PM


40 139 21 0PHF = 0.78

200 522

0 11 PHF =0.67

130 85170 121

384 25539 549

25 0PHF =

DEPOT ROAD 0.82

189 5700 45 381 144



4:00 PM to 4:15 PM 18 103 41 3 32 7 47 94 13 11 24 2 3954:15 PM to 4:30 PM 32 171 70 4 55 19 59 149 20 14 46 3 6424:30 PM to 4:45 PM 48 271 107 10 79 29 93 238 26 25 75 8 10094:45 PM to 5:00 PM 61 370 132 14 112 39 127 324 34 30 93 10 13465:00 PM to 5:15 PM 71 478 190 22 155 52 163 448 38 36 116 12 17815:15 PM to 5:30 PM 77 552 214 25 194 59 189 533 45 39 131 14 20725:30 PM to 5:45 PM 87 618 268 27 227 67 217 637 53 44 154 16 24155:45 PM to 6:00 PM 96 691 293 28 266 76 243 689 67 47 169 16 2681




0 45 381 144 0 21 139 40 0 130 384 25 0 25 85 11 14300.00 0.70 0.88 0.62 0.00 0.66 0.81 0.77 0.00 0.90 0.77 0.78 0.00 0.57 0.73 0.55 OVERALL

0.8261

1


2/11/20164:00 PM 6:00 PM

1430

TIME PERIOD

S U R V E Y D A T A








PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE: DAY: THURSDAYN-S APPROACH: CLAWITER ROAD SURVEY TIME: TOE-W APPROACH: DEPOT ROAD JURISDICTION: HAYWARD FILE: 3601011-66PM


0 0 0 0

TOTAL N-END 3

0 30 0


32 0 0 0

1 0 3 2

DEPOT ROAD







3 0 3 0 6

PEAK HOUR


2/11/20164:00 PM 6:00 PM


6

TIME PERIOD

S U R V E Y D A T A




BICYCLE


PROJECT: TRAFFIC COUNTS IN HAYWARD SURVEY DATE:N-S APPROACH: CLAWITER ROAD DAY: THURSDAYE-W APPROACH: DEPOT ROAD JURISDICTION: HAYWARDSURVEY PERIOD: 4:00 PM TO 6:00 PM FILE: 3601011-66PM


1 N-LEG

B 0 A&BA 1 W-LEG 1

0 0 G&H 0 H C

G DDEPOT ROAD 0 0 0 C&D

0 E 0 E-LEG0 F E&F




S U R V E Y D A T A04:00 PM --- 04:15 PM 0 0 0 0 0 0 0 0 0

04:15 PM --- 04:30 PM 1 0 0 0 0 0 0 0 1

04:30 PM --- 04:45 PM 1 0 0 0 0 0 0 0 1

04:45 PM --- 05:00 PM 2 0 0 0 0 0 0 0 2

05:00 PM --- 05:15 PM 2 0 0 0 0 0 0 0 2

05:15 PM --- 05:30 PM 2 0 0 0 0 0 0 0 2

05:30 PM --- 05:45 PM 2 1 0 1 1 3 0 1 9

05:45 PM --- 06:00 PM 2 1 0 1 1 3 0 1 9


04:15 PM --- 04:30 PM 1 0 0 0 0 0 0 0 1

04:30 PM --- 04:45 PM 0 0 0 0 0 0 0 0 0

04:45 PM --- 05:00 PM 1 0 0 0 0 0 0 0 1

05:00 PM --- 05:15 PM 0 0 0 0 0 0 0 0 0

05:15 PM --- 05:30 PM 0 0 0 0 0 0 0 0 0

05:30 PM --- 05:45 PM 0 1 0 1 1 3 0 1 7

05:45 PM --- 06:00 PM 0 0 0 0 0 0 0 0 0


04:15 PM --- 05:15 PM 2 0 0 0 0 0 0 0 2

04:30 PM --- 05:30 PM 1 0 0 0 0 0 0 0 1

04:45 PM --- 05:45 PM 1 1 0 1 1 3 0 1 8

05:00 PM --- 06:00 PM 0 1 0 1 1 3 0 1 7




1 0 0 0 1

2/11/2016

PEDESTRIAN

PEDESTRIAN

www.idaxdata.com

toto



Total0

0

1

1

0

0

1

0

3

220 0 0 0 0 00 3


0 0 00 0 0 0 0 08:45 AM 2 10 0 16 28

0 0 0 0 0 10

8:30 AM 0 8 2 13 23 0 0 00 0 0 0 0 0

0 08:15 AM 2 7 0 8 17 0 0

0 0 0 0 0 00 0 1

8:00 AM 1 10 0 13 24 00 0 0 0 0 0

0 0 10

7:30 AM 1 4 0 14 19 0 0 00 0 0 0 0 0


7:45 AM 1 6 1 9 17

0 0 0

0% - -HV% - 0% 36% - 0%

0 07:15 AM 4 5 0 7 16 0 0


7:00 AM 1 5 0

00 0 4 1 122 00 1 1 24 236 1

0

Interval Start


75% 0% 35% - 0% 19%0% 17% 11%

Peak Hour

All 0 4 11434 1 0 0 6 1

0 43 0 0 81 04 27 0 0 0 312 417 0

HV 0 0 4 0 0

Count Total 0 6 30 0 1 4 48 245 3 25 804 0100 4010 0 0 35 0 60 1 7 46 0 0

34 0 3 102 4178:45 AM 0 1 4 0

54 0 0 0 2 098 415

8:30 AM 0 1 4 0 0 0 40 1 0 29 0 30 0 2 59 0 0

24 0 5 101 4168:15 AM 0 1 3 0

53 1 0 0 0 1116 403

8:00 AM 0 1 3 0 0 1 120 1 0 35 0 11 0 6 70 0 0

34 2 2 100 07:45 AM 0 1 1 0

53 0 0 0 0 099 0

7:30 AM 0 0 4 0 0 0 50 1 0 28 0 40 1 7 51 0 0

26 1 1 88 07:15 AM 0 0 7 0

48 0 0 0 1 07:00 AM 0 1 4 0 0 1 5UT LT TH RT UT LT


UT LT TH RT

Interval Start

Depot Rd Depot rd Cabot Blvd Cabot Blvd 15-min Total

UT LT TH RT


SB 31.9% 0.91TOTAL 19.4% 0.90

TH RT

WB 11.8% 0.85NB 60.0% 0.63


HV %: PHFEB 26.7% 0.75

000

0 0 0000

000

0

2

0 0

N

Cabot Blvd Depot Rd

Depot rd

Cab

ot B

lvd

Depot Rd

Cab

ot B

lvd

417TEV:0.9PHF:

12 0 122

135

241

1

236

24

1

262

1381

400

521

0

11

4

15

360


www.idaxdata.com




0 00 0 00 0 0

0 0 00 0 0

000 0 0 0000 0 0 0

0000

00000

0

THLT00000000

000

00

0 0 0

0 0 00

THLT

00 0 0 00 00 000 0 0

0 00 0


0

0000 00 0 0 00 0

8:45 AM0 0 0 0

08:30 AM

00 0 0 00 00 0

8:15 AM0 0 0

0 0 00 0 0

0 0 0

08:00 AM

000 00 0

7:45 AM0 0 0 0

07:30 AM

00 0 0 00 07:15 AM 00 0

0 0 0

0 07:00 AMRT

81 0

Interval Start


Rolling One Hour

0 3 0 43 0 00 0 4 27 0 0

RTTHLT RTTHLTRT

90 1 1 162 0Peak Hour 0 0 4 0

48 0 0 0 3 0Count Total 0 0 12 0 0 0 728 920 0 0 16 0 00 0 0 10 0 0

13 0 0 23 818:45 AM 0 0 2 0

6 0 0 0 2 017 77

8:30 AM 0 0 0 0 0 0 20 0 0 8 0 00 0 0 7 0 0

13 0 0 24 768:15 AM 0 0 2 0

8 0 0 0 0 017 70

8:00 AM 0 0 1 0 0 0 20 1 0 9 0 00 0 0 6 0 0

13 1 0 19 07:45 AM 0 0 1 0

4 0 0 0 0 016 0

7:30 AM 0 0 1 0 0 0 00 0 0 6 0 10 0 2 3 0 0

12 0 0 18 07:15 AM 0 0 4 0

4 0 0 0 0 0TH RT

7:00 AM 0 0 1 0 0 0 1UT LT TH RT UT LT


Interval Start





www.idaxdata.com

toto



Total0

0

0

0

0

0

0

1

1

100 1 2 0 0 11 0


0 1 01 0 0 0 1 03:45 PM 0 10 4 10 24

1 1 0 0 0 00

3:30 PM 0 23 4 7 34 0 0 00 0 0 0 0 0

0 03:15 PM 0 19 4 10 33 0 0

0 0 0 0 0 00 0 0

3:00 PM 1 15 6 9 31 00 0 0 0 0 0

0 0 00

2:30 PM 0 11 9 8 28 0 0 00 0 0 0 0 0


2:45 PM 0 14 3 7 24

0 0 0

- 50% 31%HV% 0% 0% 3% 0% 0%

0 02:15 PM 2 10 4 13 29 0 0


2:00 PM 2 13 6

18 29 13 0 153 477 1 7 23 160 0

0

Interval Start


38% - 20% 11% 0% 25%14% 22% 38%

Peak Hour

All 1 9 29306 0 13 78 18 0

0 31 5 0 122 05 61 0 4 9 53 490 0

HV 0 0 1 0 0

Count Total 1 21 57 13 2 9 41 291 83 11 944 094 4905 2 0 26 10 00 3 1 34 0 4

46 17 0 146 4893:45 PM 0 2 7 0

51 0 1 4 2 0123 452

3:30 PM 0 3 10 1 1 2 811 3 0 37 8 30 0 9 38 0 1

44 12 0 127 4543:15 PM 0 2 9 2

37 0 2 9 6 093 454

3:00 PM 1 2 3 4 0 2 511 2 0 29 8 20 1 4 31 0 1

40 8 1 109 02:45 PM 0 0 3 1

29 0 1 14 2 0125 0

2:30 PM 0 2 4 2 0 0 69 0 0 35 9 31 0 5 43 0 0

34 11 2 127 02:15 PM 0 8 11 1

43 0 3 15 1 02:00 PM 0 2 10 2 0 1 3UT LT TH RT UT LT


UT LT TH RT

Interval Start

Depot Rd Depot Rd Whitesell St Cabot Blvd15-min Total

UT LT TH RT


SB 17.7% 0.81TOTAL 24.9% 0.84

TH RT

WB 35.1% 0.77NB 36.0% 0.74


HV %: PHFEB 2.2% 0.82

010

0 0 1000

000

1

0

0 0

N

Whitesell StDepot Rd

Depot Rd

Whi

tese

ll S

tDepot Rd

Cab

ot B

lvd

490TEV:0.84PHF:

3 47 153

203

198

0

160

23

7

191

1961

13298

50610

7

29

9

46

351


www.idaxdata.com




0 00 0 00 0 0

0 0 00 0 0

010 0 0 0010 0 0 0

0000

00000

0

THLT00000000

000

00

0 0 0

0 0 00

THLT

20 1 0 00 02 000 0 0

0 00 0


0

2100 00 1 0 01 1

3:45 PM0 0 0 1

03:30 PM

00 0 0 00 00 0

3:15 PM0 0 0

0 0 00 0 0

0 0 0

03:00 PM

000 00 0

2:45 PM0 0 0 0

02:30 PM

00 0 0 00 02:15 PM 00 0

0 0 0

0 02:00 PMRT

122 0

Interval Start


Rolling One Hour

9 5 0 31 5 00 1 5 61 0 4

RTTHLT RTTHLTRT

58 14 0 232 0Peak Hour 0 0 1 0

105 0 5 27 8 0Count Total 0 0 5 0 0 3 724 1221 2 0 9 1 00 0 0 10 0 1

6 1 0 34 1223:45 PM 0 0 0 0

21 0 1 2 1 033 116

3:30 PM 0 0 0 0 0 1 12 1 0 10 0 00 0 3 16 0 1

6 3 0 31 1123:15 PM 0 0 0 0

14 0 1 4 1 024 110

3:00 PM 0 0 1 0 0 0 12 1 0 5 2 00 1 1 12 0 0

7 1 0 28 02:45 PM 0 0 0 0

10 0 1 6 2 029 0

2:30 PM 0 0 0 0 0 0 14 0 0 9 4 00 0 0 10 0 0

6 2 0 29 02:15 PM 0 0 2 0

12 0 0 6 0 0TH RT

2:00 PM 0 0 2 0 0 1 0UT LT TH RT UT LT


Interval Start





www.idaxdata.com

toto



Total0

0

0

0

0

0

0

0

0

000 1 2 0 0 00 0


0 0 00 0 0 0 0 05:45 PM 0 5 0 1 6

0 0 0 0 0 00

5:30 PM 1 6 0 6 13 0 0 00 0 1 0 0 0

0 05:15 PM 0 11 0 1 12 1 0

0 0 0 1 0 00 0 0

5:00 PM 1 6 0 7 14 10 0 0 0 0 0

0 0 00

4:30 PM 0 10 0 7 17 0 0 00 0 0 0 0 0


4:45 PM 0 13 0 7 20

1 1 0

- - 0%HV% - 0% 4% - -

0 04:15 PM 1 13 1 2 17 0 0


4:00 PM 0 17 0

10 2 2 1 268 00 0 2 25 131 0

0

Interval Start


50% 0% 9% - 0% 14%50% 24% 27%

Peak Hour

All 0 11 50212 0 0 5 6 1

0 23 0 0 68 06 35 0 0 0 13 495 0

HV 0 0 2 0 0

Count Total 0 24 72 0 0 7 42 463 0 7 839 047 3570 0 0 24 0 00 2 0 10 0 0

65 0 1 93 4185:45 PM 0 4 7 0

12 0 0 1 1 081 467

5:30 PM 0 1 7 0 0 1 40 0 0 44 0 20 2 5 16 0 0

82 0 0 136 4955:15 PM 0 5 7 0

25 0 0 0 0 0108 482

5:00 PM 0 4 18 0 0 0 72 0 0 63 0 00 1 4 29 0 0

77 0 0 142 04:45 PM 0 2 7 0

37 0 0 0 1 1109 0

4:30 PM 0 1 17 0 0 1 70 1 0 46 0 30 0 7 40 0 0

62 0 1 123 04:15 PM 0 4 8 0

43 0 0 2 3 04:00 PM 0 3 1 0 0 0 8UT LT TH RT UT LT


UT LT TH RT

Interval Start


UT LT TH RT


SB 8.5% 0.83TOTAL 13.7% 0.87

TH RT

WB 26.6% 0.84NB 25.0% 0.50


HV %: PHFEB 3.3% 0.69

010

0 0 1000

000

0

0

0 0

N

Cabot Blvd Depot Rd

Depot rd

Cab

ot B

lvd

Depot Rd

Cab

ot B

lvd

495TEV:0.87PHF:

3 0 268

272

145

1

131

25

2

158

3200

220

420

0

50

11

61

280


www.idaxdata.com




0 00 0 00 0 0

0 0 00 0 0

010 0 0 0020 0 0 0

0000

00000

0

THLT00000000

010

00

0 0 0

0 0 00

THLT

20 1 0 00 03 000 0 0

0 00 0


0

2000 00 0 0 00 2

5:45 PM0 0 0 0

35:30 PM

10 0 0 00 01 2

5:15 PM0 0 0

0 1 00 0 0

0 0 0

15:00 PM

000 01 0

4:45 PM0 0 0 1

04:30 PM

00 0 0 00 04:15 PM 00 0

0 0 0

0 04:00 PMRT

68 0

Interval Start


Rolling One Hour

0 1 0 23 0 00 1 6 35 0 0

RTTHLT RTTHLTRT

38 0 1 124 0Peak Hour 0 0 2 0

66 0 0 0 1 0Count Total 0 0 3 0 0 4 116 450 0 0 1 0 00 1 0 4 0 0

6 0 0 13 595:45 PM 0 0 0 0

5 0 0 0 0 012 63

5:30 PM 0 0 1 0 0 1 00 0 0 1 0 00 1 3 7 0 0

7 0 0 14 685:15 PM 0 0 0 0

4 0 0 0 0 020 79

5:00 PM 0 0 1 0 0 0 20 0 0 7 0 00 1 2 10 0 0

7 0 0 17 04:45 PM 0 0 0 0

9 0 0 0 0 017 0

4:30 PM 0 0 0 0 0 0 10 1 0 2 0 00 0 1 12 0 0

7 0 1 25 04:15 PM 0 0 1 0

15 0 0 0 0 0TH RT

4:00 PM 0 0 0 0 0 0 2UT LT TH RT UT LT


Interval Start





www.idaxdata.com

toto



Total0

1

0

0

0

0

1

0

2

100 5 5 0 0 11 0


0 0 00 0 0 1 1 08:45 AM 3 22 9 24 58

1 1 0 1 0 00

8:30 AM 9 16 13 27 65 0 0 00 1 4 0 0 0

0 08:15 AM 12 9 12 17 50 0 3

0 0 3 3 0 00 0 0

8:00 AM 9 12 18 17 56 00 0 0 1 1 0

0 0 00

7:30 AM 14 9 14 26 63 0 0 00 0 0 0 0 1


7:45 AM 7 13 10 25 55

1 1 0

- 10% 15%HV% - 7% 19% 30% -

0 07:15 AM 6 11 13 20 50 0 0


7:00 AM 12 12 19

18103 204 96 0 311 20869 0 225 116 128 0

0

Interval Start


16% - 12% 21% 12% 14%8% 11% 11%

Peak Hour

All 0 15 72280 0 194 373 178 0

0 37 43 8 224 013 14 0 10 30 1567 1,614 0

HV 0 1 14 21 0

Count Total 0 28 115 145 0 510 231 499 379 106 3,038 0381 1,51752 15 0 28 41 130 89 38 54 0 21

37 57 7 375 1,5768:45 AM 0 1 7 22

44 0 29 43 13 0365 1,592

8:30 AM 0 2 8 12 0 86 3746 15 0 48 49 60 83 20 37 0 21

63 41 16 396 1,6148:15 AM 0 6 11 23

40 0 24 46 15 0440 1,521

8:00 AM 0 3 13 18 0 83 3451 19 0 77 64 210 58 36 50 0 22

82 63 21 391 07:45 AM 0 10 14 18

20 0 24 48 32 0387 0

7:30 AM 0 1 22 17 0 41 2059 30 0 89 40 90 43 26 18 0 33

75 24 13 303 07:15 AM 0 1 23 16

17 0 20 28 39 07:00 AM 0 4 17 19 0 27 20UT LT TH RT UT LT


UT LT TH RT

Interval Start

Breakwater Ct Hwy 92 Ramps Clawiter Rd Clawiter Rd15-min Total

UT LT TH RT


SB 15.0% 0.88TOTAL 13.9% 0.92

TH RT

WB 9.6% 0.75NB 13.6% 0.83


HV %: PHFEB 23.1% 0.93

000

1 4 0000

000

1

0

0 0

N

Clawiter RdBreakwater Ct

Hwy 92 Ramps

Cla

wite

r Rd

Breakwater Ct

Cla

wite

r Rd

1,614TEV:0.92PHF:

67 208

311

586

347

0

128

116

225

469

4790

96204

103

403

502

0

69

72

15

156

2860


www.idaxdata.com




1 00 0 10 3 0

0 0 00 0 0

000 0 0 0000 0 0 3

0000

00000

0

THLT01000000

000

00

0 0 0

0 0 00

THLT

50 0 4 10 012 010 0 0

1 00 1


0

9100 00 0 0 01 9

8:45 AM0 0 0 0

98:30 AM

40 0 1 00 03 5

8:15 AM0 0 0

0 0 00 0 0

0 0 3

38:00 AM

100 01 0

7:45 AM0 0 0 0

07:30 AM

00 0 0 00 07:15 AM 00 0

0 0 0

1 07:00 AMRT

224 0

Interval Start


Rolling One Hour

30 15 0 37 43 80 18 13 14 0 10

RTTHLT RTTHLTRT

67 91 16 458 0Peak Hour 0 1 14 21

37 0 20 59 29 0Count Total 0 4 28 40 0 42 2558 2297 1 0 4 18 20 9 3 10 0 1

6 19 2 65 2268:45 AM 0 0 1 2

6 0 6 6 1 050 224

8:30 AM 0 0 4 5 0 7 39 3 0 7 7 30 6 3 0 0 0

8 8 1 56 2248:15 AM 0 3 4 5

3 0 6 8 4 055 229

8:00 AM 0 0 2 7 0 6 36 2 0 9 14 20 6 2 5 0 2

9 13 4 63 07:45 AM 0 0 3 4

2 0 0 10 4 050 0

7:30 AM 0 1 6 7 0 4 36 5 0 11 8 10 2 5 4 0 2

13 4 1 61 07:15 AM 0 0 3 3

7 0 3 7 9 0TH RT

7:00 AM 0 0 5 7 0 2 3UT LT TH RT UT LT


Interval Start





www.idaxdata.com

toto



Total0

2

0

1

1

2

0

0

6

402 0 3 0 4 01 0


0 0 00 0 2 0 2 05:45 PM 1 16 10 14 41

1 2 0 0 0 00

5:30 PM 5 7 12 7 31 1 0 00 0 0 1 0 1

0 05:15 PM 3 15 16 5 39 0 0

0 0 0 1 0 11 0 0

5:00 PM 0 13 18 12 43 10 0 0 0 0 0

0 0 00

4:30 PM 2 24 20 11 57 0 0 11 0 1 0 2 0


4:45 PM 5 22 24 18 69

0 1 0

- 36% 18%HV% - 18% 0% 2% -

0 04:15 PM 2 20 10 15 47 0 0


4:00 PM 2 15 14

2033 308 146 0 163 248124 0 105 46 139 0

0

Interval Start


3% - 4% 19% 6% 15%19% 33% 32%

Peak Hour

All 0 34 83242 0 72 577 285 0

0 6 48 2 216 015 44 0 12 55 534 1,463 0

HV 0 6 0 3 0

Count Total 0 65 135 269 0 178 83 331 454 66 2,757 0279 1,36760 21 0 36 48 50 19 10 23 0 5

52 69 11 349 1,4465:45 PM 0 7 8 37

17 0 8 59 48 0329 1,456

5:30 PM 0 5 18 41 0 13 890 44 0 33 28 60 15 8 32 0 11

48 72 6 410 1,4635:15 PM 0 9 15 38

23 0 6 100 45 0358 1,390

5:00 PM 0 9 23 39 0 24 1567 37 0 40 60 90 29 14 43 0 12

43 61 8 359 04:45 PM 0 9 13 25

31 0 9 73 36 0336 0

4:30 PM 0 4 21 34 0 29 1068 28 0 32 55 110 23 7 42 0 6

47 61 10 337 04:15 PM 0 12 26 26

31 0 15 60 26 04:00 PM 0 10 11 29 0 26 11UT LT TH RT UT LT


UT LT TH RT

Interval Start


UT LT TH RT


SB 12.6% 0.88TOTAL 14.8% 0.89

TH RT

WB 27.2% 0.84NB 14.8% 0.81


HV %: PHFEB 3.7% 0.85

001

0 0 0020

000

0

0

4 0

N

Clawiter RdBreakwater Ct

Hwy 92 Ramps

Cla

wite

r Rd

Breakwater Ct

Cla

wite

r Rd

1,463TEV:0.89PHF:

34 248

163

445

481

0

139

46

105

290

3920

146

30833

487

477

0

124

83

34

241

1130


www.idaxdata.com




0 00 0 00 0 0

0 0 00 0 0

001 0 0 0002 0 0 0

0000

00000

0

THLT00000000

001

00

0 0 0

0 0 00

THLT

30 0 0 00 27 010 4 0

0 10 0


0

5200 20 0 0 02 3

5:45 PM0 0 0 0

25:30 PM

00 0 0 00 01 3

5:15 PM0 0 0

0 0 01 0 0

0 0 0

25:00 PM

000 01 0

4:45 PM0 1 0 0

04:30 PM

10 0 0 00 14:15 PM 00 0

0 0 0

0 04:00 PMRT

216 0

Interval Start


Rolling One Hour

55 5 0 6 48 20 20 15 44 0 12

RTTHLT RTTHLTRT

16 79 5 376 0Peak Hour 0 6 0 3

77 0 20 93 11 0Count Total 0 8 2 10 0 32 2341 1549 0 0 4 9 10 4 2 10 0 1

2 5 0 31 1825:45 PM 0 1 0 0

5 0 1 8 3 039 208

5:30 PM 0 0 1 4 0 2 013 2 0 1 4 00 3 2 10 0 1

2 10 0 43 2165:15 PM 0 0 1 2

5 0 2 15 1 069 222

5:00 PM 0 0 0 0 0 5 316 2 0 1 16 10 4 4 14 0 6

2 8 1 57 04:45 PM 0 4 0 1

12 0 4 14 2 047 0

4:30 PM 0 1 0 1 0 6 610 0 0 1 14 00 5 2 13 0 0

3 13 2 49 04:15 PM 0 1 0 1

8 0 5 8 1 0TH RT

4:00 PM 0 1 0 1 0 3 4UT LT TH RT UT LT


Interval Start





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toto



Total0

0

0

0

0

0

0

0

0

000 4 4 0 0 00 0


0 0 00 0 0 1 1 08:45 AM 7 1 10 30 48

0 0 0 0 0 00

8:30 AM 10 7 16 30 63 0 0 00 1 1 0 0 0

0 08:15 AM 4 11 13 19 47 0 0

0 0 3 3 0 00 0 0

8:00 AM 6 10 19 19 54 00 0 0 0 0 0

0 0 00

7:30 AM 6 5 11 24 46 0 0 00 1 1 0 0 0


7:45 AM 5 10 9 23 47

1 1 0

- 39% 23%HV% 0% 10% 2% 6% -

0 07:15 AM 4 10 15 16 45 0 0


7:00 AM 6 4 20

175 124 7 0 154 312120 0 5 61 34 0

0

Interval Start


0% - 7% 11% 37% 17%20% 43% 32%

Peak Hour

All 1 175 4869 0 134 295 9 0

0 11 33 47 211 026 11 0 29 28 0126 1,242 0

HV 0 17 1 7 0

Count Total 2 368 75 253 0 6 101 276 527 233 2,348 0313 1,24228 0 0 47 69 370 0 9 9 0 16

45 85 31 337 1,2428:45 AM 0 44 11 43

9 0 21 22 1 0291 1,197

8:30 AM 0 48 17 43 0 0 1530 1 0 38 82 310 1 13 11 0 13

32 76 28 301 1,1718:15 AM 0 42 12 17

8 0 16 35 2 0313 1,106

8:00 AM 1 42 7 34 0 3 1737 3 0 39 69 360 1 16 6 0 25

30 60 28 292 07:45 AM 0 43 12 26

5 0 13 51 1 0265 0

7:30 AM 0 51 4 40 0 0 946 1 0 30 53 180 0 12 13 0 10

15 33 24 236 07:15 AM 0 54 6 22

8 0 20 46 0 07:00 AM 1 44 6 28 0 1 10UT LT TH RT UT LT


UT LT TH RT

Interval Start

Hwy 92 Ramps Eden Landing Rd Eden Landing Rd Clawiter Rd15-min Total

UT LT TH RT


SB 15.4% 0.92TOTAL 17.0% 0.92

TH RT

WB 38.0% 0.89NB 27.7% 0.79


HV %: PHFEB 7.3% 0.80

000

0 4 0000

000

0

0

0 0

N

Eden Landing RdHwy 92 Ramps

Eden Landing Rd

Ede

n La

ndin

g R

d

Hwy 92 Ramps

Cla

wite

r Rd

1,242TEV:0.92PHF:

126

312

154

592

333

0

34

61

5

100

2090

7

12475

206

437

0

120

48

175

344

2631


www.idaxdata.com




1 00 0 00 3 0

0 0 00 0 0

000 0 0 0000 0 0 0

0000

00000

0

THLT00000000

000

00

0 0 0

0 0 00

THLT

40 0 4 00 07 000 0 0

0 00 1


0

5100 00 0 0 00 4

8:45 AM0 0 0 0

58:30 AM

10 0 1 00 03 5

8:15 AM0 0 0

0 0 00 0 0

0 0 0

28:00 AM

000 01 0

7:45 AM0 0 0 0

07:30 AM

10 1 0 00 07:15 AM 00 0

0 0 0

0 07:00 AMRT

211 0

Interval Start


Rolling One Hour

28 0 0 11 33 470 1 26 11 0 29

RTTHLT RTTHLTRT

25 53 94 391 0Peak Hour 0 17 1 7

18 0 53 60 0 0Count Total 0 32 5 11 0 1 3948 2123 0 0 7 5 180 0 1 0 0 7

3 12 15 63 2118:45 AM 0 4 2 1

2 0 11 5 0 047 194

8:30 AM 0 7 1 2 0 0 59 0 0 3 7 90 1 6 4 0 4

3 7 9 54 1928:15 AM 0 3 0 1

4 0 8 11 0 047 179

8:00 AM 0 4 0 2 0 0 63 0 0 2 7 140 0 9 1 0 6

2 8 14 46 07:45 AM 0 3 0 2

2 0 4 7 0 045 0

7:30 AM 0 4 1 1 0 0 39 0 0 4 4 80 0 7 3 0 6

1 3 7 41 07:15 AM 0 3 0 1

2 0 7 13 0 0TH RT

7:00 AM 0 4 1 1 0 0 2UT LT TH RT UT LT


Interval Start





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toto



Total0

0

0

1

0

1

0

0

2

201 1 2 2 0 00 0


0 0 00 1 0 0 1 05:45 PM 8 1 6 13 28

0 2 0 0 0 00

5:30 PM 7 0 7 10 24 1 0 10 1 1 1 0 0

0 05:15 PM 11 4 6 11 32 0 0

0 0 0 0 0 00 0 0

5:00 PM 19 5 5 16 45 00 0 0 0 0 1

0 0 00

4:30 PM 16 4 6 13 39 0 0 10 0 0 0 0 0


4:45 PM 20 6 5 21 52

0 1 0

- 3% 6%HV% - 28% 36% 16% -

0 04:15 PM 6 6 6 19 37 0 0


4:00 PM 15 5 11

0254 235 6 0 63 12975 0 2 157 113 0

0

Interval Start


0% - 22% 19% 8% 11%0% 4% 11%

Peak Hour

All 0 176 11194 0 429 417 11 0

0 14 24 23 168 07 12 0 8 14 0275 1,496 0

HV 0 50 4 12 0

Count Total 0 319 19 142 0 4 293 125 261 525 2,739 0262 1,39435 0 0 9 33 630 0 25 16 0 27

11 39 76 342 1,4765:45 PM 0 33 2 19

16 0 53 65 2 0334 1,496

5:30 PM 0 34 0 13 0 2 3154 0 0 11 25 510 0 37 23 0 69

15 33 92 456 1,4555:15 PM 0 43 3 18

40 0 83 74 2 0344 1,345

5:00 PM 0 50 2 13 0 0 5260 0 0 17 35 670 0 26 17 0 43

20 36 65 362 04:45 PM 0 46 3 30

33 0 59 47 4 0293 0

4:30 PM 0 37 3 14 0 2 4241 1 0 20 31 470 0 27 25 0 46

22 29 64 346 04:15 PM 0 34 2 19

24 0 49 41 2 04:00 PM 0 42 4 16 0 0 53UT LT TH RT UT LT


UT LT TH RT

Interval Start


UT LT TH RT


SB 13.1% 0.83TOTAL 11.2% 0.82

TH RT

WB 7.0% 0.74NB 4.4% 0.78


HV %: PHFEB 25.2% 0.83

000

0 1 0010

000

0

0

0 2

N

Eden Landing RdHwy 92 Ramps

Eden Landing Rd

Ede

n La

ndin

g R

d

Hwy 92 Ramps

Cla

wite

r Rd

1,496TEV:0.82PHF:

275

129

63

467

524

0

113

157

2

272

800

6

235

254

495

206

0

75

11

176

262

6860


www.idaxdata.com




0 00 0 00 0 0

0 0 00 0 1

000 0 0 0010 0 0 1

0000

00000

0

THLT00000000

000

00

0 0 0

0 0 00

THLT

20 0 1 00 15 000 2 0

0 00 0


0

4100 00 0 0 02 3

5:45 PM0 1 0 0

25:30 PM

10 0 1 00 00 1

5:15 PM0 0 0

0 0 00 1 0

0 0 0

15:00 PM

000 01 0

4:45 PM0 1 0 0

04:30 PM

00 0 0 00 04:15 PM 00 0

0 0 0

0 04:00 PMRT

168 0

Interval Start


Rolling One Hour

14 0 0 14 24 230 0 7 12 0 8

RTTHLT RTTHLTRT

30 44 46 305 0Peak Hour 0 50 4 12

18 0 20 31 1 0Count Total 0 74 5 23 0 0 1328 1295 0 0 4 3 60 0 1 0 0 1

2 4 4 24 1535:45 PM 0 6 0 2

0 0 1 6 0 032 168

5:30 PM 0 6 0 1 0 0 03 0 0 3 5 30 0 1 3 0 3

3 7 6 45 1735:15 PM 0 6 2 3

3 0 0 5 0 052 176

5:00 PM 0 18 0 1 0 0 23 0 0 4 7 100 0 3 3 0 2

4 5 4 39 04:45 PM 0 15 1 4

3 0 3 3 0 037 0

4:30 PM 0 11 1 4 0 0 14 0 0 4 8 70 0 3 3 0 2

6 5 6 48 04:15 PM 0 3 0 3

3 0 8 2 1 0TH RT

4:00 PM 0 9 1 5 0 0 2UT LT TH RT UT LT


Interval Start






55

Appendix C – Existing Conditions Intersections Level of Service

Worksheets

HCM 2010 AWSC1: Cabot Blvd. & W.Winton Ave.

Existing Conditions AM Peak HourTJKM

Synchro 8 Report Page 1

IntersectionIntersection Delay, s/veh 13.3Intersection LOS B

Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBRVol, veh/h 0 3 38 15 0 293 72 163 0 22 21 16Peak Hour Factor 0.92 0.52 0.52 0.52 0.92 0.80 0.80 0.80 0.92 0.78 0.78 0.78Heavy Vehicles, % 12 12 12 12 12 12 12 12 12 12 12 12Mvmt Flow 0 6 73 29 0 366 90 204 0 28 27 21Number of Lanes 0 1 2 0 0 1 2 0 0 1 1 1

Approach EB WB NBOpposing Approach WB EB SBOpposing Lanes 3 3 3Conflicting Approach Left SB NB EBConflicting Lanes Left 3 3 3Conflicting Approach Right NB SB WBConflicting Lanes Right 3 3 3HCM Control Delay 9.9 14.5 10.1HCM LOS A B B

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%Vol Thru, % 0% 100% 0% 0% 100% 46% 0% 100% 13% 0% 100%Vol Right, % 0% 0% 100% 0% 0% 54% 0% 0% 87% 0% 0%Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 22 21 16 3 25 28 293 48 187 73 15LT Vol 22 0 0 3 0 0 293 0 0 73 0Through Vol 0 21 0 0 25 13 0 48 24 0 15RT Vol 0 0 16 0 0 15 0 0 163 0 0Lane Flow Rate 28 27 21 6 49 53 366 60 234 84 17Geometry Grp 8 8 8 8 8 8 8 8 8 8 8Degree of Util (X) 0.059 0.052 0.036 0.012 0.09 0.093 0.615 0.092 0.321 0.173 0.033Departure Headway (Hd) 7.501 7.001 6.301 7.177 6.677 6.297 6.168 5.668 5.058 7.415 6.915Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesCap 479 514 570 501 539 571 590 636 715 486 520Service Time 5.215 4.715 4.015 4.891 4.391 4.011 3.868 3.368 2.758 5.127 4.627HCM Lane V/C Ratio 0.058 0.053 0.037 0.012 0.091 0.093 0.62 0.094 0.327 0.173 0.033HCM Control Delay 10.7 10.1 9.3 10 10.1 9.7 18.2 8.9 10.1 11.7 9.9HCM Lane LOS B B A A B A C A B B AHCM 95th-tile Q 0.2 0.2 0.1 0 0.3 0.3 4.2 0.3 1.4 0.6 0.1

8/4/2017



Synchro 8 ReportPage 1

IntersectionIntersection Delay, s/vehIntersection LOS

Movement SBU SBL SBT SBRVol, veh/h 0 73 15 2Peak Hour Factor 0.92 0.87 0.87 0.87Heavy Vehicles, % 12 12 12 12Mvmt Flow 0 84 17 2Number of Lanes 0 1 1 1

Approach SBOpposing Approach NBOpposing Lanes 3Conflicting Approach Left WBConflicting Lanes Left 3Conflicting Approach Right EBConflicting Lanes Right 3HCM Control Delay 11.3HCM LOS B

Lane SBLn3

8/4/2017

HCM Signalized Intersection Capacity Analysis2: Driveway/Corsair Blvd. & W.Winton Ave.



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 7 324 0 12 966 233 0 1 4 84 0 7Future Volume (vph) 7 324 0 12 966 233 0 1 4 84 0 7Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.97 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.97 0.89 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1611 3223 1601 3115 1506 3127 1419Flt Permitted 0.18 1.00 0.53 1.00 1.00 0.95 1.00Satd. Flow (perm) 312 3223 901 3115 1506 3127 1419Peak-hour factor, PHF 0.89 0.89 0.89 0.94 0.94 0.94 0.42 0.42 0.42 0.84 0.84 0.84Adj. Flow (vph) 8 364 0 13 1028 248 0 2 10 100 0 8RTOR Reduction (vph) 0 0 0 0 25 0 0 10 0 0 0 7Lane Group Flow (vph) 8 364 0 13 1251 0 0 2 0 100 0 1Confl. Peds. (#/hr) 1 6 6 1 1Confl. Bikes (#/hr) 2Turn Type Perm NA Perm NA NA Prot PermProtected Phases 2 6 3 4Permitted Phases 2 6 4Actuated Green, G (s) 47.1 47.1 47.1 47.1 1.1 5.2 5.2Effective Green, g (s) 47.1 47.1 47.1 47.1 1.1 5.2 5.2Actuated g/C Ratio 0.70 0.70 0.70 0.70 0.02 0.08 0.08Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 219 2269 634 2193 24 243 110v/s Ratio Prot 0.11 c0.40 c0.00 c0.03v/s Ratio Perm 0.03 0.01 0.00v/c Ratio 0.04 0.16 0.02 0.57 0.09 0.41 0.01Uniform Delay, d1 3.0 3.3 3.0 4.9 32.4 29.4 28.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.1 0.0 0.1 1.1 1.6 1.1 0.0Delay (s) 3.1 3.3 3.0 6.0 34.0 30.5 28.5Level of Service A A A A C C CApproach Delay (s) 3.3 6.0 34.0 30.4Approach LOS A A C C

Intersection SummaryHCM 2000 Control Delay 7.1 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.55Actuated Cycle Length (s) 66.9 Sum of lost time (s) 13.5Intersection Capacity Utilization 50.4% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group

8/4/2017

HCM Signalized Intersection Capacity Analysis3: Clawiter Rd./Tuskegee Dr. & W.Winton Ave.



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 1 327 147 921 1034 1 142 0 211 0 0 0Future Volume (vph) 1 327 147 921 1034 1 142 0 211 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.6 4.0 4.6 4.9 4.9 4.9Lane Util. Factor 1.00 0.95 0.97 0.95 0.95 0.95 1.00Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.95 1.00 1.00 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 0.95 1.00Satd. Flow (prot) 1612 3052 3127 3223 1531 1531 1422Flt Permitted 0.95 1.00 0.95 1.00 0.76 0.76 1.00Satd. Flow (perm) 1612 3052 3127 3223 1220 1220 1422Peak-hour factor, PHF 0.87 0.87 0.87 0.82 0.82 0.82 0.91 0.91 0.91 0.92 0.92 0.92Adj. Flow (vph) 1 376 169 1123 1261 1 156 0 232 0 0 0RTOR Reduction (vph) 0 40 0 0 0 0 0 0 207 0 0 0Lane Group Flow (vph) 1 505 0 1123 1262 0 78 78 25 0 0 0Confl. Peds. (#/hr) 6 2Confl. Bikes (#/hr) 3 1 1Turn Type Prot NA Prot NA Perm NA Perm PermProtected Phases 5 2 1 6 4 8Permitted Phases 4 4 8Actuated Green, G (s) 1.0 38.5 46.1 83.6 11.9 11.9 11.9Effective Green, g (s) 1.0 38.5 46.1 83.6 11.9 11.9 11.9Actuated g/C Ratio 0.01 0.35 0.42 0.76 0.11 0.11 0.11Clearance Time (s) 4.0 4.6 4.0 4.6 4.9 4.9 4.9Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0Lane Grp Cap (vph) 14 1068 1310 2449 131 131 153v/s Ratio Prot 0.00 c0.17 c0.36 c0.39v/s Ratio Perm c0.06 0.06 0.02v/c Ratio 0.07 0.47 0.86 0.52 0.60 0.60 0.16Uniform Delay, d1 54.0 27.8 29.0 5.2 46.8 46.8 44.5Progression Factor 1.00 1.00 1.45 2.56 1.00 1.00 1.00Incremental Delay, d2 0.8 1.5 3.2 0.4 4.8 4.8 0.2Delay (s) 54.8 29.3 45.3 13.8 51.5 51.5 44.7Level of Service D C D B D D DApproach Delay (s) 29.4 28.6 47.5 0.0Approach LOS C C D A

Intersection SummaryHCM 2000 Control Delay 30.9 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.68Actuated Cycle Length (s) 110.0 Sum of lost time (s) 13.5Intersection Capacity Utilization 64.2% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group

8/4/2017

HCM Signalized Intersection Capacity Analysis4: Hesperian Blvd. & W.Winton Ave.



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 201 341 35 186 974 155 53 617 137 108 1017 1037Future Volume (vph) 201 341 35 186 974 155 53 617 137 108 1017 1037Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3 4.0Lane Util. Factor 0.97 0.91 0.97 0.91 1.00 0.91 1.00 0.97 0.91 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3127 4556 3127 4524 1612 4631 1414 3127 4631 1420Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3127 4556 3127 4524 1612 4631 1414 3127 4631 1420Peak-hour factor, PHF 0.91 0.91 0.91 0.89 0.89 0.89 0.88 0.88 0.88 0.85 0.85 0.85Adj. Flow (vph) 221 375 38 209 1094 174 60 701 156 127 1196 1220RTOR Reduction (vph) 0 10 0 0 21 0 0 0 99 0 0 0Lane Group Flow (vph) 221 403 0 209 1247 0 60 701 57 127 1196 1220Confl. Peds. (#/hr) 14 6 8 10Confl. Bikes (#/hr) 2Turn Type Prot NA Prot NA Prot NA Perm Prot NA FreeProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 2 FreeActuated Green, G (s) 9.4 34.6 11.7 36.9 5.6 38.2 38.2 6.4 38.5 110.0Effective Green, g (s) 9.4 34.6 11.7 36.9 5.6 38.2 38.2 6.4 38.5 110.0Actuated g/C Ratio 0.09 0.31 0.11 0.34 0.05 0.35 0.35 0.06 0.35 1.00Clearance Time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3Vehicle Extension (s) 2.0 2.5 2.0 2.5 1.5 5.0 5.0 0.5 3.0Lane Grp Cap (vph) 267 1433 332 1517 82 1608 491 181 1620 1420v/s Ratio Prot 0.07 0.09 0.07 0.28 0.04 0.15 0.04 0.26v/s Ratio Perm 0.04 c0.86v/c Ratio 0.83 0.28 0.63 0.82 0.73 0.44 0.12 0.70 0.74 0.86Uniform Delay, d1 49.5 28.3 47.1 33.5 51.5 27.6 24.4 50.9 31.3 0.0Progression Factor 1.14 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 16.6 0.1 2.7 3.7 24.8 0.9 0.5 9.6 3.1 7.0Delay (s) 73.0 31.1 49.8 37.2 76.3 28.5 24.9 60.5 34.4 7.0Level of Service E C D D E C C E C AApproach Delay (s) 45.7 39.0 31.0 22.5Approach LOS D D C C

Intersection SummaryHCM 2000 Control Delay 30.9 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 1.05Actuated Cycle Length (s) 110.0 Sum of lost time (s) 19.6Intersection Capacity Utilization 78.8% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

8/4/2017

HCM Signalized Intersection Capacity Analysis5: Southland Dr. & W.Winton Ave.



Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (vph) 893 26 844 1513 0 300Future Volume (vph) 893 26 844 1513 0 300Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0Lane Util. Factor 0.91 0.97 0.95 0.88Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85Flt Protected 1.00 0.95 1.00 1.00Satd. Flow (prot) 4612 3127 3223 2538Flt Permitted 1.00 0.95 1.00 1.00Satd. Flow (perm) 4612 3127 3223 2538Peak-hour factor, PHF 0.95 0.95 0.91 0.91 0.87 0.87Adj. Flow (vph) 940 27 927 1663 0 345RTOR Reduction (vph) 3 0 0 0 0 217Lane Group Flow (vph) 964 0 927 1663 0 128Confl. Peds. (#/hr) 3Turn Type NA Prot NA OverProtected Phases 2 4 6 4Permitted PhasesActuated Green, G (s) 74.5 31.9 74.5 31.9Effective Green, g (s) 74.5 31.9 74.5 31.9Actuated g/C Ratio 0.65 0.28 0.65 0.28Clearance Time (s) 4.6 4.0 4.6 4.0Vehicle Extension (s) 5.0 2.5 5.0 2.5Lane Grp Cap (vph) 2987 867 2087 704v/s Ratio Prot 0.21 c0.30 c0.52 0.05v/s Ratio Permv/c Ratio 0.32 1.07 0.80 0.18Uniform Delay, d1 9.0 41.5 14.7 31.6Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 0.3 50.8 3.3 0.1Delay (s) 9.3 92.4 18.0 31.7Level of Service A F B CApproach Delay (s) 9.3 44.6 31.7Approach LOS A D C

Intersection SummaryHCM 2000 Control Delay 34.7 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.88Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.6Intersection Capacity Utilization 56.7% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group

8/4/2017

HCM Signalized Intersection Capacity Analysis6: Clawiter Rd. & Depot Rd.



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 41 118 39 100 318 7 63 51 34 28 623 187Future Volume (vph) 41 118 39 100 318 7 63 51 34 28 623 187Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 4.5 4.5 5.0 4.5 4.5Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.97 1.00 0.85 0.97 1.00 0.85Flt Protected 0.99 0.99 1.00 0.98 1.00 1.00Satd. Flow (prot) 3085 3185 1423 3046 3216 1420Flt Permitted 0.99 0.99 1.00 0.58 0.93 1.00Satd. Flow (perm) 3085 3185 1423 1796 3013 1420Peak-hour factor, PHF 0.87 0.87 0.87 0.84 0.84 0.84 0.76 0.76 0.76 0.95 0.95 0.95Adj. Flow (vph) 47 136 45 119 379 8 83 67 45 29 656 197RTOR Reduction (vph) 0 19 0 0 0 6 0 27 0 0 0 124Lane Group Flow (vph) 0 209 0 0 498 2 0 168 0 0 685 73Confl. Peds. (#/hr) 4 4 1 1Confl. Bikes (#/hr) 1 1 3Turn Type Split NA Split NA Perm Perm NA Perm NA PermProtected Phases 8 8 4 4 2 6Permitted Phases 4 2 6 6Actuated Green, G (s) 30.4 22.1 22.1 39.0 39.5 39.5Effective Green, g (s) 30.4 22.1 22.1 39.0 39.5 39.5Actuated g/C Ratio 0.29 0.21 0.21 0.37 0.37 0.37Clearance Time (s) 5.0 4.5 4.5 5.0 4.5 4.5Vehicle Extension (s) 2.0 3.0 3.0 4.0 4.0 4.0Lane Grp Cap (vph) 884 664 296 660 1122 529v/s Ratio Prot c0.07 c0.16v/s Ratio Perm 0.00 0.09 c0.23 0.05v/c Ratio 0.24 0.75 0.01 0.26 0.61 0.14Uniform Delay, d1 28.9 39.4 33.2 23.4 27.0 22.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.6 4.8 0.0 0.9 1.1 0.2Delay (s) 29.5 44.1 33.3 24.3 28.1 22.2Level of Service C D C C C CApproach Delay (s) 29.5 43.9 24.3 26.8Approach LOS C D C C


8/4/2017

HCM Unsignalized Intersection Capacity Analysis7: Cabot Blvd. & Depot Rd.



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 4 11 0 2 24 236 1 0 4 123 0 12Future Volume (Veh/h) 4 11 0 2 24 236 1 0 4 123 0 12Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.75 0.75 0.75 0.85 0.85 0.85 0.63 0.63 0.63 0.91 0.91 0.91Hourly flow rate (vph) 5 15 0 2 28 278 2 0 6 135 0 13Pedestrians 2Lane Width (ft) 12.0Walking Speed (ft/s) 3.5Percent Blockage 0Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 306 17 211 337 17 202 198 167vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 306 17 211 337 17 202 198 167tC, single (s) 4.2 4.2 7.2 6.6 6.3 7.2 6.6 6.3tC, 2 stage (s)tF (s) 2.3 2.3 3.6 4.1 3.4 3.6 4.1 3.4p0 queue free % 100 100 100 100 99 81 100 98cM capacity (veh/h) 1200 1534 709 564 1032 727 675 852

Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2Volume Total 20 308 8 135 13Volume Left 5 2 2 135 0Volume Right 0 278 6 0 13cSH 1200 1534 926 727 852Volume to Capacity 0.00 0.00 0.01 0.19 0.02Queue Length 95th (ft) 0 0 1 17 1Control Delay (s) 2.0 0.1 8.9 11.1 9.3Lane LOS A A A B AApproach Delay (s) 2.0 0.1 8.9 10.9Approach LOS A B

Intersection SummaryAverage Delay 3.6Intersection Capacity Utilization 36.2% ICU Level of Service AAnalysis Period (min) 15

8/4/2017

HCM Signalized Intersection Capacity Analysis8: Breakwater Ave/SR 92 WB Ramps & Clawiter Rd.



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 15 72 69 225 116 128 103 204 96 311 208 67Future Volume (vph) 15 72 69 225 116 128 103 204 96 311 208 67Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.97Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.92 0.97 1.00 0.85Flt Protected 0.99 1.00 0.95 1.00 0.99 0.97 1.00Satd. Flow (prot) 1682 1442 1612 1545 1621 3129 1404Flt Permitted 0.99 1.00 0.95 1.00 0.99 0.97 1.00Satd. Flow (perm) 1682 1442 1612 1545 1621 3129 1404Peak-hour factor, PHF 0.93 0.93 0.93 0.75 0.75 0.75 0.83 0.83 0.83 0.88 0.88 0.88Adj. Flow (vph) 16 77 74 300 155 171 124 246 116 353 236 76RTOR Reduction (vph) 0 0 70 0 40 0 0 11 0 0 0 59Lane Group Flow (vph) 0 93 4 300 286 0 0 475 0 0 589 17Confl. Peds. (#/hr) 1Confl. Bikes (#/hr) 4Turn Type Split NA Perm Split NA Split NA Split NA PermProtected Phases 8 8 4 4 2 2 6 6Permitted Phases 8 6Actuated Green, G (s) 5.5 5.5 23.1 23.1 28.7 21.9 21.9Effective Green, g (s) 5.5 5.5 23.1 23.1 28.7 21.9 21.9Actuated g/C Ratio 0.06 0.06 0.24 0.24 0.30 0.23 0.23Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 95 81 383 367 478 704 316v/s Ratio Prot c0.06 c0.19 0.19 c0.29 c0.19v/s Ratio Perm 0.00 0.01v/c Ratio 0.98 0.05 0.78 0.78 0.99 0.98dl 0.05Uniform Delay, d1 45.8 43.4 34.7 34.7 34.2 35.9 29.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 84.5 0.3 10.0 10.3 39.5 8.5 0.1Delay (s) 130.3 43.6 44.7 45.0 73.7 44.5 29.6Level of Service F D D D E D CApproach Delay (s) 91.9 44.9 73.7 42.8Approach LOS F D E D

Intersection SummaryHCM 2000 Control Delay 55.4 HCM 2000 Level of Service EHCM 2000 Volume to Capacity ratio 0.89Actuated Cycle Length (s) 97.2 Sum of lost time (s) 18.0Intersection Capacity Utilization 70.1% ICU Level of Service CAnalysis Period (min) 15dl Defacto Left Lane. Recode with 1 though lane as a left lane.c Critical Lane Group

8/4/2017

HCM Unsignalized Intersection Capacity Analysis9: Eden Landing Rd/Clawiter Rd & SR 92 EB Ramps



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopTraffic Volume (vph) 176 48 120 5 61 34 75 124 7 154 312 126Future Volume (vph) 176 48 120 5 61 34 75 124 7 154 312 126Peak Hour Factor 0.80 0.80 0.80 0.89 0.89 0.89 0.79 0.79 0.79 0.92 0.92 0.92Hourly flow rate (vph) 220 60 150 6 69 38 95 157 9 167 339 137

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total (vph) 430 113 174 88 337 307Volume Left (vph) 220 6 95 0 167 0Volume Right (vph) 150 38 0 9 0 137Hadj (s) 0.10 0.01 0.48 0.13 0.45 -0.11Departure Headway (s) 6.7 7.7 8.2 7.9 7.6 7.0Degree Utilization, x 0.80 0.24 0.40 0.19 0.71 0.60Capacity (veh/h) 521 427 406 428 465 495Control Delay (s) 31.5 13.1 15.3 11.5 25.8 18.6Approach Delay (s) 31.5 13.1 14.0 22.4Approach LOS D B B C

Intersection SummaryDelay 22.8Level of Service CIntersection Capacity Utilization 59.2% ICU Level of Service BAnalysis Period (min) 15

8/4/2017


Existing Conditions Miday Peak HourTJKM



Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBRLane ConfigurationsTraffic Vol, veh/h 0 7 93 21 0 211 88 101 0 32 23 89Future Vol, veh/h 0 7 93 21 0 211 88 101 0 32 23 89Peak Hour Factor 0.92 0.89 0.89 0.89 0.92 0.91 0.91 0.91 0.92 0.86 0.86 0.86Heavy Vehicles, % 12 12 12 12 12 12 12 12 12 12 12 12Mvmt Flow 0 8 104 24 0 232 97 111 0 37 27 103Number of Lanes 0 1 2 0 0 1 2 0 0 1 1 1

Approach EB WB NBOpposing Approach WB EB SBOpposing Lanes 3 3 3Conflicting Approach Left SB NB EBConflicting Lanes Left 3 3 3Conflicting Approach Right NB SB WBConflicting Lanes Right 3 3 3HCM Control Delay 10.7 12.8 10.6HCM LOS B B B

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%Vol Thru, % 0% 100% 0% 0% 100% 60% 0% 100% 23% 0% 100%Vol Right, % 0% 0% 100% 0% 0% 40% 0% 0% 77% 0% 0%Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 32 23 89 7 62 52 211 59 130 144 23LT Vol 32 0 0 7 0 0 211 0 0 144 0Through Vol 0 23 0 0 62 31 0 59 29 0 23RT Vol 0 0 89 0 0 21 0 0 101 0 0Lane Flow Rate 37 27 103 8 70 58 232 64 143 185 29Geometry Grp 8 8 8 8 8 8 8 8 8 8 8Degree of Util (X) 0.078 0.052 0.183 0.016 0.136 0.11 0.445 0.115 0.234 0.378 0.056Departure Headway (Hd) 7.551 7.051 6.351 7.55 7.05 6.768 6.913 6.413 5.87 7.363 6.863Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesCap 473 506 563 473 506 528 519 558 610 487 521Service Time 5.316 4.816 4.116 5.319 4.819 4.536 4.664 4.164 3.622 5.121 4.621HCM Lane V/C Ratio 0.078 0.053 0.183 0.017 0.138 0.11 0.447 0.115 0.234 0.38 0.056HCM Control Delay 11 10.2 10.5 10.4 10.9 10.4 15.1 10 10.4 14.6 10HCM Lane LOS B B B B B B C A B B AHCM 95th-tile Q 0.3 0.2 0.7 0 0.5 0.4 2.3 0.4 0.9 1.7 0.2

8/4/2017




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 12 746 4 15 655 165 3 0 16 196 0 1Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.97 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.97 0.88 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00Satd. Flow (prot) 1611 3220 1606 3112 1486 3127 1416Flt Permitted 0.29 1.00 0.27 1.00 0.99 0.95 1.00Satd. Flow (perm) 499 3220 462 3112 1486 3127 1416Peak-hour factor, PHF 0.79 0.79 0.79 0.92 0.92 0.92 0.68 0.68 0.68 0.82 0.82 0.82Adj. Flow (vph) 15 944 5 16 712 179 4 0 24 239 0 1RTOR Reduction (vph) 0 0 0 0 30 0 0 27 0 0 0 1Lane Group Flow (vph) 15 949 0 16 861 0 0 1 0 239 0 0Confl. Peds. (#/hr) 1 8 8 1 2 2Confl. Bikes (#/hr) 1Turn Type Perm NA Perm NA Perm NA Prot PermProtected Phases 2 6 3 4Permitted Phases 2 6 3 4Actuated Green, G (s) 42.7 42.7 42.7 42.7 2.1 6.6 6.6Effective Green, g (s) 42.7 42.7 42.7 42.7 2.1 6.6 6.6Actuated g/C Ratio 0.66 0.66 0.66 0.66 0.03 0.10 0.10Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 328 2118 303 2047 48 318 144v/s Ratio Prot c0.29 0.28 c0.08v/s Ratio Perm 0.03 0.03 0.00 0.00v/c Ratio 0.05 0.45 0.05 0.42 0.02 0.75 0.00Uniform Delay, d1 3.9 5.4 3.9 5.3 30.4 28.4 26.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.1 0.2 0.3 0.6 0.2 9.6 0.0Delay (s) 4.0 5.5 4.3 5.9 30.6 38.0 26.2Level of Service A A A A C D CApproach Delay (s) 5.5 5.9 30.6 37.9Approach LOS A A C D


8/4/2017




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 1 837 177 282 664 4 166 4 362 8 1 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.6 4.0 4.6 4.9 4.9 4.9 4.9 4.9Lane Util. Factor 1.00 0.95 0.97 0.95 0.95 0.95 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.97 1.00 1.00 1.00 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 0.95 1.00 0.95 0.95 1.00 0.95 1.00Satd. Flow (prot) 1612 3129 3127 3221 1529 1536 1442 1612 1696Flt Permitted 0.95 1.00 0.95 1.00 0.76 0.73 1.00 0.68 1.00Satd. Flow (perm) 1612 3129 3127 3221 1218 1183 1442 1153 1696Peak-hour factor, PHF 0.77 0.77 0.77 0.90 0.90 0.90 0.96 0.96 0.96 0.45 0.45 0.45Adj. Flow (vph) 1 1087 230 313 738 4 173 4 377 18 2 0RTOR Reduction (vph) 0 9 0 0 0 0 0 0 327 0 0 0Lane Group Flow (vph) 1 1308 0 313 742 0 88 89 50 18 2 0Confl. Peds. (#/hr) 4 1 1Confl. Bikes (#/hr) 2Turn Type Prot NA Prot NA Perm NA Perm Perm NAProtected Phases 5 2 1 6 4 8Permitted Phases 4 4 8Actuated Green, G (s) 1.0 63.1 18.9 81.0 14.5 14.5 14.5 14.5 14.5Effective Green, g (s) 1.0 63.1 18.9 81.0 14.5 14.5 14.5 14.5 14.5Actuated g/C Ratio 0.01 0.57 0.17 0.74 0.13 0.13 0.13 0.13 0.13Clearance Time (s) 4.0 4.6 4.0 4.6 4.9 4.9 4.9 4.9 4.9Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 14 1794 537 2371 160 155 190 151 223v/s Ratio Prot 0.00 c0.42 c0.10 0.23 0.00v/s Ratio Perm 0.07 c0.08 0.03 0.02v/c Ratio 0.07 0.73 0.58 0.31 0.55 0.57 0.26 0.12 0.01Uniform Delay, d1 54.0 17.2 41.9 5.0 44.7 44.9 42.9 42.1 41.5Progression Factor 1.00 1.00 1.28 1.19 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.8 2.6 1.0 0.3 2.3 3.2 0.3 0.1 0.0Delay (s) 54.8 19.8 54.5 6.2 47.0 48.0 43.2 42.2 41.5Level of Service D B D A D D D D DApproach Delay (s) 19.9 20.5 44.6 42.2Approach LOS B C D D


8/4/2017




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 371 845 108 252 649 150 123 629 207 221 529 344Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3 4.0Lane Util. Factor 0.97 0.91 0.97 0.91 1.00 0.91 1.00 0.97 0.91 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.98 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3127 4542 3127 4490 1612 4631 1403 3127 4631 1424Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3127 4542 3127 4490 1612 4631 1403 3127 4631 1424Peak-hour factor, PHF 0.88 0.88 0.88 0.97 0.97 0.97 0.93 0.93 0.93 0.97 0.97 0.97Adj. Flow (vph) 422 960 123 260 669 155 132 676 223 228 545 355RTOR Reduction (vph) 0 15 0 0 40 0 0 0 133 0 0 0Lane Group Flow (vph) 422 1068 0 260 784 0 132 676 90 228 545 355Confl. Peds. (#/hr) 8 1 16 2Turn Type Prot NA Prot NA Prot NA Perm Prot NA FreeProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 2 FreeActuated Green, G (s) 18.3 31.0 16.4 29.1 14.6 31.0 31.0 12.5 28.4 110.0Effective Green, g (s) 18.3 31.0 16.4 29.1 14.6 31.0 31.0 12.5 28.4 110.0Actuated g/C Ratio 0.17 0.28 0.15 0.26 0.13 0.28 0.28 0.11 0.26 1.00Clearance Time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3Vehicle Extension (s) 2.0 2.5 2.0 2.5 1.5 5.0 5.0 0.5 3.0Lane Grp Cap (vph) 520 1280 466 1187 213 1305 395 355 1195 1424v/s Ratio Prot 0.13 c0.24 0.08 c0.17 c0.08 c0.15 0.07 0.12v/s Ratio Perm 0.06 c0.25v/c Ratio 0.81 0.83 0.56 0.66 0.62 0.52 0.23 0.64 0.46 0.25Uniform Delay, d1 44.2 37.1 43.4 36.1 45.1 33.2 30.3 46.6 34.3 0.0Progression Factor 1.27 1.41 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 6.8 3.6 0.8 1.3 3.7 1.5 1.3 3.0 1.3 0.4Delay (s) 63.2 56.1 44.3 37.3 48.8 34.7 31.7 49.6 35.6 0.4Level of Service E E D D D C C D D AApproach Delay (s) 58.1 39.0 35.8 27.3Approach LOS E D D C

Intersection SummaryHCM 2000 Control Delay 41.6 HCM 2000 Level of Service DHCM 2000 Volume to Capacity ratio 0.70Actuated Cycle Length (s) 110.0 Sum of lost time (s) 19.6Intersection Capacity Utilization 79.0% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

8/4/2017




Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (vph) 1327 46 728 1112 0 702Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0Lane Util. Factor 0.91 0.97 0.95 0.88Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 0.99 1.00 1.00 0.85Flt Protected 1.00 0.95 1.00 1.00Satd. Flow (prot) 4605 3127 3223 2538Flt Permitted 1.00 0.95 1.00 1.00Satd. Flow (perm) 4605 3127 3223 2538Peak-hour factor, PHF 0.88 0.88 0.98 0.98 0.92 0.92Adj. Flow (vph) 1508 52 743 1135 0 763RTOR Reduction (vph) 4 0 0 0 0 57Lane Group Flow (vph) 1556 0 743 1135 0 706Confl. Peds. (#/hr) 6Turn Type NA Prot NA OverProtected Phases 2 4 6 4Permitted PhasesActuated Green, G (s) 65.2 41.2 65.2 41.2Effective Green, g (s) 65.2 41.2 65.2 41.2Actuated g/C Ratio 0.57 0.36 0.57 0.36Clearance Time (s) 4.6 4.0 4.6 4.0Vehicle Extension (s) 5.0 2.5 5.0 2.5Lane Grp Cap (vph) 2610 1120 1827 909v/s Ratio Prot 0.34 0.24 c0.35 c0.28v/s Ratio Permv/c Ratio 0.60 0.66 0.62 0.78Uniform Delay, d1 16.3 31.1 16.6 32.8Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 1.0 1.3 1.6 4.0Delay (s) 17.3 32.4 18.2 36.9Level of Service B C B DApproach Delay (s) 17.3 23.8 36.9Approach LOS B C D


8/4/2017

HCM 2010 AWSC1: Cabot Blvd. & W.Winton Ave. 8/4/2017

Existing Conditions Early PM Peak HourTJKM



Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBRLane ConfigurationsTraffic Vol, veh/h 0 3 113 30 0 139 61 86 0 30 18 86Future Vol, veh/h 0 3 113 30 0 139 61 86 0 30 18 86Peak Hour Factor 0.92 0.79 0.79 0.79 0.92 0.80 0.80 0.80 0.92 0.84 0.84 0.84Heavy Vehicles, % 12 12 12 12 12 12 12 12 12 12 12 12Mvmt Flow 0 4 143 38 0 174 76 108 0 36 21 102Number of Lanes 0 1 2 0 0 1 2 0 0 1 1 1


Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%Vol Thru, % 0% 100% 0% 0% 100% 56% 0% 100% 19% 0% 100%Vol Right, % 0% 0% 100% 0% 0% 44% 0% 0% 81% 0% 0%Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 30 18 86 3 75 68 139 41 106 114 21LT Vol 30 0 0 3 0 0 139 0 0 114 0Through Vol 0 18 0 0 75 38 0 41 20 0 21RT Vol 0 0 86 0 0 30 0 0 86 0 0Lane Flow Rate 36 21 102 4 95 86 174 51 133 150 28Geometry Grp 8 8 8 8 8 8 8 8 8 8 8Degree of Util (X) 0.073 0.041 0.174 0.008 0.177 0.151 0.329 0.089 0.212 0.301 0.052Departure Headway (Hd) 7.317 6.817 6.117 7.173 6.673 6.362 6.816 6.316 5.75 7.216 6.716Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesCap 489 524 585 498 537 563 526 566 623 498 532Service Time 5.069 4.569 3.869 4.925 4.425 4.115 4.563 4.063 3.496 4.967 4.467HCM Lane V/C Ratio 0.074 0.04 0.174 0.008 0.177 0.153 0.331 0.09 0.213 0.301 0.053HCM Control Delay 10.6 9.9 10.2 10 10.9 10.3 12.9 9.7 10 13.1 9.8HCM Lane LOS B A B A B B B A A B AHCM 95th-tile Q 0.2 0.1 0.6 0 0.6 0.5 1.4 0.3 0.8 1.3 0.2





Movement SBU SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 114 21 2Future Vol, veh/h 0 114 21 2Peak Hour Factor 0.92 0.76 0.76 0.76Heavy Vehicles, % 12 12 12 12Mvmt Flow 0 150 28 3Number of Lanes 0 1 1 1


HCM Signalized Intersection Capacity Analysis2: Driveway/Corsair Blvd. & W.Winton Ave. 8/4/2017



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 8 835 6 20 570 158 3 0 9 254 0 10Future Volume (vph) 8 835 6 20 570 158 3 0 9 254 0 10Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.97 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.97 0.90 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00Satd. Flow (prot) 1611 3219 1609 3103 1472 3127 1442Flt Permitted 0.30 1.00 0.22 1.00 0.99 0.95 1.00Satd. Flow (perm) 504 3219 368 3103 1472 3127 1442Peak-hour factor, PHF 0.75 0.75 0.75 0.82 0.82 0.82 0.60 0.60 0.60 0.59 0.59 0.59Adj. Flow (vph) 11 1113 8 24 695 193 5 0 15 431 0 17RTOR Reduction (vph) 0 1 0 0 34 0 0 20 0 0 0 15Lane Group Flow (vph) 11 1120 0 24 854 0 0 0 0 431 0 2Confl. Peds. (#/hr) 1 6 6 1 1 1Turn Type Perm NA Perm NA Perm NA Prot PermProtected Phases 2 6 3 4Permitted Phases 2 6 3 4Actuated Green, G (s) 39.7 39.7 39.7 39.7 1.0 6.5 6.5Effective Green, g (s) 39.7 39.7 39.7 39.7 1.0 6.5 6.5Actuated g/C Ratio 0.65 0.65 0.65 0.65 0.02 0.11 0.11Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 329 2105 240 2029 24 334 154v/s Ratio Prot c0.35 0.28 c0.14v/s Ratio Perm 0.02 0.07 0.00 0.00v/c Ratio 0.03 0.53 0.10 0.42 0.01 1.29 0.01Uniform Delay, d1 3.7 5.6 3.9 5.0 29.4 27.1 24.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.0 0.3 0.8 0.6 0.2 151.4 0.0Delay (s) 3.8 5.8 4.7 5.7 29.6 178.5 24.3Level of Service A A A A C F CApproach Delay (s) 5.8 5.6 29.6 172.6Approach LOS A A C F

Intersection SummaryHCM 2000 Control Delay 35.7 HCM 2000 Level of Service DHCM 2000 Volume to Capacity ratio 0.63Actuated Cycle Length (s) 60.7 Sum of lost time (s) 13.5Intersection Capacity Utilization 44.3% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group

HCM Signalized Intersection Capacity Analysis3: Clawiter Rd./Tuskegee Dr. & W.Winton Ave. 8/4/2017



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 1011 185 313 474 2 170 0 481 2 1 1Future Volume (vph) 0 1011 185 313 474 2 170 0 481 2 1 1Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.97 0.95 0.95 0.95 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.98 1.00 1.00 1.00 1.00 0.85 1.00 0.93Flt Protected 1.00 0.95 1.00 0.95 0.95 1.00 0.95 1.00Satd. Flow (prot) 3141 3127 3222 1531 1531 1442 1612 1569Flt Permitted 1.00 0.95 1.00 0.76 0.76 1.00 0.69 1.00Satd. Flow (perm) 3141 3127 3222 1217 1217 1442 1172 1569Peak-hour factor, PHF 0.80 0.80 0.80 0.81 0.81 0.81 0.88 0.88 0.88 0.50 0.50 0.50Adj. Flow (vph) 0 1264 231 386 585 2 193 0 547 4 2 2RTOR Reduction (vph) 0 14 0 0 0 0 0 0 225 0 2 0Lane Group Flow (vph) 0 1481 0 386 587 0 96 97 322 4 2 0Confl. Peds. (#/hr) 3Confl. Bikes (#/hr) 1Turn Type Prot NA Prot NA Perm NA Perm Perm NAProtected Phases 5 2 1 6 4 8Permitted Phases 4 4 8Actuated Green, G (s) 47.8 14.5 66.3 23.7 23.7 23.7 23.7 23.7Effective Green, g (s) 47.8 14.5 66.3 23.7 23.7 23.7 23.7 23.7Actuated g/C Ratio 0.48 0.14 0.66 0.24 0.24 0.24 0.24 0.24Clearance Time (s) 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 1501 453 2136 288 288 341 277 371v/s Ratio Prot c0.47 c0.12 0.18 0.00v/s Ratio Perm 0.08 0.08 c0.22 0.00v/c Ratio 0.99 0.85 0.27 0.33 0.34 0.94 0.01 0.01Uniform Delay, d1 25.8 41.7 6.9 31.6 31.6 37.5 29.2 29.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 20.3 13.8 0.3 0.2 0.3 33.9 0.0 0.0Delay (s) 46.0 55.5 7.3 31.9 31.9 71.4 29.2 29.2Level of Service D E A C C E C CApproach Delay (s) 46.0 26.4 61.1 29.2Approach LOS D C E C

Intersection SummaryHCM 2000 Control Delay 43.5 HCM 2000 Level of Service DHCM 2000 Volume to Capacity ratio 0.95Actuated Cycle Length (s) 100.0 Sum of lost time (s) 14.0Intersection Capacity Utilization 82.8% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

HCM Signalized Intersection Capacity Analysis4: Hesperian Blvd. & W.Winton Ave. 8/4/2017



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 598 1044 71 262 461 148 58 1051 255 181 582 259Future Volume (vph) 598 1044 71 262 461 148 58 1051 255 181 582 259Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3 4.0Lane Util. Factor 0.97 0.91 0.97 0.91 1.00 0.91 1.00 0.97 0.91 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3127 4578 3127 4442 1612 4631 1400 3127 4631 1420Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3127 4578 3127 4442 1612 4631 1400 3127 4631 1420Peak-hour factor, PHF 0.97 0.97 0.97 0.90 0.90 0.90 0.93 0.93 0.93 0.98 0.98 0.98Adj. Flow (vph) 616 1076 73 291 512 164 62 1130 274 185 594 264RTOR Reduction (vph) 0 6 0 0 49 0 0 0 93 0 0 0Lane Group Flow (vph) 616 1143 0 291 627 0 62 1130 181 185 594 264Confl. Peds. (#/hr) 15 6 16 12Turn Type Prot NA Prot NA Prot NA Perm Prot NA FreeProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 2 FreeActuated Green, G (s) 26.6 38.8 15.1 27.3 6.8 42.5 42.5 9.5 44.7 125.0Effective Green, g (s) 26.6 38.8 15.1 27.3 6.8 42.5 42.5 9.5 44.7 125.0Actuated g/C Ratio 0.21 0.31 0.12 0.22 0.05 0.34 0.34 0.08 0.36 1.00Clearance Time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3Vehicle Extension (s) 2.0 2.5 2.0 2.5 1.5 5.0 5.0 0.5 3.0Lane Grp Cap (vph) 665 1421 377 970 87 1574 476 237 1656 1420v/s Ratio Prot c0.20 c0.25 c0.09 0.14 0.04 c0.24 c0.06 0.13v/s Ratio Perm 0.13 c0.19v/c Ratio 0.93 0.80 0.77 0.65 0.71 0.72 0.38 0.78 0.36 0.19Uniform Delay, d1 48.2 39.6 53.3 44.5 58.1 36.0 31.3 56.7 29.6 0.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 18.6 3.3 8.6 1.3 20.4 2.8 2.3 14.2 0.6 0.3Delay (s) 66.9 42.9 61.9 45.8 78.5 38.9 33.6 70.9 30.2 0.3Level of Service E D E D E D C E C AApproach Delay (s) 51.3 50.6 39.6 29.8Approach LOS D D D C


HCM Signalized Intersection Capacity Analysis5: Southland Dr. & W.Winton Ave. 8/4/2017



Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (vph) 1745 50 649 1056 0 738Future Volume (vph) 1745 50 649 1056 0 738Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0Lane Util. Factor 0.91 0.97 0.95 0.88Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85Flt Protected 1.00 0.95 1.00 1.00Satd. Flow (prot) 4610 3127 3223 2538Flt Permitted 1.00 0.95 1.00 1.00Satd. Flow (perm) 4610 3127 3223 2538Peak-hour factor, PHF 0.95 0.95 0.96 0.96 0.96 0.96Adj. Flow (vph) 1837 53 676 1100 0 769RTOR Reduction (vph) 3 0 0 0 0 30Lane Group Flow (vph) 1887 0 676 1100 0 739Confl. Peds. (#/hr) 3Turn Type NA Prot NA OverProtected Phases 2 4 6 4Permitted PhasesActuated Green, G (s) 79.2 47.2 79.2 47.2Effective Green, g (s) 79.2 47.2 79.2 47.2Actuated g/C Ratio 0.59 0.35 0.59 0.35Clearance Time (s) 4.6 4.0 4.6 4.0Vehicle Extension (s) 5.0 2.5 5.0 2.5Lane Grp Cap (vph) 2704 1093 1890 887v/s Ratio Prot c0.41 0.22 0.34 c0.29v/s Ratio Permv/c Ratio 0.70 0.62 0.58 0.83Uniform Delay, d1 19.5 36.4 17.5 40.3Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 1.5 0.9 1.3 6.7Delay (s) 21.0 37.3 18.8 46.9Level of Service C D B DApproach Delay (s) 21.0 25.9 46.9Approach LOS C C D


HCM Signalized Intersection Capacity Analysis6: Clawiter Rd. & Depot Rd. 8/4/2017



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 165 283 56 28 140 16 94 236 79 7 131 79Future Volume (vph) 165 283 56 28 140 16 94 236 79 7 131 79Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 5.0 4.5 4.5Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.98 1.00 0.85 0.97 1.00 0.85Flt Protected 0.98 0.99 1.00 0.99 1.00 1.00Satd. Flow (prot) 3113 3197 1420 3094 3215 1442Flt Permitted 0.98 0.99 1.00 0.83 0.93 1.00Satd. Flow (perm) 3113 3197 1420 2584 2999 1442Peak-hour factor, PHF 0.70 0.70 0.70 0.85 0.85 0.85 0.77 0.77 0.77 0.89 0.89 0.89Adj. Flow (vph) 236 404 80 33 165 19 122 306 103 8 147 89RTOR Reduction (vph) 0 9 0 0 0 17 0 15 0 0 0 47Lane Group Flow (vph) 0 711 0 0 198 2 0 516 0 0 155 42Confl. Peds. (#/hr) 2 2Turn Type Split NA Split NA Perm Perm NA Perm NA PermProtected Phases 8 8 4 4 2 6Permitted Phases 4 2 6 6Actuated Green, G (s) 29.5 12.4 12.4 50.1 50.6 50.6Effective Green, g (s) 29.5 12.4 12.4 50.1 50.6 50.6Actuated g/C Ratio 0.28 0.12 0.12 0.47 0.48 0.48Clearance Time (s) 4.5 4.5 4.5 5.0 4.5 4.5Vehicle Extension (s) 2.0 3.0 3.0 4.0 4.0 4.0Lane Grp Cap (vph) 866 373 166 1221 1431 688v/s Ratio Prot c0.23 c0.06v/s Ratio Perm 0.00 c0.20 0.05 0.03v/c Ratio 0.82 0.53 0.01 0.42 0.11 0.06Uniform Delay, d1 35.8 44.1 41.4 18.4 15.3 14.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 6.0 1.5 0.0 1.1 0.2 0.2Delay (s) 41.8 45.5 41.4 19.5 15.4 15.1Level of Service D D D B B BApproach Delay (s) 41.8 45.2 19.5 15.3Approach LOS D D B B

Intersection SummaryHCM 2000 Control Delay 31.5 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.56Actuated Cycle Length (s) 106.0 Sum of lost time (s) 14.0Intersection Capacity Utilization 53.1% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis7: Cabot Blvd. & Depot Rd. 8/4/2017



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 10 29 7 8 23 160 8 29 13 153 47 3Future Volume (Veh/h) 10 29 7 8 23 160 8 29 13 153 47 3Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.82 0.82 0.82 0.77 0.77 0.77 0.74 0.74 0.74 0.81 0.81 0.81Hourly flow rate (vph) 12 35 9 10 30 208 11 39 18 189 58 4Pedestrians 1Lane Width (ft) 12.0Walking Speed (ft/s) 3.5Percent Blockage 0Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 239 44 250 322 40 256 223 135vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 239 44 250 322 40 256 223 135tC, single (s) 4.2 4.2 7.2 6.6 6.3 7.2 6.6 6.3tC, 2 stage (s)tF (s) 2.3 2.3 3.6 4.1 3.4 3.6 4.1 3.4p0 queue free % 99 99 98 93 98 70 91 100cM capacity (veh/h) 1270 1502 625 569 1004 621 647 887

Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2Volume Total 56 248 68 189 62Volume Left 12 10 11 189 0Volume Right 9 208 18 0 4cSH 1270 1502 653 621 659Volume to Capacity 0.01 0.01 0.10 0.30 0.09Queue Length 95th (ft) 1 1 9 32 8Control Delay (s) 1.7 0.4 11.1 13.3 11.0Lane LOS A A B B BApproach Delay (s) 1.7 0.4 11.1 12.7Approach LOS B B



Existing Conditons PM Peak Hour Synchro 8 ReportTJKM Page 1



Approach EB WB NBOpposing Approach WB EB SBOpposing Lanes 3 3 3Conflicting Approach Left SB NB EBConflicting Lanes Left 3 3 3Conflicting Approach Right NB SB WBConflicting Lanes Right 3 3 3HCM Control Delay 10.3 10 10.1HCM LOS B A B

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%Vol Thru, % 0% 100% 0% 0% 100% 68% 0% 100% 26% 0% 100%Vol Right, % 0% 0% 100% 0% 0% 32% 0% 0% 74% 0% 0%Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 17 19 95 2 77 57 52 35 66 155 26LT Vol 17 0 0 2 0 0 52 0 0 155 0Through Vol 0 19 0 0 77 39 0 35 17 0 26RT Vol 0 0 95 0 0 18 0 0 49 0 0Lane Flow Rate 25 28 142 2 91 67 57 38 73 225 38Geometry Grp 8 8 8 8 8 8 8 8 8 8 8Degree of Util (X) 0.049 0.051 0.226 0.005 0.166 0.118 0.112 0.069 0.122 0.418 0.065Departure Headway (Hd) 6.937 6.437 5.737 7.072 6.572 6.35 7.056 6.556 6.039 6.705 6.205Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesCap 516 556 625 506 546 564 508 546 593 537 577Service Time 4.677 4.177 3.477 4.814 4.314 4.091 4.799 4.299 3.782 4.442 3.942HCM Lane V/C Ratio 0.048 0.05 0.227 0.004 0.167 0.119 0.112 0.07 0.123 0.419 0.066HCM Control Delay 10 9.5 10.2 9.8 10.6 9.9 10.7 9.8 9.6 14.2 9.4HCM Lane LOS A A B A B A B A A B AHCM 95th-tile Q 0.2 0.2 0.9 0 0.6 0.4 0.4 0.2 0.4 2 0.2






Lane SBLn3



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 5 975 1 2 304 53 1 0 14 248 0 3Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.97 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.98 0.88 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1610 3223 1606 3141 1477 3127 1412Flt Permitted 0.52 1.00 0.19 1.00 1.00 0.95 1.00Satd. Flow (perm) 889 3223 315 3141 1477 3127 1412Peak-hour factor, PHF 0.80 0.80 0.80 0.93 0.93 0.93 0.63 0.63 0.63 0.79 0.79 0.79Adj. Flow (vph) 6 1219 1 2 327 57 2 0 22 314 0 4RTOR Reduction (vph) 0 0 0 0 19 0 0 23 0 0 0 4Lane Group Flow (vph) 6 1220 0 2 365 0 0 1 0 314 0 0Confl. Peds. (#/hr) 1 15 15 1 3 3Confl. Bikes (#/hr) 4 2Turn Type Perm NA Perm NA Perm NA Prot PermProtected Phases 2 6 3 4Permitted Phases 2 6 3 4Actuated Green, G (s) 40.7 40.7 40.7 40.7 2.0 6.5 6.5Effective Green, g (s) 40.7 40.7 40.7 40.7 2.0 6.5 6.5Actuated g/C Ratio 0.65 0.65 0.65 0.65 0.03 0.10 0.10Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 577 2092 204 2038 47 324 146v/s Ratio Prot c0.38 0.12 c0.10v/s Ratio Perm 0.01 0.01 0.00 0.00v/c Ratio 0.01 0.58 0.01 0.18 0.02 0.97 0.00Uniform Delay, d1 3.9 6.2 3.9 4.4 29.4 28.0 25.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.0 0.4 0.1 0.2 0.1 41.2 0.0Delay (s) 3.9 6.6 4.0 4.6 29.5 69.2 25.2Level of Service A A A A C E CApproach Delay (s) 6.6 4.6 29.5 68.6Approach LOS A A C E

Intersection SummaryHCM 2000 Control Delay 16.6 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.61Actuated Cycle Length (s) 62.7 Sum of lost time (s) 13.5Intersection Capacity Utilization 47.8% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group


Existing Conditons PM Peak HourTJKM


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 1 977 169 253 272 0 95 0 583 3 2 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 1.00 0.95 0.97 0.95 0.95 0.95 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.98 1.00 1.00 1.00 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 0.95 1.00 0.95 0.95 1.00 0.95 1.00Satd. Flow (prot) 1612 3142 3127 3223 1531 1531 1442 1612 1696Flt Permitted 0.95 1.00 0.95 1.00 0.75 0.75 1.00 0.72 1.00Satd. Flow (perm) 1612 3142 3127 3223 1216 1216 1442 1218 1696Peak-hour factor, PHF 0.87 0.87 0.87 0.77 0.77 0.77 0.83 0.83 0.83 0.42 0.42 0.42Adj. Flow (vph) 1 1123 194 329 353 0 114 0 702 7 5 0RTOR Reduction (vph) 0 15 0 0 0 0 0 0 220 0 0 0Lane Group Flow (vph) 1 1302 0 329 353 0 57 57 482 7 5 0Confl. Peds. (#/hr) 7Confl. Bikes (#/hr) 1 1Turn Type Prot NA Prot NA Perm NA Perm Perm NAProtected Phases 5 2 1 6 4 8Permitted Phases 4 4 8Actuated Green, G (s) 1.0 41.2 16.8 57.0 28.0 28.0 28.0 28.0 28.0Effective Green, g (s) 1.0 41.2 16.8 57.0 28.0 28.0 28.0 28.0 28.0Actuated g/C Ratio 0.01 0.41 0.17 0.57 0.28 0.28 0.28 0.28 0.28Clearance Time (s) 4.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 16 1294 525 1837 340 340 403 341 474v/s Ratio Prot 0.00 c0.41 c0.11 0.11 0.00v/s Ratio Perm 0.05 0.05 c0.33 0.01v/c Ratio 0.06 1.01 0.63 0.19 0.17 0.17 1.20 0.02 0.01Uniform Delay, d1 49.0 29.4 38.7 10.4 27.2 27.2 36.0 26.1 26.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.6 26.6 1.7 0.2 0.1 0.1 110.4 0.0 0.0Delay (s) 49.6 56.0 40.4 10.6 27.3 27.3 146.4 26.1 26.0Level of Service D E D B C C F C CApproach Delay (s) 56.0 25.0 129.8 26.0Approach LOS E C F C

Intersection SummaryHCM 2000 Control Delay 69.7 HCM 2000 Level of Service EHCM 2000 Volume to Capacity ratio 0.99Actuated Cycle Length (s) 100.0 Sum of lost time (s) 14.0Intersection Capacity Utilization 87.8% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 690 1019 52 286 300 216 42 1149 176 170 725 182Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3 4.0Lane Util. Factor 0.97 0.91 0.97 0.91 1.00 0.91 1.00 0.97 0.91 1.00Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.96 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3127 4588 3127 4310 1612 4631 1388 3127 4631 1421Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3127 4588 3127 4310 1612 4631 1388 3127 4631 1421Peak-hour factor, PHF 0.91 0.91 0.91 0.87 0.87 0.87 0.95 0.95 0.95 0.86 0.86 0.86Adj. Flow (vph) 758 1120 57 329 345 248 44 1209 185 198 843 212RTOR Reduction (vph) 0 5 0 0 100 0 0 0 96 0 0 0Lane Group Flow (vph) 758 1172 0 329 493 0 44 1209 89 198 843 212Confl. Peds. (#/hr) 25 4 24 9Turn Type Prot NA Prot NA Prot NA Perm Prot NA FreeProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 2 FreeActuated Green, G (s) 28.5 39.3 16.5 27.3 6.1 40.1 40.1 10.0 43.5 125.0Effective Green, g (s) 28.5 39.3 16.5 27.3 6.1 40.1 40.1 10.0 43.5 125.0Actuated g/C Ratio 0.23 0.31 0.13 0.22 0.05 0.32 0.32 0.08 0.35 1.00Clearance Time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3Vehicle Extension (s) 2.0 2.5 2.0 2.5 1.5 5.0 5.0 0.5 3.0Lane Grp Cap (vph) 712 1442 412 941 78 1485 445 250 1611 1421v/s Ratio Prot c0.24 c0.26 c0.11 0.11 0.03 c0.26 c0.06 0.18v/s Ratio Perm 0.06 c0.15v/c Ratio 1.06 0.81 0.80 0.52 0.56 0.81 0.20 0.79 0.52 0.15Uniform Delay, d1 48.2 39.5 52.6 43.1 58.1 39.0 30.8 56.5 32.5 0.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 52.3 3.5 9.7 0.4 5.5 5.0 1.0 14.7 1.2 0.2Delay (s) 100.5 43.0 62.3 43.5 63.6 44.0 31.8 71.2 33.7 0.2Level of Service F D E D E D C E C AApproach Delay (s) 65.5 50.2 43.1 34.0Approach LOS E D D C





Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (vph) 1940 59 672 959 0 886Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0Lane Util. Factor 0.91 0.97 0.95 0.88Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85Flt Protected 1.00 0.95 1.00 1.00Satd. Flow (prot) 4608 3127 3223 2538Flt Permitted 1.00 0.95 1.00 1.00Satd. Flow (perm) 4608 3127 3223 2538Peak-hour factor, PHF 0.91 0.91 0.97 0.97 0.89 0.89Adj. Flow (vph) 2132 65 693 989 0 996RTOR Reduction (vph) 2 0 0 0 0 17Lane Group Flow (vph) 2195 0 693 989 0 979Confl. Peds. (#/hr) 4Confl. Bikes (#/hr) 2Turn Type NA Prot NA OverProtected Phases 2 4 6 4Permitted PhasesActuated Green, G (s) 87.4 39.0 87.4 39.0Effective Green, g (s) 87.4 39.0 87.4 39.0Actuated g/C Ratio 0.65 0.29 0.65 0.29Clearance Time (s) 4.6 4.0 4.6 4.0Vehicle Extension (s) 5.0 2.5 5.0 2.5Lane Grp Cap (vph) 2983 903 2086 733v/s Ratio Prot c0.48 0.22 0.31 c0.39v/s Ratio Permv/c Ratio 0.74 0.77 0.47 1.34Uniform Delay, d1 16.0 43.9 12.1 48.0Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 1.7 3.8 0.8 160.2Delay (s) 17.7 47.6 12.9 208.2Level of Service B D B FApproach Delay (s) 17.7 27.2 208.2Approach LOS B C F

Intersection SummaryHCM 2000 Control Delay 59.9 HCM 2000 Level of Service EHCM 2000 Volume to Capacity ratio 0.92Actuated Cycle Length (s) 135.0 Sum of lost time (s) 8.6Intersection Capacity Utilization 77.0% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 130 384 25 25 85 11 45 381 144 21 139 40Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 5.0 4.5 4.5Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.99 1.00 0.85 0.96 1.00 0.85Flt Protected 0.99 0.99 1.00 1.00 0.99 1.00Satd. Flow (prot) 3161 3187 1422 3078 3202 1442Flt Permitted 0.99 0.99 1.00 0.91 0.84 1.00Satd. Flow (perm) 3161 3187 1422 2801 2701 1442Peak-hour factor, PHF 0.82 0.82 0.82 0.67 0.67 0.67 0.81 0.81 0.81 0.78 0.78 0.78Adj. Flow (vph) 159 468 30 37 127 16 56 470 178 27 178 51RTOR Reduction (vph) 0 4 0 0 0 14 0 22 0 0 0 25Lane Group Flow (vph) 0 653 0 0 164 2 0 682 0 0 205 26Confl. Peds. (#/hr) 1 1Confl. Bikes (#/hr) 2 3Turn Type Split NA Split NA Perm Perm NA Perm NA PermProtected Phases 8 8 4 4 2 6Permitted Phases 4 2 6 6Actuated Green, G (s) 27.2 11.6 11.6 53.2 53.7 53.7Effective Green, g (s) 27.2 11.6 11.6 53.2 53.7 53.7Actuated g/C Ratio 0.26 0.11 0.11 0.50 0.51 0.51Clearance Time (s) 4.5 4.5 4.5 5.0 4.5 4.5Vehicle Extension (s) 2.0 3.0 3.0 4.0 4.0 4.0Lane Grp Cap (vph) 811 348 155 1405 1368 730v/s Ratio Prot c0.21 c0.05v/s Ratio Perm 0.00 c0.24 0.08 0.02v/c Ratio 0.81 0.47 0.01 0.49 0.15 0.04Uniform Delay, d1 36.9 44.3 42.1 17.4 14.0 13.1Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 5.5 1.0 0.0 1.2 0.2 0.1Delay (s) 42.5 45.3 42.1 18.6 14.2 13.2Level of Service D D D B B BApproach Delay (s) 42.5 45.0 18.6 14.0Approach LOS D D B B





Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 11 50 0 2 25 131 0 2 2 269 0 3Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.69 0.69 0.69 0.84 0.84 0.84 0.50 0.50 0.50 0.83 0.83 0.83Hourly flow rate (vph) 16 72 0 2 30 156 0 4 4 324 0 4PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 186 72 220 295 72 223 217 108vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 186 72 220 295 72 223 217 108tC, single (s) 4.2 4.2 7.2 6.6 6.3 7.2 6.6 6.3tC, 2 stage (s)tF (s) 2.3 2.3 3.6 4.1 3.4 3.6 4.1 3.4p0 queue free % 99 100 100 99 100 54 100 100cM capacity (veh/h) 1331 1466 704 592 962 698 655 920



HCM Signalized Intersection Capacity Analysis8: Breakwater Ave/SR 92 WB Ramps & Clawiter Rd. 8/4/2017



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 34 83 124 105 46 139 33 308 146 163 248 34Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.89 0.96 1.00 0.85Flt Protected 0.99 1.00 0.95 1.00 1.00 0.98 1.00Satd. Flow (prot) 1672 1442 1612 1506 1616 3161 1403Flt Permitted 0.99 1.00 0.95 1.00 1.00 0.98 1.00Satd. Flow (perm) 1672 1442 1612 1506 1616 3161 1403Peak-hour factor, PHF 0.85 0.85 0.85 0.84 0.84 0.84 0.81 0.81 0.81 0.88 0.88 0.88Adj. Flow (vph) 40 98 146 125 55 165 41 380 180 185 282 39RTOR Reduction (vph) 0 0 136 0 121 0 0 13 0 0 0 31Lane Group Flow (vph) 0 138 10 125 99 0 0 588 0 0 467 8Confl. Peds. (#/hr) 4Confl. Bikes (#/hr) 2Turn Type Split NA Perm Split NA Split NA Split NA PermProtected Phases 8 8 4 4 2 2 6 6Permitted Phases 8 6Actuated Green, G (s) 5.6 5.6 12.1 12.1 28.8 17.4 17.4Effective Green, g (s) 5.6 5.6 12.1 12.1 28.8 17.4 17.4Actuated g/C Ratio 0.07 0.07 0.15 0.15 0.35 0.21 0.21Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 114 98 238 222 568 671 298v/s Ratio Prot c0.08 c0.08 0.07 c0.36 c0.15v/s Ratio Perm 0.01 0.01v/c Ratio 1.21 0.10 0.53 0.45 1.04 0.70 0.03Uniform Delay, d1 38.2 35.8 32.2 31.8 26.6 29.8 25.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 151.5 0.5 2.1 1.4 47.2 3.1 0.0Delay (s) 189.7 36.2 34.3 33.3 73.7 33.0 25.6Level of Service F D C C E C CApproach Delay (s) 110.8 33.7 73.7 32.4Approach LOS F C E C

Intersection SummaryHCM 2000 Control Delay 59.8 HCM 2000 Level of Service EHCM 2000 Volume to Capacity ratio 0.86Actuated Cycle Length (s) 81.9 Sum of lost time (s) 18.0Intersection Capacity Utilization 71.8% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis9: Eden Landing Rd/Clawiter Rd & SR 92 EB Ramps 8/4/2017



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vph) 176 11 75 2 157 113 254 235 6 63 129 275Peak Hour Factor 0.83 0.83 0.83 0.74 0.74 0.74 0.78 0.78 0.78 0.83 0.83 0.83Hourly flow rate (vph) 212 13 90 3 212 153 326 301 8 76 155 331

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total (vph) 316 368 476 158 154 409Volume Left (vph) 212 3 326 0 76 0Volume Right (vph) 90 153 0 8 0 331Hadj (s) 0.17 -0.04 0.55 0.17 0.45 -0.36Departure Headway (s) 9.4 8.9 10.0 9.6 9.6 8.8Degree Utilization, x 0.82 0.91 1.0 0.42 0.41 1.0Capacity (veh/h) 367 395 374 380 370 409Control Delay (s) 43.4 55.8 188.6 18.1 18.0 73.9Approach Delay (s) 43.4 55.8 146.0 58.6Approach LOS E F F F

Intersection SummaryDelay 85.0Level of Service FIntersection Capacity Utilization 71.8% ICU Level of Service CAnalysis Period (min) 15

Queues2: Driveway/Corsair Blvd. & W.Winton Ave.



Lane Group EBL EBT WBL WBT NBT SBL SBRLane Group Flow (vph) 8 364 13 1276 12 100 8v/c Ratio 0.03 0.15 0.02 0.53 0.08 0.32 0.03Control Delay 4.4 3.3 3.8 5.1 18.0 28.8 0.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 4.4 3.3 3.8 5.1 18.0 28.8 0.3Queue Length 50th (ft) 1 14 1 67 1 18 0Queue Length 95th (ft) 6 45 7 202 5 37 0Internal Link Dist (ft) 3991 1154 335Turn Bay Length (ft) 80 55 105 105Base Capacity (vph) 240 2486 695 2422 142 328 239Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.03 0.15 0.02 0.53 0.08 0.30 0.03

Intersection Summary

8/4/2017

Queues3: Clawiter Rd./Tuskegee Dr. & W.Winton Ave.



Lane Group EBL EBT WBL WBT NBL NBT NBRLane Group Flow (vph) 1 545 1123 1262 78 78 232v/c Ratio 0.01 0.46 0.92 0.50 0.59 0.59 0.64Control Delay 51.0 25.1 54.1 13.2 64.1 64.1 14.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 51.0 25.1 54.1 13.2 64.1 64.1 14.4Queue Length 50th (ft) 1 136 390 313 56 56 0Queue Length 95th (ft) 6 190 398 366 104 104 71Internal Link Dist (ft) 1154 1790 1601Turn Bay Length (ft) 165 205 95Base Capacity (vph) 87 1195 1255 2542 300 300 525Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.01 0.46 0.89 0.50 0.26 0.26 0.44


8/4/2017

Queues4: Hesperian Blvd. & W.Winton Ave.



Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 221 413 209 1268 60 701 156 127 1196 1220v/c Ratio 0.83 0.29 0.63 0.82 0.61 0.44 0.26 0.70 0.72 0.86Control Delay 79.8 30.6 55.3 37.7 76.2 29.1 5.8 72.0 34.8 7.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 79.8 30.6 55.3 37.7 76.2 29.1 5.8 72.0 34.8 7.5Queue Length 50th (ft) 84 53 74 286 42 141 2 45 280 0Queue Length 95th (ft) #157 104 107 333 #101 175 44 #85 312 0Internal Link Dist (ft) 385 363 1191 1345Turn Bay Length (ft) 290 290 290 80 250 320Base Capacity (vph) 267 1444 486 1651 100 1607 589 181 1657 1420Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.83 0.29 0.43 0.77 0.60 0.44 0.26 0.70 0.72 0.86

Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

8/4/2017

Queues5: Southland Dr. & W.Winton Ave.



Lane Group EBT WBL WBT NBRLane Group Flow (vph) 967 927 1663 345v/c Ratio 0.32 1.07 0.80 0.38Control Delay 9.1 91.2 18.1 7.4Queue Delay 0.0 0.0 0.0 0.0Total Delay 9.1 91.2 18.1 7.4Queue Length 50th (ft) 100 ~412 410 14Queue Length 95th (ft) 123 #539 506 49Internal Link Dist (ft) 1018 759Turn Bay Length (ft) 340Base Capacity (vph) 3067 867 2141 920Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.32 1.07 0.78 0.38

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.

8/4/2017

Queues6: Clawiter Rd. & Depot Rd.



Lane Group EBT WBT WBR NBT SBT SBRLane Group Flow (vph) 228 498 8 195 685 197v/c Ratio 0.25 0.75 0.02 0.28 0.61 0.30Control Delay 27.5 46.4 0.1 19.6 29.8 4.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 27.5 46.4 0.1 19.6 29.8 4.6Queue Length 50th (ft) 55 166 0 37 196 0Queue Length 95th (ft) 90 195 0 52 258 46Internal Link Dist (ft) 233 740 147 254Turn Bay Length (ft) 70 170Base Capacity (vph) 902 826 422 686 1123 652Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.25 0.60 0.02 0.28 0.61 0.30


8/4/2017

Queues8: Breakwater Ave/SR 92 WB Ramps & Clawiter Rd.



Lane Group EBT EBR WBL WBT NBT SBT SBRLane Group Flow (vph) 93 74 300 326 486 589 76v/c Ratio 0.97 0.40 0.79 0.80 1.00 0.98dl 0.19Control Delay 135.5 10.4 50.4 45.3 76.0 48.5 3.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 135.5 10.4 50.4 45.3 76.0 48.5 3.8Queue Length 50th (ft) ~62 0 179 166 ~329 186 0Queue Length 95th (ft) #173 21 217 204 #492 #262 17Internal Link Dist (ft) 312 424 66 235Turn Bay Length (ft) 80 60Base Capacity (vph) 96 184 483 500 488 777 430Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.97 0.40 0.62 0.65 1.00 0.76 0.18

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.dl Defacto Left Lane. Recode with 1 though lane as a left lane.

8/4/2017




Lane Group EBL EBT WBL WBT NBT SBL SBRLane Group Flow (vph) 15 949 16 891 28 239 1v/c Ratio 0.04 0.43 0.05 0.41 0.12 0.73 0.00Control Delay 5.2 5.8 5.3 5.2 1.2 42.1 0.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 5.2 5.8 5.3 5.2 1.2 42.1 0.0Queue Length 50th (ft) 1 46 1 37 0 39 0Queue Length 95th (ft) 7 111 9 114 0 #85 0Internal Link Dist (ft) 3991 1154 335Turn Bay Length (ft) 80 55 105 105Base Capacity (vph) 342 2211 317 2165 224 329 239Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.04 0.43 0.05 0.41 0.13 0.73 0.00


8/4/2017




Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 1 1317 313 742 88 89 377 18 2v/c Ratio 0.01 0.69 0.71 0.30 0.55 0.57 0.73 0.12 0.01Control Delay 51.0 19.4 65.2 6.6 55.5 57.2 12.8 39.8 36.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 51.0 19.4 65.2 6.6 55.5 57.2 12.8 39.8 36.0Queue Length 50th (ft) 1 291 119 16 63 64 0 12 1Queue Length 95th (ft) 6 417 163 265 103 105 82 14 4Internal Link Dist (ft) 1154 1790 1601 445Turn Bay Length (ft) 165 205 95 50Base Capacity (vph) 87 1895 1222 2463 300 291 639 284 417Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.01 0.69 0.26 0.30 0.29 0.31 0.59 0.06 0.00


8/4/2017






8/4/2017




Lane Group EBT WBL WBT NBRLane Group Flow (vph) 1560 743 1135 763v/c Ratio 0.60 0.66 0.62 0.79Control Delay 17.2 34.9 18.3 36.4Queue Delay 0.0 0.0 0.0 0.0Total Delay 17.2 34.9 18.3 36.4Queue Length 50th (ft) 263 235 283 253Queue Length 95th (ft) 277 317 326 #364Internal Link Dist (ft) 1018 759Turn Bay Length (ft) 340Base Capacity (vph) 3062 1119 2141 965Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.51 0.66 0.53 0.79


8/4/2017

Queues2: Driveway/Corsair Blvd. & W.Winton Ave. 8/8/2017

Existing Conditions Early PM Peak Hour Synchro 9 ReportTJKM Page 1

Lane Group EBL EBT WBL WBT NBT SBL SBRLane Group Flow (vph) 11 1121 24 888 20 431 17v/c Ratio 0.03 0.50 0.09 0.41 0.09 1.20 0.07Control Delay 4.1 5.6 5.0 4.3 0.8 143.8 0.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 4.1 5.6 5.0 4.3 0.8 143.8 0.5Queue Length 50th (ft) 1 59 2 36 0 ~90 0Queue Length 95th (ft) 6 127 12 96 0 #108 0Internal Link Dist (ft) 3991 1154 335Turn Bay Length (ft) 80 55 105 105Base Capacity (vph) 350 2241 255 2189 235 358 254Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.03 0.50 0.09 0.41 0.09 1.20 0.07


Queues3: Clawiter Rd./Tuskegee Dr. & W.Winton Ave. 8/8/2017


Lane Group EBT WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 1495 386 587 96 97 547 4 4v/c Ratio 0.99 0.85 0.28 0.33 0.34 0.96 0.01 0.01Control Delay 47.3 60.4 7.8 34.1 34.2 48.2 28.0 22.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 47.3 60.4 7.8 34.1 34.2 48.2 28.0 22.5Queue Length 50th (ft) ~543 124 78 51 52 172 2 1Queue Length 95th (ft) #548 #156 92 97 98 #369 6 5Internal Link Dist (ft) 1154 1790 1601 445Turn Bay Length (ft) 205 95 50Base Capacity (vph) 1516 469 2134 316 316 593 304 409Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.99 0.82 0.28 0.30 0.31 0.92 0.01 0.01


Queues4: Hesperian Blvd. & W.Winton Ave. 8/8/2017




Queues5: Southland Dr. & W.Winton Ave. 8/8/2017




Queues6: Clawiter Rd. & Depot Rd. 8/8/2017







Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 1 1317 329 353 57 57 702 7 5v/c Ratio 0.01 0.94 0.77 0.18 0.17 0.17 1.13 0.02 0.01Control Delay 46.0 39.4 54.4 9.3 30.3 30.3 97.8 28.0 27.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 46.0 39.4 54.4 9.3 30.3 30.3 97.8 28.0 27.5Queue Length 50th (ft) 1 397 104 43 29 29 ~381 3 2Queue Length 95th (ft) 6 #497 126 67 60 60 #515 7 5Internal Link Dist (ft) 1154 1790 1601 445Turn Bay Length (ft) 165 205 95 50Base Capacity (vph) 128 1428 469 1940 340 340 623 341 474Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.01 0.92 0.70 0.18 0.17 0.17 1.13 0.02 0.01





Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 758 1177 329 593 44 1209 185 198 843 212v/c Ratio 1.06 0.81 0.80 0.57 0.47 0.81 0.34 0.80 0.51 0.15Control Delay 97.8 44.0 67.5 35.1 73.3 45.0 11.6 79.4 35.0 0.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 97.8 44.0 67.5 35.1 73.3 45.0 11.6 79.4 35.0 0.2Queue Length 50th (ft) ~358 316 133 119 35 342 26 81 206 0Queue Length 95th (ft) #482 352 #189 146 76 #406 88 #153 251 0Internal Link Dist (ft) 385 363 1191 1345Turn Bay Length (ft) 290 290 290 80 250 320Base Capacity (vph) 713 1645 428 1255 109 1487 541 249 1646 1421Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.06 0.72 0.77 0.47 0.40 0.81 0.34 0.80 0.51 0.15





Lane Group EBT WBL WBT NBRLane Group Flow (vph) 2197 693 989 996v/c Ratio 0.74 0.77 0.47 1.33Control Delay 17.6 51.1 12.8 193.9Queue Delay 0.0 0.0 0.0 0.0Total Delay 17.6 51.1 12.8 193.9Queue Length 50th (ft) 422 292 207 ~655Queue Length 95th (ft) 463 373 245 #801Internal Link Dist (ft) 1018 759Turn Bay Length (ft) 340Base Capacity (vph) 3089 903 2158 750Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.71 0.77 0.46 1.33


Queues8: Breakwater Ave/SR 92 WB Ramps & Clawiter Rd. 8/4/2017



Lane Group EBT EBR WBL WBT NBT SBT SBRLane Group Flow (vph) 138 146 125 220 601 467 39v/c Ratio 1.22 0.63 0.53 0.64 1.04 0.70 0.10Control Delay 193.5 20.7 41.4 22.3 76.1 36.2 0.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 193.5 20.7 41.4 22.3 76.1 36.2 0.5Queue Length 50th (ft) ~86 0 59 36 ~323 115 0Queue Length 95th (ft) #215 #58 111 96 #551 177 0Internal Link Dist (ft) 312 424 66 235Turn Bay Length (ft) 80 60Base Capacity (vph) 113 233 575 628 580 934 490Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 1.22 0.63 0.22 0.35 1.04 0.50 0.08


Min

or S

tree

t Vol

um

e =

272

VP

H

Major Street Volume = 962 VPH

A signal is warranted for 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: Clawiter Road / SR 92 EB Ramps/Eden Landing Road,

Hayward,CA Scenario: Existing Conditions P.M.Peak Hour


56

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


Existing plus Project Conditoins AM Peak Hour Synchro 8 ReportTJKM Page 1



Approach EB WB NBOpposing Approach WB EB SBOpposing Lanes 3 3 3Conflicting Approach Left SB NB EBConflicting Lanes Left 3 3 3Conflicting Approach Right NB SB WBConflicting Lanes Right 3 3 3HCM Control Delay 10.9 15.5 10.8HCM LOS B C B

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%Vol Thru, % 0% 100% 0% 0% 100% 57% 0% 100% 27% 0% 100%Vol Right, % 0% 0% 100% 0% 0% 42% 0% 0% 73% 0% 0%Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 28 21 16 3 46 40 293 123 225 73 15LT Vol 28 0 0 3 0 0 293 0 0 73 0Through Vol 0 21 0 0 46 23 0 123 62 0 15RT Vol 0 0 16 0 0 17 0 0 163 0 0Lane Flow Rate 36 27 21 6 88 77 366 154 281 84 17Geometry Grp 8 8 8 8 8 8 8 8 8 8 8Degree of Util (X) 0.079 0.056 0.039 0.012 0.172 0.143 0.649 0.252 0.419 0.184 0.035Departure Headway (Hd) 7.968 7.468 6.768 7.487 6.987 6.689 6.384 5.884 5.376 7.897 7.397Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesCap 449 479 528 478 513 535 568 611 668 454 484Service Time 5.72 5.22 4.52 5.236 4.736 4.438 4.117 3.617 3.109 5.648 5.148HCM Lane V/C Ratio 0.08 0.056 0.04 0.013 0.172 0.144 0.644 0.252 0.421 0.185 0.035HCM Control Delay 11.4 10.7 9.8 10.3 11.2 10.6 20.2 10.6 12 12.4 10.4HCM Lane LOS B B A B B B C B B B BHCM 95th-tile Q 0.3 0.2 0.1 0 0.6 0.5 4.7 1 2.1 0.7 0.1





Approach SBOpposing Approach NBOpposing Lanes 3Conflicting Approach Left WBConflicting Lanes Left 3Conflicting Approach Right EBConflicting Lanes Right 3HCM Control Delay 12HCM LOS B

Lane SBLn3



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 7 355 0 12 1079 233 0 1 4 84 0 7Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.97 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.97 0.89 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1611 3223 1601 3125 1506 3127 1419Flt Permitted 0.16 1.00 0.52 1.00 1.00 0.95 1.00Satd. Flow (perm) 263 3223 871 3125 1506 3127 1419Peak-hour factor, PHF 0.89 0.89 0.89 0.94 0.94 0.94 0.42 0.42 0.42 0.84 0.84 0.84Adj. Flow (vph) 8 399 0 13 1148 248 0 2 10 100 0 8RTOR Reduction (vph) 0 0 0 0 21 0 0 10 0 0 0 7Lane Group Flow (vph) 8 399 0 13 1375 0 0 2 0 100 0 1Confl. Peds. (#/hr) 1 6 6 1 1Confl. Bikes (#/hr) 2Turn Type Perm NA Perm NA NA Prot PermProtected Phases 2 6 3 4Permitted Phases 2 6 4Actuated Green, G (s) 47.1 47.1 47.1 47.1 1.1 5.2 5.2Effective Green, g (s) 47.1 47.1 47.1 47.1 1.1 5.2 5.2Actuated g/C Ratio 0.70 0.70 0.70 0.70 0.02 0.08 0.08Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 185 2269 613 2200 24 243 110v/s Ratio Prot 0.12 c0.44 c0.00 c0.03v/s Ratio Perm 0.03 0.01 0.00v/c Ratio 0.04 0.18 0.02 0.62 0.09 0.41 0.01Uniform Delay, d1 3.0 3.3 3.0 5.2 32.4 29.4 28.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.1 0.0 0.1 1.4 1.6 1.1 0.0Delay (s) 3.1 3.4 3.0 6.6 34.0 30.5 28.5Level of Service A A A A C C CApproach Delay (s) 3.4 6.6 34.0 30.4Approach LOS A A C C




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 1 355 150 921 1135 1 154 0 211 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.6 4.0 4.6 4.9 4.9 4.9Lane Util. Factor 1.00 0.95 0.97 0.95 0.95 0.95 1.00Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.96 1.00 1.00 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 0.95 1.00Satd. Flow (prot) 1612 3060 3127 3223 1531 1531 1422Flt Permitted 0.95 1.00 0.95 1.00 0.76 0.76 1.00Satd. Flow (perm) 1612 3060 3127 3223 1220 1220 1422Peak-hour factor, PHF 0.87 0.87 0.87 0.82 0.82 0.82 0.91 0.91 0.91 0.92 0.92 0.92Adj. Flow (vph) 1 408 172 1123 1384 1 169 0 232 0 0 0RTOR Reduction (vph) 0 37 0 0 0 0 0 0 205 0 0 0Lane Group Flow (vph) 1 543 0 1123 1385 0 84 85 27 0 0 0Confl. Peds. (#/hr) 6 2Confl. Bikes (#/hr) 3 1 1Turn Type Prot NA Prot NA Perm NA Perm PermProtected Phases 5 2 1 6 4 8Permitted Phases 4 4 8Actuated Green, G (s) 1.0 38.1 45.8 82.9 12.6 12.6 12.6Effective Green, g (s) 1.0 38.1 45.8 82.9 12.6 12.6 12.6Actuated g/C Ratio 0.01 0.35 0.42 0.75 0.11 0.11 0.11Clearance Time (s) 4.0 4.6 4.0 4.6 4.9 4.9 4.9Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0Lane Grp Cap (vph) 14 1059 1301 2428 139 139 162v/s Ratio Prot 0.00 c0.18 c0.36 c0.43v/s Ratio Perm 0.07 c0.07 0.02v/c Ratio 0.07 0.51 0.86 0.57 0.60 0.61 0.16Uniform Delay, d1 54.0 28.6 29.2 5.9 46.3 46.4 43.9Progression Factor 1.00 1.00 1.43 2.41 1.00 1.00 1.00Incremental Delay, d2 0.8 1.8 3.2 0.5 5.0 5.5 0.2Delay (s) 54.8 30.4 45.0 14.6 51.3 51.9 44.1Level of Service D C D B D D DApproach Delay (s) 30.4 28.2 47.3 0.0Approach LOS C C D A




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 209 356 40 186 1027 155 71 617 137 108 1017 1067Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3 4.0Lane Util. Factor 0.97 0.91 0.97 0.91 1.00 0.91 1.00 0.97 0.91 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.98 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3127 4549 3127 4529 1612 4631 1414 3127 4631 1420Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3127 4549 3127 4529 1612 4631 1414 3127 4631 1420Peak-hour factor, PHF 0.91 0.91 0.91 0.89 0.89 0.89 0.88 0.88 0.88 0.85 0.85 0.85Adj. Flow (vph) 230 391 44 209 1154 174 81 701 156 127 1196 1255RTOR Reduction (vph) 0 12 0 0 19 0 0 0 100 0 0 0Lane Group Flow (vph) 230 423 0 209 1309 0 81 701 56 127 1196 1255Confl. Peds. (#/hr) 14 6 8 10Confl. Bikes (#/hr) 2Turn Type Prot NA Prot NA Prot NA Perm Prot NA FreeProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 2 FreeActuated Green, G (s) 9.3 35.3 11.7 37.7 7.1 37.8 37.8 6.1 36.3 110.0Effective Green, g (s) 9.3 35.3 11.7 37.7 7.1 37.8 37.8 6.1 36.3 110.0Actuated g/C Ratio 0.08 0.32 0.11 0.34 0.06 0.34 0.34 0.06 0.33 1.00Clearance Time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3Vehicle Extension (s) 2.0 2.5 2.0 2.5 1.5 5.0 5.0 0.5 3.0Lane Grp Cap (vph) 264 1459 332 1552 104 1591 485 173 1528 1420v/s Ratio Prot 0.07 0.09 0.07 0.29 0.05 0.15 0.04 0.26v/s Ratio Perm 0.04 c0.88v/c Ratio 0.87 0.29 0.63 0.84 0.78 0.44 0.12 0.73 0.78 0.88Uniform Delay, d1 49.8 28.0 47.1 33.4 50.7 27.9 24.7 51.2 33.3 0.0Progression Factor 1.13 1.18 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 22.9 0.1 2.7 4.3 27.7 0.9 0.5 13.0 4.1 8.3Delay (s) 79.1 33.2 49.8 37.7 78.3 28.8 25.2 64.1 37.4 8.3Level of Service E C D D E C C E D AApproach Delay (s) 49.1 39.4 32.5 24.5Approach LOS D D C C




Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (vph) 908 26 844 1566 0 300Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0Lane Util. Factor 0.91 0.97 0.95 0.88Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85Flt Protected 1.00 0.95 1.00 1.00Satd. Flow (prot) 4612 3127 3223 2538Flt Permitted 1.00 0.95 1.00 1.00Satd. Flow (perm) 4612 3127 3223 2538Peak-hour factor, PHF 0.95 0.95 0.91 0.91 0.87 0.87Adj. Flow (vph) 956 27 927 1721 0 345RTOR Reduction (vph) 3 0 0 0 0 211Lane Group Flow (vph) 980 0 927 1721 0 134Confl. Peds. (#/hr) 3Turn Type NA Prot NA OverProtected Phases 2 4 6 4Permitted PhasesActuated Green, G (s) 75.2 31.2 75.2 31.2Effective Green, g (s) 75.2 31.2 75.2 31.2Actuated g/C Ratio 0.65 0.27 0.65 0.27Clearance Time (s) 4.6 4.0 4.6 4.0Vehicle Extension (s) 5.0 2.5 5.0 2.5Lane Grp Cap (vph) 3015 848 2107 688v/s Ratio Prot 0.21 c0.30 c0.53 0.05v/s Ratio Permv/c Ratio 0.33 1.09 0.82 0.19Uniform Delay, d1 8.7 41.9 14.8 32.2Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 0.3 59.5 3.6 0.1Delay (s) 9.0 101.4 18.4 32.3Level of Service A F B CApproach Delay (s) 9.0 47.5 32.3Approach LOS A D C

Intersection SummaryHCM 2000 Control Delay 36.7 HCM 2000 Level of Service DHCM 2000 Volume to Capacity ratio 0.90Actuated Cycle Length (s) 115.0 Sum of lost time (s) 8.6Intersection Capacity Utilization 57.0% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 41 118 39 100 318 7 63 63 34 28 626 187Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 4.5 4.5 5.0 4.5 4.5Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.97 1.00 0.85 0.97 1.00 0.85Flt Protected 0.99 0.99 1.00 0.98 1.00 1.00Satd. Flow (prot) 3085 3185 1423 3059 3216 1420Flt Permitted 0.99 0.99 1.00 0.58 0.93 1.00Satd. Flow (perm) 3085 3185 1423 1815 3010 1420Peak-hour factor, PHF 0.87 0.87 0.87 0.84 0.84 0.84 0.76 0.76 0.76 0.95 0.95 0.95Adj. Flow (vph) 47 136 45 119 379 8 83 83 45 29 659 197RTOR Reduction (vph) 0 19 0 0 0 6 0 23 0 0 0 124Lane Group Flow (vph) 0 209 0 0 498 2 0 188 0 0 688 73Confl. Peds. (#/hr) 4 4 1 1Confl. Bikes (#/hr) 1 1 3Turn Type Split NA Split NA Perm Perm NA Perm NA PermProtected Phases 8 8 4 4 2 6Permitted Phases 4 2 6 6Actuated Green, G (s) 30.4 22.1 22.1 39.0 39.5 39.5Effective Green, g (s) 30.4 22.1 22.1 39.0 39.5 39.5Actuated g/C Ratio 0.29 0.21 0.21 0.37 0.37 0.37Clearance Time (s) 5.0 4.5 4.5 5.0 4.5 4.5Vehicle Extension (s) 2.0 3.0 3.0 4.0 4.0 4.0Lane Grp Cap (vph) 884 664 296 667 1121 529v/s Ratio Prot c0.07 c0.16v/s Ratio Perm 0.00 0.10 c0.23 0.05v/c Ratio 0.24 0.75 0.01 0.28 0.61 0.14Uniform Delay, d1 28.9 39.4 33.2 23.6 27.0 22.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.6 4.8 0.0 1.1 1.2 0.2Delay (s) 29.5 44.1 33.3 24.7 28.2 22.2Level of Service C D C C C CApproach Delay (s) 29.5 43.9 24.7 26.9Approach LOS C D C C




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 4 11 0 2 24 242 1 0 4 125 0 12Sign Control Free Free Stop StopGrade 0% 0% 0% 0%Peak Hour Factor 0.75 0.75 0.75 0.85 0.85 0.85 0.63 0.63 0.63 0.91 0.91 0.91Hourly flow rate (vph) 5 15 0 2 28 285 2 0 6 137 0 13Pedestrians 2Lane Width (ft) 12.0Walking Speed (ft/s) 3.5Percent Blockage 0Right turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 313 17 216 345 17 207 203 171vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 313 17 216 345 17 207 203 171tC, single (s) 4.2 4.2 7.2 6.6 6.3 7.2 6.6 6.3tC, 2 stage (s)tF (s) 2.3 2.3 3.6 4.1 3.4 3.6 4.1 3.4p0 queue free % 100 100 100 100 99 81 100 98cM capacity (veh/h) 1193 1535 703 558 1032 721 671 848





Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 15 72 69 225 116 128 103 216 96 314 208 67Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.97Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.92 0.97 1.00 0.85Flt Protected 0.99 1.00 0.95 1.00 0.99 0.97 1.00Satd. Flow (prot) 1682 1442 1612 1545 1623 3129 1404Flt Permitted 0.99 1.00 0.95 1.00 0.99 0.97 1.00Satd. Flow (perm) 1682 1442 1612 1545 1623 3129 1404Peak-hour factor, PHF 0.93 0.93 0.93 0.75 0.75 0.75 0.83 0.83 0.83 0.88 0.88 0.88Adj. Flow (vph) 16 77 74 300 155 171 124 260 116 357 236 76RTOR Reduction (vph) 0 0 70 0 40 0 0 10 0 0 0 59Lane Group Flow (vph) 0 93 4 300 286 0 0 490 0 0 593 17Confl. Peds. (#/hr) 1Confl. Bikes (#/hr) 4Turn Type Split NA Perm Split NA Split NA Split NA PermProtected Phases 8 8 4 4 2 2 6 6Permitted Phases 8 6Actuated Green, G (s) 5.5 5.5 23.1 23.1 28.7 22.0 22.0Effective Green, g (s) 5.5 5.5 23.1 23.1 28.7 22.0 22.0Actuated g/C Ratio 0.06 0.06 0.24 0.24 0.29 0.23 0.23Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 95 81 382 366 478 707 317v/s Ratio Prot c0.06 c0.19 0.19 c0.30 c0.19v/s Ratio Perm 0.00 0.01v/c Ratio 0.98 0.05 0.79 0.78 1.03 0.98dl 0.05Uniform Delay, d1 45.8 43.4 34.8 34.7 34.3 36.0 29.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 84.5 0.3 10.2 10.4 47.8 8.6 0.1Delay (s) 130.4 43.7 44.9 45.2 82.1 44.6 29.6Level of Service F D D D F D CApproach Delay (s) 92.0 45.1 82.1 42.9Approach LOS F D F D

Intersection SummaryHCM 2000 Control Delay 57.7 HCM 2000 Level of Service EHCM 2000 Volume to Capacity ratio 0.90Actuated Cycle Length (s) 97.3 Sum of lost time (s) 18.0Intersection Capacity Utilization 70.9% ICU Level of Service CAnalysis Period (min) 15dl Defacto Left Lane. Recode with 1 though lane as a left lane.c Critical Lane Group




Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total (vph) 445 112 173 87 337 307Volume Left (vph) 235 6 95 0 167 0Volume Right (vph) 150 38 0 9 0 137Hadj (s) 0.11 0.01 0.48 0.13 0.45 -0.11Departure Headway (s) 6.7 7.7 8.3 7.9 7.7 7.1Degree Utilization, x 0.83 0.24 0.40 0.19 0.72 0.60Capacity (veh/h) 521 429 402 423 460 490Control Delay (s) 34.9 13.2 15.5 11.6 26.5 19.0Approach Delay (s) 34.9 13.2 14.2 23.0Approach LOS D B B C

Intersection SummaryDelay 24.3Level of Service CIntersection Capacity Utilization 59.9% ICU Level of Service BAnalysis Period (min) 15

HCM Unsignalized Intersection Capacity Analysis10: W.Winton Ave. & Project Driveway 8/4/2017


Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsVolume (veh/h) 0 56 96 119 33 0Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 61 104 129 36 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 234 230 169vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 234 230 169tC, single (s) 4.2 6.5 6.3tC, 2 stage (s)tF (s) 2.3 3.6 3.4p0 queue free % 100 95 100cM capacity (veh/h) 1277 737 850

Direction, Lane # EB 1 WB 1 SB 1Volume Total 61 234 36Volume Left 0 0 36Volume Right 0 129 0cSH 1277 1700 737Volume to Capacity 0.00 0.14 0.05Queue Length 95th (ft) 0 0 4Control Delay (s) 0.0 0.0 10.1Lane LOS BApproach Delay (s) 0.0 0.0 10.1Approach LOS B



Existing plus Project Conditons Miday Peak Hour Synchro 8 ReportTJKM Page 1




Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%Vol Thru, % 0% 100% 0% 0% 100% 74% 0% 100% 30% 0% 100%Vol Right, % 0% 0% 100% 0% 0% 26% 0% 0% 70% 0% 0%Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 34 23 89 7 179 120 211 86 144 144 23LT Vol 34 0 0 7 0 0 211 0 0 144 0Through Vol 0 23 0 0 179 89 0 86 43 0 23RT Vol 0 0 89 0 0 31 0 0 101 0 0Lane Flow Rate 40 27 103 8 201 135 232 95 158 185 29Geometry Grp 8 8 8 8 8 8 8 8 8 8 8Degree of Util (X) 0.093 0.06 0.21 0.017 0.415 0.273 0.494 0.188 0.293 0.425 0.064Departure Headway (Hd) 8.511 8.011 7.311 7.95 7.45 7.269 7.664 7.164 6.673 8.295 7.795Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesCap 421 447 492 451 484 495 471 502 540 436 460Service Time 6.252 5.752 5.052 5.686 5.186 5.006 5.396 4.896 4.405 6.033 5.533HCM Lane V/C Ratio 0.095 0.06 0.209 0.018 0.415 0.273 0.493 0.189 0.293 0.424 0.063HCM Control Delay 12.1 11.3 12 10.8 15.4 12.7 17.7 11.6 12.2 17.1 11.1HCM Lane LOS B B B B C B C B B C BHCM 95th-tile Q 0.3 0.2 0.8 0.1 2 1.1 2.7 0.7 1.2 2.1 0.2





Approach SBOpposing Approach NBOpposing Lanes 3Conflicting Approach Left WBConflicting Lanes Left 3Conflicting Approach Right EBConflicting Lanes Right 3HCM Control Delay 16HCM LOS C

Lane SBLn3



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 12 921 4 15 696 165 3 0 16 196 0 1Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.97 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.97 0.88 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00Satd. Flow (prot) 1611 3221 1608 3118 1486 3127 1416Flt Permitted 0.28 1.00 0.20 1.00 0.99 0.95 1.00Satd. Flow (perm) 471 3221 341 3118 1486 3127 1416Peak-hour factor, PHF 0.79 0.79 0.79 0.92 0.92 0.92 0.68 0.68 0.68 0.82 0.82 0.82Adj. Flow (vph) 15 1166 5 16 757 179 4 0 24 239 0 1RTOR Reduction (vph) 0 0 0 0 27 0 0 27 0 0 0 1Lane Group Flow (vph) 15 1171 0 16 909 0 0 1 0 239 0 0Confl. Peds. (#/hr) 1 8 8 1 2 2Confl. Bikes (#/hr) 1Turn Type Perm NA Perm NA Perm NA Prot PermProtected Phases 2 6 3 4Permitted Phases 2 6 3 4Actuated Green, G (s) 42.7 42.7 42.7 42.7 2.1 6.6 6.6Effective Green, g (s) 42.7 42.7 42.7 42.7 2.1 6.6 6.6Actuated g/C Ratio 0.66 0.66 0.66 0.66 0.03 0.10 0.10Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 309 2119 224 2051 48 318 144v/s Ratio Prot c0.36 0.29 c0.08v/s Ratio Perm 0.03 0.05 0.00 0.00v/c Ratio 0.05 0.55 0.07 0.44 0.02 0.75 0.00Uniform Delay, d1 3.9 6.0 4.0 5.4 30.4 28.4 26.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.1 0.3 0.6 0.7 0.2 9.6 0.0Delay (s) 4.0 6.3 4.6 6.1 30.6 38.0 26.2Level of Service A A A A C D CApproach Delay (s) 6.3 6.0 30.6 37.9Approach LOS A A C D




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 1 994 195 282 701 4 170 4 362 8 1 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.6 4.0 4.6 4.9 4.9 4.9 4.9 4.9Lane Util. Factor 1.00 0.95 0.97 0.95 0.95 0.95 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.98 1.00 1.00 1.00 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 0.95 1.00 0.95 0.95 1.00 0.95 1.00Satd. Flow (prot) 1612 3135 3127 3221 1529 1536 1442 1612 1696Flt Permitted 0.95 1.00 0.95 1.00 0.76 0.73 1.00 0.67 1.00Satd. Flow (perm) 1612 3135 3127 3221 1218 1182 1442 1142 1696Peak-hour factor, PHF 0.77 0.77 0.77 0.90 0.90 0.90 0.96 0.96 0.96 0.45 0.45 0.45Adj. Flow (vph) 1 1291 253 313 779 4 177 4 377 18 2 0RTOR Reduction (vph) 0 8 0 0 0 0 0 0 327 0 0 0Lane Group Flow (vph) 1 1536 0 313 783 0 90 91 50 18 2 0Confl. Peds. (#/hr) 4 1 1Confl. Bikes (#/hr) 2Turn Type Prot NA Prot NA Perm NA Perm Perm NAProtected Phases 5 2 1 6 4 8Permitted Phases 4 4 8Actuated Green, G (s) 1.0 63.0 18.8 80.8 14.7 14.7 14.7 14.7 14.7Effective Green, g (s) 1.0 63.0 18.8 80.8 14.7 14.7 14.7 14.7 14.7Actuated g/C Ratio 0.01 0.57 0.17 0.73 0.13 0.13 0.13 0.13 0.13Clearance Time (s) 4.0 4.6 4.0 4.6 4.9 4.9 4.9 4.9 4.9Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 14 1795 534 2365 162 157 192 152 226v/s Ratio Prot 0.00 c0.49 c0.10 0.24 0.00v/s Ratio Perm 0.07 c0.08 0.03 0.02v/c Ratio 0.07 0.86 0.59 0.33 0.56 0.58 0.26 0.12 0.01Uniform Delay, d1 54.0 19.7 42.0 5.1 44.6 44.7 42.8 41.9 41.3Progression Factor 1.00 1.00 1.27 1.20 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.8 5.5 1.0 0.3 2.3 3.2 0.3 0.1 0.0Delay (s) 54.8 25.2 54.4 6.5 46.9 48.0 43.0 42.1 41.3Level of Service D C D A D D D D DApproach Delay (s) 25.2 20.2 44.5 42.0Approach LOS C C D D




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 417 928 136 252 669 150 130 629 207 221 529 354Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3 4.0Lane Util. Factor 0.97 0.91 0.97 0.91 1.00 0.91 1.00 0.97 0.91 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.98 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3127 4530 3127 4493 1612 4631 1403 3127 4631 1424Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3127 4530 3127 4493 1612 4631 1403 3127 4631 1424Peak-hour factor, PHF 0.88 0.88 0.88 0.97 0.97 0.97 0.93 0.93 0.93 0.97 0.97 0.97Adj. Flow (vph) 474 1055 155 260 690 155 140 676 223 228 545 365RTOR Reduction (vph) 0 17 0 0 37 0 0 0 134 0 0 0Lane Group Flow (vph) 474 1193 0 260 808 0 140 676 89 228 545 365Confl. Peds. (#/hr) 8 1 16 2Turn Type Prot NA Prot NA Prot NA Perm Prot NA FreeProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 2 FreeActuated Green, G (s) 17.9 33.6 14.7 30.4 15.1 30.1 30.1 12.5 27.0 110.0Effective Green, g (s) 17.9 33.6 14.7 30.4 15.1 30.1 30.1 12.5 27.0 110.0Actuated g/C Ratio 0.16 0.31 0.13 0.28 0.14 0.27 0.27 0.11 0.25 1.00Clearance Time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3Vehicle Extension (s) 2.0 2.5 2.0 2.5 1.5 5.0 5.0 0.5 3.0Lane Grp Cap (vph) 508 1383 417 1241 221 1267 383 355 1136 1424v/s Ratio Prot 0.15 c0.26 0.08 c0.18 c0.09 c0.15 0.07 0.12v/s Ratio Perm 0.06 c0.26v/c Ratio 0.93 0.86 0.62 0.65 0.63 0.53 0.23 0.64 0.48 0.26Uniform Delay, d1 45.5 36.0 45.0 35.1 44.8 34.0 31.0 46.6 35.5 0.0Progression Factor 1.27 1.39 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 17.3 3.7 2.1 1.1 4.3 1.6 1.4 3.0 1.5 0.4Delay (s) 75.2 53.8 47.1 36.2 49.1 35.6 32.4 49.6 36.9 0.4Level of Service E D D D D D C D D AApproach Delay (s) 59.8 38.8 36.7 27.8Approach LOS E D D C




Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (vph) 1410 46 728 1132 0 702Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0Lane Util. Factor 0.91 0.97 0.95 0.88Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85Flt Protected 1.00 0.95 1.00 1.00Satd. Flow (prot) 4606 3127 3223 2538Flt Permitted 1.00 0.95 1.00 1.00Satd. Flow (perm) 4606 3127 3223 2538Peak-hour factor, PHF 0.88 0.88 0.98 0.98 0.92 0.92Adj. Flow (vph) 1602 52 743 1155 0 763RTOR Reduction (vph) 4 0 0 0 0 47Lane Group Flow (vph) 1650 0 743 1155 0 716Confl. Peds. (#/hr) 6Turn Type NA Prot NA OverProtected Phases 2 4 6 4Permitted PhasesActuated Green, G (s) 65.0 41.4 65.0 41.4Effective Green, g (s) 65.0 41.4 65.0 41.4Actuated g/C Ratio 0.57 0.36 0.57 0.36Clearance Time (s) 4.6 4.0 4.6 4.0Vehicle Extension (s) 5.0 2.5 5.0 2.5Lane Grp Cap (vph) 2603 1125 1821 913v/s Ratio Prot 0.36 0.24 c0.36 c0.28v/s Ratio Permv/c Ratio 0.63 0.66 0.63 0.78Uniform Delay, d1 16.9 30.9 16.9 32.8Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 1.2 1.3 1.7 4.3Delay (s) 18.1 32.2 18.6 37.1Level of Service B C B DApproach Delay (s) 18.1 24.0 37.1Approach LOS B C D



Existing Conditions plus Project Early PM Peak Synchro 8 ReportTJKM Page 1




Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%Vol Thru, % 0% 100% 0% 0% 100% 71% 0% 100% 28% 0% 100%Vol Right, % 0% 0% 100% 0% 0% 29% 0% 0% 72% 0% 0%Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 32 18 86 3 192 136 139 68 120 114 21LT Vol 32 0 0 3 0 0 139 0 0 114 0Through Vol 0 18 0 0 192 96 0 68 34 0 21RT Vol 0 0 86 0 0 40 0 0 86 0 0Lane Flow Rate 38 21 102 4 243 172 174 85 150 150 28Geometry Grp 8 8 8 8 8 8 8 8 8 8 8Degree of Util (X) 0.088 0.046 0.202 0.008 0.47 0.323 0.362 0.165 0.27 0.342 0.059Departure Headway (Hd) 8.303 7.803 7.103 7.574 7.074 6.868 7.599 7.099 6.597 8.196 7.696Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesCap 434 461 508 475 513 527 476 508 548 441 468Service Time 6.012 5.512 4.812 5.274 4.774 4.568 5.299 4.799 4.297 5.901 5.401HCM Lane V/C Ratio 0.088 0.046 0.201 0.008 0.474 0.326 0.366 0.167 0.274 0.34 0.06HCM Control Delay 11.8 10.9 11.6 10.3 15.9 12.8 14.5 11.2 11.7 15.1 10.9HCM Lane LOS B B B B C B B B B C BHCM 95th-tile Q 0.3 0.1 0.7 0 2.5 1.4 1.6 0.6 1.1 1.5 0.2






Lane SBLn3



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 8 1010 6 20 611 158 3 0 9 254 0 10Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.97 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.97 0.90 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00Satd. Flow (prot) 1611 3220 1610 3110 1472 3127 1442Flt Permitted 0.28 1.00 0.15 1.00 0.99 0.95 1.00Satd. Flow (perm) 472 3220 261 3110 1472 3127 1442Peak-hour factor, PHF 0.75 0.75 0.75 0.82 0.82 0.82 0.60 0.60 0.60 0.59 0.59 0.59Adj. Flow (vph) 11 1347 8 24 745 193 5 0 15 431 0 17RTOR Reduction (vph) 0 1 0 0 31 0 0 20 0 0 0 15Lane Group Flow (vph) 11 1354 0 24 907 0 0 0 0 431 0 2Confl. Peds. (#/hr) 1 6 6 1 1 1Turn Type Perm NA Perm NA Perm NA Prot PermProtected Phases 2 6 3 4Permitted Phases 2 6 3 4Actuated Green, G (s) 39.7 39.7 39.7 39.7 1.0 6.5 6.5Effective Green, g (s) 39.7 39.7 39.7 39.7 1.0 6.5 6.5Actuated g/C Ratio 0.65 0.65 0.65 0.65 0.02 0.11 0.11Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 308 2105 170 2034 24 334 154v/s Ratio Prot c0.42 0.29 c0.14v/s Ratio Perm 0.02 0.09 0.00 0.00v/c Ratio 0.04 0.64 0.14 0.45 0.01 1.29 0.01Uniform Delay, d1 3.7 6.3 4.0 5.1 29.4 27.1 24.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.0 0.7 1.7 0.7 0.2 151.4 0.0Delay (s) 3.8 7.0 5.7 5.8 29.6 178.5 24.3Level of Service A A A A C F CApproach Delay (s) 6.9 5.8 29.6 172.6Approach LOS A A C F




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 1168 203 313 511 2 174 0 481 2 1 1Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 0.95 0.97 0.95 0.95 0.95 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.98 1.00 1.00 1.00 1.00 0.85 1.00 0.93Flt Protected 1.00 0.95 1.00 0.95 0.95 1.00 0.95 1.00Satd. Flow (prot) 3144 3127 3222 1531 1531 1442 1612 1569Flt Permitted 1.00 0.95 1.00 0.76 0.76 1.00 0.69 1.00Satd. Flow (perm) 3144 3127 3222 1217 1217 1442 1170 1569Peak-hour factor, PHF 0.80 0.80 0.80 0.81 0.81 0.81 0.88 0.88 0.88 0.50 0.50 0.50Adj. Flow (vph) 0 1460 254 386 631 2 198 0 547 4 2 2RTOR Reduction (vph) 0 14 0 0 0 0 0 0 218 0 2 0Lane Group Flow (vph) 0 1700 0 386 633 0 99 99 329 4 2 0Confl. Peds. (#/hr) 3Confl. Bikes (#/hr) 1Turn Type Prot NA Prot NA Perm NA Perm Perm NAProtected Phases 5 2 1 6 4 8Permitted Phases 4 4 8Actuated Green, G (s) 47.3 14.5 65.8 24.2 24.2 24.2 24.2 24.2Effective Green, g (s) 47.3 14.5 65.8 24.2 24.2 24.2 24.2 24.2Actuated g/C Ratio 0.47 0.14 0.66 0.24 0.24 0.24 0.24 0.24Clearance Time (s) 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 1487 453 2120 294 294 348 283 379v/s Ratio Prot c0.54 c0.12 0.20 0.00v/s Ratio Perm 0.08 0.08 c0.23 0.00v/c Ratio 1.14 0.85 0.30 0.34 0.34 0.95 0.01 0.01Uniform Delay, d1 26.4 41.7 7.3 31.3 31.3 37.3 28.8 28.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 73.1 13.8 0.4 0.2 0.2 33.9 0.0 0.0Delay (s) 99.4 55.5 7.6 31.5 31.5 71.2 28.8 28.8Level of Service F E A C C E C CApproach Delay (s) 99.4 25.8 60.7 28.8Approach LOS F C E C




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 644 1127 99 262 481 148 65 1051 255 181 582 269Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3 4.0Lane Util. Factor 0.97 0.91 0.97 0.91 1.00 0.91 1.00 0.97 0.91 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3127 4564 3127 4448 1612 4631 1400 3127 4631 1420Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3127 4564 3127 4448 1612 4631 1400 3127 4631 1420Peak-hour factor, PHF 0.97 0.97 0.97 0.90 0.90 0.90 0.93 0.93 0.93 0.98 0.98 0.98Adj. Flow (vph) 664 1162 102 291 534 164 70 1130 274 185 594 274RTOR Reduction (vph) 0 9 0 0 47 0 0 0 95 0 0 0Lane Group Flow (vph) 664 1255 0 291 651 0 70 1130 179 185 594 274Confl. Peds. (#/hr) 15 6 16 12Turn Type Prot NA Prot NA Prot NA Perm Prot NA FreeProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 2 FreeActuated Green, G (s) 27.4 41.4 14.8 28.8 6.9 40.6 40.6 9.1 42.3 125.0Effective Green, g (s) 27.4 41.4 14.8 28.8 6.9 40.6 40.6 9.1 42.3 125.0Actuated g/C Ratio 0.22 0.33 0.12 0.23 0.06 0.32 0.32 0.07 0.34 1.00Clearance Time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3Vehicle Extension (s) 2.0 2.5 2.0 2.5 1.5 5.0 5.0 0.5 3.0Lane Grp Cap (vph) 685 1511 370 1024 88 1504 454 227 1567 1420v/s Ratio Prot c0.21 c0.28 c0.09 0.15 0.04 c0.24 c0.06 0.13v/s Ratio Perm 0.13 c0.19v/c Ratio 0.97 0.83 0.79 0.64 0.80 0.75 0.39 0.81 0.38 0.19Uniform Delay, d1 48.4 38.6 53.6 43.4 58.4 37.7 32.7 57.1 31.4 0.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 26.4 4.0 9.8 1.1 35.6 3.5 2.6 18.8 0.7 0.3Delay (s) 74.8 42.5 63.3 44.5 93.9 41.2 35.2 75.9 32.1 0.3Level of Service E D E D F D D E C AApproach Delay (s) 53.7 50.0 42.6 31.5Approach LOS D D D C




Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (vph) 1828 50 649 1076 0 738Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0Lane Util. Factor 0.91 0.97 0.95 0.88Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85Flt Protected 1.00 0.95 1.00 1.00Satd. Flow (prot) 4611 3127 3223 2538Flt Permitted 1.00 0.95 1.00 1.00Satd. Flow (perm) 4611 3127 3223 2538Peak-hour factor, PHF 0.95 0.95 0.96 0.96 0.96 0.96Adj. Flow (vph) 1924 53 676 1121 0 769RTOR Reduction (vph) 2 0 0 0 0 25Lane Group Flow (vph) 1975 0 676 1121 0 744Confl. Peds. (#/hr) 3Turn Type NA Prot NA OverProtected Phases 2 4 6 4Permitted PhasesActuated Green, G (s) 80.7 45.7 80.7 45.7Effective Green, g (s) 80.7 45.7 80.7 45.7Actuated g/C Ratio 0.60 0.34 0.60 0.34Clearance Time (s) 4.6 4.0 4.6 4.0Vehicle Extension (s) 5.0 2.5 5.0 2.5Lane Grp Cap (vph) 2756 1058 1926 859v/s Ratio Prot c0.43 0.22 0.35 c0.29v/s Ratio Permv/c Ratio 0.72 0.64 0.58 0.87Uniform Delay, d1 19.1 37.7 16.7 41.8Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 1.6 1.1 1.3 9.0Delay (s) 20.7 38.8 18.0 50.8Level of Service C D B DApproach Delay (s) 20.7 25.9 50.8Approach LOS C C D




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 165 283 56 28 140 16 94 240 79 7 149 79Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 5.0 4.5 4.5Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.98 1.00 0.85 0.97 1.00 0.85Flt Protected 0.98 0.99 1.00 0.99 1.00 1.00Satd. Flow (prot) 3113 3197 1420 3095 3216 1442Flt Permitted 0.98 0.99 1.00 0.82 0.93 1.00Satd. Flow (perm) 3113 3197 1420 2568 3006 1442Peak-hour factor, PHF 0.70 0.70 0.70 0.85 0.85 0.85 0.77 0.77 0.77 0.89 0.89 0.89Adj. Flow (vph) 236 404 80 33 165 19 122 312 103 8 167 89RTOR Reduction (vph) 0 9 0 0 0 17 0 15 0 0 0 47Lane Group Flow (vph) 0 711 0 0 198 2 0 522 0 0 175 42Confl. Peds. (#/hr) 2 2Turn Type Split NA Split NA Perm Perm NA Perm NA PermProtected Phases 8 8 4 4 2 6Permitted Phases 4 2 6 6Actuated Green, G (s) 29.5 12.4 12.4 50.1 50.6 50.6Effective Green, g (s) 29.5 12.4 12.4 50.1 50.6 50.6Actuated g/C Ratio 0.28 0.12 0.12 0.47 0.48 0.48Clearance Time (s) 4.5 4.5 4.5 5.0 4.5 4.5Vehicle Extension (s) 2.0 3.0 3.0 4.0 4.0 4.0Lane Grp Cap (vph) 866 373 166 1213 1434 688v/s Ratio Prot c0.23 c0.06v/s Ratio Perm 0.00 c0.20 0.06 0.03v/c Ratio 0.82 0.53 0.01 0.43 0.12 0.06Uniform Delay, d1 35.8 44.1 41.4 18.5 15.4 14.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 6.0 1.5 0.0 1.1 0.2 0.2Delay (s) 41.8 45.5 41.4 19.6 15.5 15.1Level of Service D D D B B BApproach Delay (s) 41.8 45.2 19.6 15.4Approach LOS D D B B



Existing plus Project Conditoins PM Peak Hour Synchro 8 ReportTJKM Page 1




Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%Vol Thru, % 0% 100% 0% 0% 100% 79% 0% 100% 38% 0% 100%Vol Right, % 0% 0% 100% 0% 0% 21% 0% 0% 62% 0% 0%Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 19 19 95 2 154 97 52 60 79 155 26LT Vol 19 0 0 2 0 0 52 0 0 155 0Through Vol 0 19 0 0 154 77 0 60 30 0 26RT Vol 0 0 95 0 0 20 0 0 49 0 0Lane Flow Rate 28 28 142 2 181 114 57 66 87 225 38Geometry Grp 8 8 8 8 8 8 8 8 8 8 8Degree of Util (X) 0.059 0.056 0.25 0.005 0.343 0.211 0.119 0.128 0.158 0.456 0.071Departure Headway (Hd) 7.551 7.051 6.351 7.309 6.809 6.665 7.506 7.006 6.572 7.31 6.81Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesCap 473 506 563 488 525 536 475 509 543 492 524Service Time 5.323 4.823 4.123 5.078 4.578 4.434 5.282 4.782 4.348 5.079 4.579HCM Lane V/C Ratio 0.059 0.055 0.252 0.004 0.345 0.213 0.12 0.13 0.16 0.457 0.073HCM Control Delay 10.8 10.2 11.3 10.1 13.1 11.2 11.3 10.8 10.6 16.1 10.1HCM Lane LOS B B B B B B B B B C BHCM 95th-tile Q 0.2 0.2 1 0 1.5 0.8 0.4 0.4 0.6 2.3 0.2





Approach SBOpposing Approach NBOpposing Lanes 3Conflicting Approach Left WBConflicting Lanes Left 3Conflicting Approach Right EBConflicting Lanes Right 3HCM Control Delay 15.1HCM LOS C

Lane SBLn3



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 5 1090 1 2 342 53 1 0 14 248 0 3Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.97 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.98 0.88 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1588 3223 1611 3149 1480 3127 1442Flt Permitted 0.50 1.00 0.15 1.00 1.00 0.95 1.00Satd. Flow (perm) 843 3223 254 3149 1480 3127 1442Peak-hour factor, PHF 0.80 0.80 0.80 0.93 0.93 0.93 0.63 0.63 0.63 0.79 0.79 0.79Adj. Flow (vph) 6 1362 1 2 368 57 2 0 22 314 0 4RTOR Reduction (vph) 0 0 0 0 17 0 0 23 0 0 0 4Lane Group Flow (vph) 6 1363 0 2 408 0 0 1 0 314 0 0Confl. Peds. (#/hr) 15 1 3Confl. Bikes (#/hr) 4 2Turn Type Perm NA Perm NA Perm NA Prot PermProtected Phases 2 6 3 4Permitted Phases 2 6 3 4Actuated Green, G (s) 40.7 40.7 40.7 40.7 2.0 6.5 6.5Effective Green, g (s) 40.7 40.7 40.7 40.7 2.0 6.5 6.5Actuated g/C Ratio 0.65 0.65 0.65 0.65 0.03 0.10 0.10Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 547 2092 164 2044 47 324 149v/s Ratio Prot c0.42 0.13 c0.10v/s Ratio Perm 0.01 0.01 0.00 0.00v/c Ratio 0.01 0.65 0.01 0.20 0.02 0.97 0.00Uniform Delay, d1 3.9 6.7 3.9 4.4 29.4 28.0 25.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.0 0.7 0.1 0.2 0.1 41.2 0.0Delay (s) 3.9 7.4 4.0 4.7 29.5 69.2 25.2Level of Service A A A A C E CApproach Delay (s) 7.4 4.7 29.5 68.6Approach LOS A A C E




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 1 1080 181 253 306 0 99 0 583 3 2 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 1.00 0.95 0.97 0.95 0.95 0.95 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.98 1.00 1.00 1.00 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 0.95 1.00 0.95 0.95 1.00 0.95 1.00Satd. Flow (prot) 1612 3144 3127 3223 1531 1531 1442 1612 1696Flt Permitted 0.95 1.00 0.95 1.00 0.76 0.76 1.00 0.72 1.00Satd. Flow (perm) 1612 3144 3127 3223 1219 1219 1442 1220 1696Peak-hour factor, PHF 0.87 0.87 0.87 0.82 0.82 0.82 0.91 0.91 0.91 0.92 0.92 0.92Adj. Flow (vph) 1 1241 208 309 373 0 109 0 641 3 2 0RTOR Reduction (vph) 0 15 0 0 0 0 0 0 214 0 0 0Lane Group Flow (vph) 1 1434 0 309 373 0 54 55 427 3 2 0Confl. Peds. (#/hr) 7Confl. Bikes (#/hr) 1 1Turn Type Prot NA Prot NA Perm NA Perm Perm NAProtected Phases 5 2 1 6 4 8Permitted Phases 4 4 8Actuated Green, G (s) 1.0 41.8 16.5 57.3 27.7 27.7 27.7 27.7 27.7Effective Green, g (s) 1.0 41.8 16.5 57.3 27.7 27.7 27.7 27.7 27.7Actuated g/C Ratio 0.01 0.42 0.16 0.57 0.28 0.28 0.28 0.28 0.28Clearance Time (s) 4.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 16 1314 515 1846 337 337 399 337 469v/s Ratio Prot 0.00 c0.46 c0.10 0.12 0.00v/s Ratio Perm 0.04 0.05 c0.30 0.00v/c Ratio 0.06 1.09 0.60 0.20 0.16 0.16 1.07 0.01 0.00Uniform Delay, d1 49.0 29.1 38.7 10.3 27.4 27.4 36.1 26.2 26.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.6 53.8 1.3 0.2 0.1 0.1 65.0 0.0 0.0Delay (s) 49.6 82.9 40.0 10.6 27.4 27.5 101.1 26.2 26.2Level of Service D F D B C C F C CApproach Delay (s) 82.8 23.9 90.4 26.2Approach LOS F C F C




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 720 1074 70 286 318 216 48 1149 176 170 725 192Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3 4.0Lane Util. Factor 0.97 0.91 0.97 0.91 1.00 0.91 1.00 0.97 0.91 1.00Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.96 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3127 4577 3127 4321 1612 4631 1388 3127 4631 1421Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3127 4577 3127 4321 1612 4631 1388 3127 4631 1421Peak-hour factor, PHF 0.91 0.91 0.91 0.87 0.87 0.87 0.95 0.95 0.95 0.86 0.86 0.86Adj. Flow (vph) 791 1180 77 329 366 248 51 1209 185 198 843 223RTOR Reduction (vph) 0 6 0 0 98 0 0 0 97 0 0 0Lane Group Flow (vph) 791 1251 0 329 516 0 51 1209 88 198 843 223Confl. Peds. (#/hr) 25 4 24 9Turn Type Prot NA Prot NA Prot NA Perm Prot NA FreeProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 2 FreeActuated Green, G (s) 28.4 41.2 16.0 28.8 6.2 39.2 39.2 9.5 42.0 125.0Effective Green, g (s) 28.4 41.2 16.0 28.8 6.2 39.2 39.2 9.5 42.0 125.0Actuated g/C Ratio 0.23 0.33 0.13 0.23 0.05 0.31 0.31 0.08 0.34 1.00Clearance Time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3Vehicle Extension (s) 2.0 2.5 2.0 2.5 1.5 5.0 5.0 0.5 3.0Lane Grp Cap (vph) 710 1508 400 995 79 1452 435 237 1556 1421v/s Ratio Prot c0.25 c0.27 c0.11 0.12 0.03 c0.26 c0.06 0.18v/s Ratio Perm 0.06 c0.16v/c Ratio 1.11 0.83 0.82 0.52 0.65 0.83 0.20 0.84 0.54 0.16Uniform Delay, d1 48.3 38.7 53.1 42.0 58.3 39.9 31.4 57.0 33.7 0.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 69.6 3.9 12.2 0.3 12.8 5.7 1.0 20.9 1.4 0.2Delay (s) 117.9 42.5 65.3 42.4 71.1 45.6 32.5 77.9 35.0 0.2Level of Service F D E D E D C E D AApproach Delay (s) 71.6 50.4 44.8 35.6Approach LOS E D D D




Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (vph) 1995 59 672 977 0 886Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0Lane Util. Factor 0.91 0.97 0.95 0.88Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85Flt Protected 1.00 0.95 1.00 1.00Satd. Flow (prot) 4609 3127 3223 2538Flt Permitted 1.00 0.95 1.00 1.00Satd. Flow (perm) 4609 3127 3223 2538Peak-hour factor, PHF 0.91 0.91 0.97 0.97 0.89 0.89Adj. Flow (vph) 2192 65 693 1007 0 996RTOR Reduction (vph) 2 0 0 0 0 15Lane Group Flow (vph) 2255 0 693 1007 0 981Confl. Peds. (#/hr) 4Confl. Bikes (#/hr) 2Turn Type NA Prot NA OverProtected Phases 2 4 6 4Permitted PhasesActuated Green, G (s) 88.2 38.2 88.2 38.2Effective Green, g (s) 88.2 38.2 88.2 38.2Actuated g/C Ratio 0.65 0.28 0.65 0.28Clearance Time (s) 4.6 4.0 4.6 4.0Vehicle Extension (s) 5.0 2.5 5.0 2.5Lane Grp Cap (vph) 3011 884 2105 718v/s Ratio Prot c0.49 0.22 0.31 c0.39v/s Ratio Permv/c Ratio 0.75 0.78 0.48 1.37Uniform Delay, d1 15.9 44.6 11.8 48.4Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 1.8 4.4 0.8 173.7Delay (s) 17.6 49.0 12.6 222.1Level of Service B D B FApproach Delay (s) 17.6 27.4 222.1Approach LOS B C F




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 130 384 25 25 85 11 45 385 144 21 151 40Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 5.0 4.5 4.5Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.99 1.00 0.85 0.96 1.00 0.85Flt Protected 0.99 0.99 1.00 1.00 0.99 1.00Satd. Flow (prot) 3161 3187 1422 3079 3204 1442Flt Permitted 0.99 0.99 1.00 0.90 0.84 1.00Satd. Flow (perm) 3161 3187 1422 2797 2716 1442Peak-hour factor, PHF 0.82 0.82 0.82 0.67 0.67 0.67 0.81 0.81 0.81 0.78 0.78 0.78Adj. Flow (vph) 159 468 30 37 127 16 56 475 178 27 194 51RTOR Reduction (vph) 0 4 0 0 0 14 0 22 0 0 0 25Lane Group Flow (vph) 0 653 0 0 164 2 0 687 0 0 221 26Confl. Peds. (#/hr) 1 1 1 1Confl. Bikes (#/hr) 2 3Turn Type Split NA Split NA Perm Perm NA Perm NA PermProtected Phases 8 8 4 4 2 6Permitted Phases 4 2 6 6Actuated Green, G (s) 27.2 11.6 11.6 53.2 53.7 53.7Effective Green, g (s) 27.2 11.6 11.6 53.2 53.7 53.7Actuated g/C Ratio 0.26 0.11 0.11 0.50 0.51 0.51Clearance Time (s) 4.5 4.5 4.5 5.0 4.5 4.5Vehicle Extension (s) 2.0 3.0 3.0 4.0 4.0 4.0Lane Grp Cap (vph) 811 348 155 1403 1375 730v/s Ratio Prot c0.21 c0.05v/s Ratio Perm 0.00 c0.25 0.08 0.02v/c Ratio 0.81 0.47 0.01 0.49 0.16 0.04Uniform Delay, d1 36.9 44.3 42.1 17.4 14.0 13.1Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 5.5 1.0 0.0 1.2 0.3 0.1Delay (s) 42.5 45.3 42.1 18.7 14.3 13.2Level of Service D D D B B BApproach Delay (s) 42.5 45.0 18.7 14.1Approach LOS D D B B




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 34 83 124 105 46 139 33 312 146 175 248 34Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.89 0.96 1.00 0.85Flt Protected 0.99 1.00 0.95 1.00 1.00 0.98 1.00Satd. Flow (prot) 1672 1442 1612 1506 1617 3158 1403Flt Permitted 0.99 1.00 0.95 1.00 1.00 0.98 1.00Satd. Flow (perm) 1672 1442 1612 1506 1617 3158 1403Peak-hour factor, PHF 0.85 0.85 0.85 0.84 0.84 0.84 0.81 0.81 0.81 0.88 0.88 0.88Adj. Flow (vph) 40 98 146 125 55 165 41 385 180 199 282 39RTOR Reduction (vph) 0 0 136 0 121 0 0 13 0 0 0 31Lane Group Flow (vph) 0 138 10 125 99 0 0 593 0 0 481 8Confl. Peds. (#/hr) 4Confl. Bikes (#/hr) 2Turn Type Split NA Perm Split NA Split NA Split NA PermProtected Phases 8 8 4 4 2 2 6 6Permitted Phases 8 6Actuated Green, G (s) 5.6 5.6 12.1 12.1 28.8 17.9 17.9Effective Green, g (s) 5.6 5.6 12.1 12.1 28.8 17.9 17.9Actuated g/C Ratio 0.07 0.07 0.15 0.15 0.35 0.22 0.22Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 113 98 236 221 565 686 304v/s Ratio Prot c0.08 c0.08 0.07 c0.37 c0.15v/s Ratio Perm 0.01 0.01v/c Ratio 1.22 0.10 0.53 0.45 1.05 0.70 0.03Uniform Delay, d1 38.4 36.0 32.5 32.1 26.8 29.8 25.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 155.8 0.5 2.1 1.4 51.5 3.2 0.0Delay (s) 194.2 36.5 34.7 33.5 78.3 33.0 25.4Level of Service F D C C E C CApproach Delay (s) 113.1 33.9 78.3 32.5Approach LOS F C E C

Intersection SummaryHCM 2000 Control Delay 61.6 HCM 2000 Level of Service EHCM 2000 Volume to Capacity ratio 0.87Actuated Cycle Length (s) 82.4 Sum of lost time (s) 18.0Intersection Capacity Utilization 72.3% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group




Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total (vph) 320 368 476 158 154 409Volume Left (vph) 217 3 326 0 76 0Volume Right (vph) 90 153 0 8 0 331Hadj (s) 0.17 -0.04 0.55 0.17 0.45 -0.36Departure Headway (s) 9.4 9.0 10.0 9.6 9.7 8.8Degree Utilization, x 0.84 0.92 1.0 0.42 0.41 1.0Capacity (veh/h) 368 394 373 379 368 409Control Delay (s) 45.4 56.7 191.1 18.3 18.1 75.2Approach Delay (s) 45.4 56.7 148.0 59.6Approach LOS E F F F

Intersection SummaryDelay 86.4Level of Service FIntersection Capacity Utilization 72.1% ICU Level of Service CAnalysis Period (min) 15



Lane Group EBL EBT WBL WBT NBL NBT NBRLane Group Flow (vph) 1 580 1123 1385 84 85 232v/c Ratio 0.01 0.49 0.93 0.55 0.60 0.61 0.63Control Delay 51.0 26.4 53.9 14.4 63.0 63.5 13.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 51.0 26.4 53.9 14.4 63.0 63.5 13.6Queue Length 50th (ft) 1 153 374 354 61 61 0Queue Length 95th (ft) 6 211 400 418 108 110 70Internal Link Dist (ft) 1154 1790 1601Turn Bay Length (ft) 165 205 95Base Capacity (vph) 87 1185 1246 2521 300 300 525Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.01 0.49 0.90 0.55 0.28 0.28 0.44




Lane Group EBT EBR WBL WBT NBT SBT SBRLane Group Flow (vph) 93 74 300 326 500 593 76v/c Ratio 0.98 0.40 0.79 0.80 1.02 0.98dl 0.19Control Delay 136.8 10.4 50.3 45.3 82.9 48.7 3.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 136.8 10.4 50.3 45.3 82.9 48.7 3.8Queue Length 50th (ft) ~62 0 179 166 ~348 188 0Queue Length 95th (ft) #173 21 217 204 #512 #266 17Internal Link Dist (ft) 312 424 66 235Turn Bay Length (ft) 80 60Base Capacity (vph) 95 184 483 499 488 776 430Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.98 0.40 0.62 0.65 1.02 0.76 0.18




Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 1 1544 313 783 90 91 377 18 2v/c Ratio 0.01 0.82 0.71 0.32 0.56 0.58 0.73 0.12 0.01Control Delay 51.0 23.6 64.9 6.8 55.8 57.5 12.7 39.6 36.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 51.0 23.6 64.9 6.8 55.8 57.5 12.7 39.6 36.0Queue Length 50th (ft) 1 394 119 17 65 65 0 12 1Queue Length 95th (ft) 6 #582 164 285 105 108 82 14 4Internal Link Dist (ft) 1154 1790 1601 445Turn Bay Length (ft) 165 205 95 50Base Capacity (vph) 87 1893 1222 2460 300 291 639 281 417Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.01 0.82 0.26 0.32 0.30 0.31 0.59 0.06 0.00




Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 474 1210 260 845 140 676 223 228 545 365v/c Ratio 0.93 0.86 0.62 0.66 0.63 0.53 0.43 0.64 0.48 0.26Control Delay 75.0 53.9 52.0 34.9 62.0 35.2 9.6 58.0 36.2 0.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 75.0 53.9 52.0 34.9 62.0 35.2 9.6 58.0 36.2 0.4Queue Length 50th (ft) 180 278 91 181 94 156 21 79 124 0Queue Length 95th (ft) m#339 368 130 200 #262 177 79 #188 144 0Internal Link Dist (ft) 385 363 1191 1345Turn Bay Length (ft) 290 290 290 80 250 320Base Capacity (vph) 509 1404 486 1653 222 1540 590 354 1494 1424Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.93 0.86 0.53 0.51 0.63 0.44 0.38 0.64 0.36 0.26

Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.



Lane Group EBT WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 1714 386 633 99 99 547 4 4v/c Ratio 1.14 0.85 0.30 0.34 0.34 0.97 0.01 0.01Control Delay 99.5 60.4 8.1 34.0 34.0 48.8 28.0 22.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 99.5 60.4 8.1 34.0 34.0 48.8 28.0 22.5Queue Length 50th (ft) ~700 124 86 53 53 179 2 1Queue Length 95th (ft) #688 #156 100 100 100 #377 6 5Internal Link Dist (ft) 1154 1790 1601 445Turn Bay Length (ft) 205 95 50Base Capacity (vph) 1501 469 2119 316 316 587 304 409Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.14 0.82 0.30 0.31 0.31 0.93 0.01 0.01




Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 1 1449 309 373 54 55 641 3 2v/c Ratio 0.01 1.01 0.74 0.19 0.16 0.16 1.05 0.01 0.00Control Delay 46.0 55.4 53.0 9.3 30.0 30.0 70.0 27.7 27.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 46.0 55.4 53.0 9.3 30.0 30.0 70.0 27.7 27.5Queue Length 50th (ft) 1 ~486 97 47 27 28 ~303 1 1Queue Length 95th (ft) 6 #611 127 76 62 63 #527 9 7Internal Link Dist (ft) 1154 1790 1601 445Turn Bay Length (ft) 165 205 95 50Base Capacity (vph) 128 1428 469 1949 337 337 613 337 469Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.01 1.01 0.66 0.19 0.16 0.16 1.05 0.01 0.00




Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 791 1257 329 614 51 1209 185 198 843 223v/c Ratio 1.12 0.83 0.83 0.56 0.54 0.83 0.35 0.84 0.53 0.16Control Delay 114.9 43.6 71.0 34.6 77.1 46.3 11.7 85.6 36.2 0.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 114.9 43.6 71.0 34.6 77.1 46.3 11.7 85.6 36.2 0.2Queue Length 50th (ft) ~387 335 133 122 41 342 26 83 214 0Queue Length 95th (ft) #512 383 #189 153 84 #406 88 #153 251 0Internal Link Dist (ft) 385 363 1191 1345Turn Bay Length (ft) 290 290 290 80 250 320Base Capacity (vph) 709 1642 419 1257 109 1455 533 236 1589 1421Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.12 0.77 0.79 0.49 0.47 0.83 0.35 0.84 0.53 0.16




Lane Group EBT WBL WBT NBRLane Group Flow (vph) 2257 693 1007 996v/c Ratio 0.75 0.78 0.48 1.36Control Delay 17.6 52.5 12.5 207.7Queue Delay 0.0 0.0 0.0 0.0Total Delay 17.6 52.5 12.5 207.7Queue Length 50th (ft) 436 295 208 ~665Queue Length 95th (ft) 488 373 252 #803Internal Link Dist (ft) 1018 759Turn Bay Length (ft) 340Base Capacity (vph) 3089 884 2158 732Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.73 0.78 0.47 1.36




Lane Group EBT EBR WBL WBT NBT SBT SBRLane Group Flow (vph) 138 146 125 220 606 481 39v/c Ratio 1.23 0.63 0.53 0.64 1.05 0.70 0.10Control Delay 197.7 20.8 41.6 22.4 81.0 36.2 0.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 197.7 20.8 41.6 22.4 81.0 36.2 0.5Queue Length 50th (ft) ~89 0 61 37 ~340 120 0Queue Length 95th (ft) #215 #58 111 96 #558 183 0Internal Link Dist (ft) 312 424 66 235Turn Bay Length (ft) 80 60Base Capacity (vph) 112 233 571 625 576 927 488Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 1.23 0.63 0.22 0.35 1.05 0.52 0.08


Min

or S

tree

t Vol

um

e =

272

VP

H





Hayward,CA Scenario: Existing plus Project Conditions P.M.Peak Hour


57

Appendix E – Cumulative Conditions Intersections Level of Service Worksheets


Cumulative Conditons AM Peak HourTJKM

Synchro 8 Report




Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%Vol Thru, % 0% 100% 0% 0% 100% 46% 0% 100% 13% 0% 100%Vol Right, % 0% 0% 100% 0% 0% 54% 0% 0% 87% 0% 0%Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 43 41 31 5 43 47 311 51 199 124 25LT Vol 43 0 0 5 0 0 311 0 0 124 0Through Vol 0 41 0 0 43 22 0 51 26 0 25RT Vol 0 0 31 0 0 25 0 0 173 0 0Lane Flow Rate 45 43 33 5 46 49 327 54 209 131 26Geometry Grp 8 8 8 8 8 8 8 8 8 8 8Degree of Util (X) 0.095 0.085 0.058 0.011 0.088 0.09 0.59 0.09 0.313 0.27 0.051Departure Headway (Hd) 7.565 7.065 6.365 7.456 6.956 6.581 6.491 5.991 5.381 7.444 6.944Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesCap 473 507 562 480 515 543 557 598 667 483 515Service Time 5.316 4.816 4.116 5.209 4.709 4.334 4.225 3.725 3.116 5.191 4.691HCM Lane V/C Ratio 0.095 0.085 0.059 0.01 0.089 0.09 0.587 0.09 0.313 0.271 0.05HCM Control Delay 11.1 10.5 9.5 10.3 10.4 10 18.2 9.3 10.6 12.9 10.1HCM Lane LOS B B A B B A C A B B BHCM 95th-tile Q 0.3 0.3 0.2 0 0.3 0.3 3.8 0.3 1.3 1.1 0.2

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Synchro 8 Report




Lane SBLn3

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Synchro 8 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 6 282 0 7 576 139 0 1 4 577 0 48Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.97 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.97 0.89 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1606 3223 1610 3129 1513 3127 1442Flt Permitted 0.32 1.00 0.57 1.00 1.00 0.95 1.00Satd. Flow (perm) 542 3223 966 3129 1513 3127 1442Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 6 297 0 7 606 146 0 1 4 607 0 51RTOR Reduction (vph) 0 0 0 0 19 0 0 4 0 0 0 38Lane Group Flow (vph) 6 297 0 7 733 0 0 1 0 607 0 13Confl. Peds. (#/hr) 6 1 1Turn Type Perm NA Perm NA NA Prot PermProtected Phases 2 6 3 4Permitted Phases 2 6 4Actuated Green, G (s) 38.0 38.0 38.0 38.0 0.9 18.3 18.3Effective Green, g (s) 38.0 38.0 38.0 38.0 0.9 18.3 18.3Actuated g/C Ratio 0.54 0.54 0.54 0.54 0.01 0.26 0.26Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 291 1732 519 1681 19 809 373v/s Ratio Prot 0.09 c0.23 c0.00 c0.19v/s Ratio Perm 0.01 0.01 0.01v/c Ratio 0.02 0.17 0.01 0.44 0.06 0.75 0.04Uniform Delay, d1 7.6 8.3 7.6 9.9 34.5 24.1 19.6Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.0 0.0 0.0 0.8 1.2 3.9 0.0Delay (s) 7.7 8.4 7.7 10.7 35.7 28.0 19.6Level of Service A A A B D C BApproach Delay (s) 8.4 10.7 35.7 27.4Approach LOS A B D C


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Synchro 8 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 2 507 228 806 904 1 245 0 364 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.6 4.0 4.6 4.9 4.9 4.9Lane Util. Factor 1.00 0.95 0.97 0.95 0.95 0.95 1.00Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.95 1.00 1.00 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 0.95 1.00Satd. Flow (prot) 1612 3053 3127 3223 1531 1531 1423Flt Permitted 0.95 1.00 0.95 1.00 0.76 0.76 1.00Satd. Flow (perm) 1612 3053 3127 3223 1220 1220 1423Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 2 534 240 848 952 1 258 0 383 0 0 0RTOR Reduction (vph) 0 38 0 0 0 0 0 0 325 0 0 0Lane Group Flow (vph) 2 736 0 848 953 0 129 129 58 0 0 0Confl. Peds. (#/hr) 6 2Confl. Bikes (#/hr) 3 1 1Turn Type Prot NA Prot NA Perm NA Perm PermProtected Phases 5 2 1 6 4 8Permitted Phases 4 4 8Actuated Green, G (s) 1.1 41.7 38.1 78.7 16.7 16.7 16.7Effective Green, g (s) 1.1 41.7 38.1 78.7 16.7 16.7 16.7Actuated g/C Ratio 0.01 0.38 0.35 0.72 0.15 0.15 0.15Clearance Time (s) 4.0 4.6 4.0 4.6 4.9 4.9 4.9Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0Lane Grp Cap (vph) 16 1157 1083 2305 185 185 216v/s Ratio Prot 0.00 c0.24 c0.27 0.30v/s Ratio Perm c0.11 0.11 0.04v/c Ratio 0.12 0.64 0.78 0.41 0.70 0.70 0.27Uniform Delay, d1 54.0 27.9 32.2 6.3 44.3 44.3 41.3Progression Factor 1.00 1.00 1.38 1.96 1.00 1.00 1.00Incremental Delay, d2 1.3 2.7 1.4 0.2 8.9 8.9 0.2Delay (s) 55.3 30.6 45.9 12.6 53.1 53.1 41.5Level of Service E C D B D D DApproach Delay (s) 30.7 28.3 46.2 0.0Approach LOS C C D A


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Synchro 8 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 241 408 42 189 989 157 118 1376 306 147 1389 1416Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3 4.0Lane Util. Factor 0.97 0.91 0.97 0.91 1.00 0.91 1.00 0.97 0.91 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3127 4555 3127 4524 1612 4631 1414 3127 4631 1420Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3127 4555 3127 4524 1612 4631 1414 3127 4631 1420Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 254 429 44 199 1041 165 124 1448 322 155 1462 1491RTOR Reduction (vph) 0 11 0 0 21 0 0 0 98 0 0 0Lane Group Flow (vph) 254 462 0 199 1185 0 124 1448 224 155 1462 1491Confl. Peds. (#/hr) 14 6 8 10Confl. Bikes (#/hr) 2Turn Type Prot NA Prot NA Prot NA Perm Prot NA FreeProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 2 FreeActuated Green, G (s) 8.6 33.2 11.4 36.0 10.3 38.9 38.9 7.4 35.5 110.0Effective Green, g (s) 8.6 33.2 11.4 36.0 10.3 38.9 38.9 7.4 35.5 110.0Actuated g/C Ratio 0.08 0.30 0.10 0.33 0.09 0.35 0.35 0.07 0.32 1.00Clearance Time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3Vehicle Extension (s) 2.0 2.5 2.0 2.5 1.5 5.0 5.0 0.5 3.0Lane Grp Cap (vph) 244 1374 324 1480 150 1637 500 210 1494 1420v/s Ratio Prot 0.08 0.10 0.06 0.26 0.08 0.31 0.05 0.32v/s Ratio Perm 0.16 c1.05v/c Ratio 1.04 0.34 0.61 0.80 0.83 0.88 0.45 0.74 0.98 1.05Uniform Delay, d1 50.7 29.8 47.2 33.7 49.0 33.4 27.3 50.3 36.9 55.0Progression Factor 1.09 1.26 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 62.6 0.1 2.4 3.1 28.4 7.4 2.9 11.0 18.7 38.2Delay (s) 117.9 37.6 49.6 36.8 77.3 40.8 30.2 61.4 55.6 93.2Level of Service F D D D E D C E E FApproach Delay (s) 65.7 38.7 41.4 73.9Approach LOS E D D E


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Synchro 8 Report

Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (vph) 947 28 931 1669 0 303Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0Lane Util. Factor 0.91 0.97 0.95 0.88Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85Flt Protected 1.00 0.95 1.00 1.00Satd. Flow (prot) 4612 3127 3223 2538Flt Permitted 1.00 0.95 1.00 1.00Satd. Flow (perm) 4612 3127 3223 2538Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 997 29 980 1757 0 319RTOR Reduction (vph) 2 0 0 0 0 195Lane Group Flow (vph) 1024 0 980 1757 0 124Confl. Peds. (#/hr) 3Turn Type NA Prot NA OverProtected Phases 2 4 6 4Permitted PhasesActuated Green, G (s) 75.5 30.9 75.5 30.9Effective Green, g (s) 75.5 30.9 75.5 30.9Actuated g/C Ratio 0.66 0.27 0.66 0.27Clearance Time (s) 4.6 4.0 4.6 4.0Vehicle Extension (s) 5.0 2.5 5.0 2.5Lane Grp Cap (vph) 3027 840 2115 681v/s Ratio Prot 0.22 c0.31 c0.55 0.05v/s Ratio Permv/c Ratio 0.34 1.17 0.83 0.18Uniform Delay, d1 8.7 42.0 14.9 32.3Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 0.3 87.8 4.0 0.1Delay (s) 9.0 129.9 18.9 32.4Level of Service A F B CApproach Delay (s) 9.0 58.6 32.4Approach LOS A E C


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Synchro 8 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 41 117 39 86 273 6 92 75 50 43 967 290Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 4.5 4.5 5.0 4.5 4.5Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.97 1.00 0.85 0.97 1.00 0.85Flt Protected 0.99 0.99 1.00 0.98 1.00 1.00Satd. Flow (prot) 3084 3185 1423 3047 3216 1420Flt Permitted 0.99 0.99 1.00 0.54 0.93 1.00Satd. Flow (perm) 3084 3185 1423 1685 2991 1420Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 43 123 41 91 287 6 97 79 53 45 1018 305RTOR Reduction (vph) 0 18 0 0 0 5 0 27 0 0 0 144Lane Group Flow (vph) 0 189 0 0 378 1 0 202 0 0 1063 161Confl. Peds. (#/hr) 4 4 1 1Confl. Bikes (#/hr) 1 1 3Turn Type Split NA Split NA Perm Perm NA Perm NA PermProtected Phases 8 8 4 4 2 6Permitted Phases 4 2 6 6Actuated Green, G (s) 34.3 18.2 18.2 39.0 39.5 39.5Effective Green, g (s) 34.3 18.2 18.2 39.0 39.5 39.5Actuated g/C Ratio 0.32 0.17 0.17 0.37 0.37 0.37Clearance Time (s) 5.0 4.5 4.5 5.0 4.5 4.5Vehicle Extension (s) 2.0 3.0 3.0 4.0 4.0 4.0Lane Grp Cap (vph) 997 546 244 619 1114 529v/s Ratio Prot c0.06 c0.12v/s Ratio Perm 0.00 0.12 c0.36 0.11v/c Ratio 0.19 0.69 0.00 1.08dl 0.95 0.30Uniform Delay, d1 25.8 41.3 36.4 24.1 32.4 23.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.4 3.8 0.0 1.4 17.1 0.4Delay (s) 26.3 45.1 36.4 25.5 49.5 24.0Level of Service C D D C D CApproach Delay (s) 26.3 44.9 25.5 43.8Approach LOS C D C D

Intersection SummaryHCM 2000 Control Delay 40.4 HCM 2000 Level of Service DHCM 2000 Volume to Capacity ratio 0.62Actuated Cycle Length (s) 106.0 Sum of lost time (s) 14.5Intersection Capacity Utilization 79.4% ICU Level of Service DAnalysis Period (min) 15dl Defacto Left Lane. Recode with 1 though lane as a left lane.c Critical Lane Group

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Synchro 8 Report


Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2Volume Total 27 181 368 132 13Volume Left 7 1 74 132 0Volume Right 0 163 295 0 13cSH 1333 1533 968 366 927Volume to Capacity 0.01 0.00 0.38 0.36 0.01Queue Length 95th (ft) 0 0 45 40 1Control Delay (s) 2.1 0.0 11.0 20.3 8.9Lane LOS A A B C AApproach Delay (s) 2.1 0.0 11.0 19.3Approach LOS B C


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Synchro 8 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 16 75 72 318 164 181 154 305 144 523 350 113Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.97Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.92 0.97 1.00 0.85Flt Protected 0.99 1.00 0.95 1.00 0.99 0.97 1.00Satd. Flow (prot) 1682 1442 1612 1545 1621 3129 1405Flt Permitted 0.99 1.00 0.95 1.00 0.99 0.97 1.00Satd. Flow (perm) 1682 1442 1612 1545 1621 3129 1405Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 17 79 76 335 173 191 162 321 152 551 368 119RTOR Reduction (vph) 0 0 72 0 29 0 0 9 0 0 0 63Lane Group Flow (vph) 0 96 4 335 335 0 0 626 0 0 919 56Confl. Peds. (#/hr) 1Confl. Bikes (#/hr) 4Turn Type Split NA Perm Split NA Split NA Split NA PermProtected Phases 8 8 4 4 2 2 6 6Permitted Phases 8 6Actuated Green, G (s) 7.5 7.5 29.0 29.0 45.0 35.5 35.5Effective Green, g (s) 7.5 7.5 29.0 29.0 45.0 35.5 35.5Actuated g/C Ratio 0.06 0.06 0.21 0.21 0.33 0.26 0.26Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 93 80 346 331 540 822 369v/s Ratio Prot c0.06 0.21 c0.22 c0.39 c0.29v/s Ratio Perm 0.00 0.04v/c Ratio 1.03 0.05 0.97 1.01 1.16 1.30dl 0.15Uniform Delay, d1 63.8 60.4 52.5 53.0 45.0 49.8 38.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 102.4 0.3 39.5 52.5 91.1 69.1 0.2Delay (s) 166.1 60.7 92.0 105.5 136.1 118.8 38.4Level of Service F E F F F F DApproach Delay (s) 119.5 99.0 136.1 109.6Approach LOS F F F F

Intersection SummaryHCM 2000 Control Delay 114.0 HCM 2000 Level of Service FHCM 2000 Volume to Capacity ratio 1.10Actuated Cycle Length (s) 135.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 97.9% ICU Level of Service FAnalysis Period (min) 15dl Defacto Left Lane. Recode with 1 though lane as a left lane.c Critical Lane Group

8/4/2017



Synchro 8 Report


Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total (vph) 588 105 157 79 371 337Volume Left (vph) 301 5 86 0 184 0Volume Right (vph) 205 36 0 8 0 151Hadj (s) 0.10 0.01 0.48 0.13 0.45 -0.11Departure Headway (s) 6.7 8.0 8.5 8.1 7.8 7.2Degree Utilization, x 1.0 0.23 0.37 0.18 0.80 0.68Capacity (veh/h) 540 432 414 430 459 488Control Delay (s) 95.3 13.3 15.2 11.7 34.0 22.7Approach Delay (s) 95.3 13.3 14.0 28.6Approach LOS F B B D

Intersection SummaryDelay 49.5Level of Service EIntersection Capacity Utilization 74.4% ICU Level of Service DAnalysis Period (min) 15

8/4/2017


Cumulative Conditons Midday PeakTJKM

Synchro 8 Report



Approach EB WB NBOpposing Approach WB EB SBOpposing Lanes 3 3 3Conflicting Approach Left SB NB EBConflicting Lanes Left 3 3 3Conflicting Approach Right NB SB WBConflicting Lanes Right 3 3 3HCM Control Delay 11.7 16.1 11.7HCM LOS B C B

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%Vol Thru, % 0% 100% 0% 0% 100% 59% 0% 100% 23% 0% 100%Vol Right, % 0% 0% 100% 0% 0% 41% 0% 0% 77% 0% 0%Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 42 30 117 9 82 69 279 77 172 190 30LT Vol 42 0 0 9 0 0 279 0 0 190 0Through Vol 0 30 0 0 82 41 0 77 39 0 30RT Vol 0 0 117 0 0 28 0 0 133 0 0Lane Flow Rate 44 32 123 9 86 73 294 81 181 200 32Geometry Grp 8 8 8 8 8 8 8 8 8 8 8Degree of Util (X) 0.101 0.067 0.239 0.022 0.184 0.149 0.592 0.153 0.312 0.439 0.065Departure Headway (Hd) 8.186 7.686 6.986 8.17 7.67 7.386 7.254 6.754 6.211 8.02 7.52Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesCap 440 468 516 440 470 488 493 527 573 452 479Service Time 5.895 5.395 4.695 5.88 5.38 5.096 5.052 4.552 4.01 5.72 5.22HCM Lane V/C Ratio 0.1 0.068 0.238 0.02 0.183 0.15 0.596 0.154 0.316 0.442 0.067HCM Control Delay 11.8 10.9 11.9 11.1 12.1 11.4 20.2 10.8 11.8 16.8 10.7HCM Lane LOS B B B B B B C B B C BHCM 95th-tile Q 0.3 0.2 0.9 0.1 0.7 0.5 3.8 0.5 1.3 2.2 0.2

8/4/2017



Synchro 8 Report




Lane SBLn3

8/4/2017



Synchro 8 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 16 985 5 20 865 218 4 0 21 259 0 1Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.97 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.97 0.89 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00Satd. Flow (prot) 1611 3220 1607 3112 1487 3127 1419Flt Permitted 0.19 1.00 0.23 1.00 0.99 0.95 1.00Satd. Flow (perm) 330 3220 382 3112 1487 3127 1419Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 17 1037 5 21 911 229 4 0 22 273 0 1RTOR Reduction (vph) 0 0 0 0 17 0 0 25 0 0 0 1Lane Group Flow (vph) 17 1042 0 21 1123 0 0 1 0 273 0 0Confl. Peds. (#/hr) 1 8 8 1 2 2Confl. Bikes (#/hr) 1Turn Type Perm NA Perm NA Perm NA Prot PermProtected Phases 2 6 3 4Permitted Phases 2 6 3 4Actuated Green, G (s) 39.1 39.1 39.1 39.1 2.0 10.7 10.7Effective Green, g (s) 39.1 39.1 39.1 39.1 2.0 10.7 10.7Actuated g/C Ratio 0.60 0.60 0.60 0.60 0.03 0.16 0.16Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 197 1928 228 1863 45 512 232v/s Ratio Prot 0.32 c0.36 c0.09v/s Ratio Perm 0.05 0.05 0.00 0.00v/c Ratio 0.09 0.54 0.09 0.60 0.02 0.53 0.00Uniform Delay, d1 5.5 7.8 5.6 8.2 30.7 25.0 22.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 0.3 0.8 1.5 0.2 1.1 0.0Delay (s) 5.7 8.1 6.4 9.7 30.9 26.1 22.8Level of Service A A A A C C CApproach Delay (s) 8.0 9.6 30.9 26.1Approach LOS A A C C


8/4/2017



Synchro 8 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 1 1105 234 372 876 5 219 5 478 11 1 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.6 4.0 4.6 4.9 4.9 4.9 4.9 4.9Lane Util. Factor 1.00 0.95 0.97 0.95 0.95 0.95 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.97 1.00 1.00 1.00 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 0.95 1.00 0.95 0.95 1.00 0.95 1.00Satd. Flow (prot) 1612 3129 3127 3221 1529 1536 1442 1612 1696Flt Permitted 0.95 1.00 0.95 1.00 0.76 0.74 1.00 0.59 1.00Satd. Flow (perm) 1612 3129 3127 3221 1219 1183 1442 1006 1696Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 1 1163 246 392 922 5 231 5 503 12 1 0RTOR Reduction (vph) 0 10 0 0 0 0 0 0 428 0 0 0Lane Group Flow (vph) 1 1399 0 392 927 0 118 118 75 12 1 0Confl. Peds. (#/hr) 4 1 1Confl. Bikes (#/hr) 2Turn Type Prot NA Prot NA Perm NA Perm Perm NAProtected Phases 5 2 1 6 4 8Permitted Phases 4 4 8Actuated Green, G (s) 1.0 58.4 21.7 79.1 16.4 16.4 16.4 16.4 16.4Effective Green, g (s) 1.0 58.4 21.7 79.1 16.4 16.4 16.4 16.4 16.4Actuated g/C Ratio 0.01 0.53 0.20 0.72 0.15 0.15 0.15 0.15 0.15Clearance Time (s) 4.0 4.6 4.0 4.6 4.9 4.9 4.9 4.9 4.9Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 14 1661 616 2316 181 176 214 149 252v/s Ratio Prot 0.00 c0.45 c0.13 0.29 0.00v/s Ratio Perm 0.10 c0.10 0.05 0.01v/c Ratio 0.07 0.84 0.64 0.40 0.65 0.67 0.35 0.08 0.00Uniform Delay, d1 54.0 21.9 40.5 6.1 44.1 44.2 42.0 40.3 39.8Progression Factor 1.00 1.00 1.28 1.38 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.8 5.4 1.2 0.4 6.3 7.6 0.4 0.1 0.0Delay (s) 54.8 27.3 53.0 8.8 50.4 51.9 42.4 40.4 39.8Level of Service D C D A D D D D DApproach Delay (s) 27.3 21.9 45.2 40.3Approach LOS C C D D

Intersection SummaryHCM 2000 Control Delay 29.1 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.77Actuated Cycle Length (s) 110.0 Sum of lost time (s) 13.5Intersection Capacity Utilization 86.8% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

8/4/2017



Synchro 8 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 490 1115 143 333 857 198 162 830 273 292 698 454Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3 4.0Lane Util. Factor 0.97 0.91 0.97 0.91 1.00 0.91 1.00 0.97 0.91 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.98 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3127 4542 3127 4490 1612 4631 1403 3127 4631 1424Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3127 4542 3127 4490 1612 4631 1403 3127 4631 1424Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 516 1174 151 351 902 208 171 874 287 307 735 478RTOR Reduction (vph) 0 14 0 0 36 0 0 0 133 0 0 0Lane Group Flow (vph) 516 1311 0 351 1074 0 171 874 154 307 735 478Confl. Peds. (#/hr) 8 1 16 2Turn Type Prot NA Prot NA Prot NA Perm Prot NA FreeProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 2 FreeActuated Green, G (s) 13.9 35.8 15.5 37.4 9.0 31.2 31.2 8.4 30.1 110.0Effective Green, g (s) 13.9 35.8 15.5 37.4 9.0 31.2 31.2 8.4 30.1 110.0Actuated g/C Ratio 0.13 0.33 0.14 0.34 0.08 0.28 0.28 0.08 0.27 1.00Clearance Time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3Vehicle Extension (s) 2.0 2.5 2.0 2.5 1.5 5.0 5.0 0.5 3.0Lane Grp Cap (vph) 395 1478 440 1526 131 1313 397 238 1267 1424v/s Ratio Prot c0.17 c0.29 c0.11 0.24 c0.11 c0.19 0.10 0.16v/s Ratio Perm 0.11 c0.34v/c Ratio 1.31 0.89 0.80 0.70 1.31 0.67 0.39 1.29 0.58 0.34Uniform Delay, d1 48.0 35.2 45.7 31.5 50.5 34.8 31.7 50.8 34.5 0.0Progression Factor 1.21 1.28 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 150.5 5.0 9.1 1.4 181.8 2.7 2.9 158.2 1.9 0.6Delay (s) 208.5 49.9 54.8 32.9 232.3 37.5 34.6 209.0 36.4 0.6Level of Service F D D C F D C F D AApproach Delay (s) 94.3 38.2 61.9 60.0Approach LOS F D E E


8/4/2017



Synchro 8 Report

Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (vph) 1752 61 961 1468 0 927Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0Lane Util. Factor 0.91 0.97 0.95 0.88Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 0.99 1.00 1.00 0.85Flt Protected 1.00 0.95 1.00 1.00Satd. Flow (prot) 4605 3127 3223 2538Flt Permitted 1.00 0.95 1.00 1.00Satd. Flow (perm) 4605 3127 3223 2538Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 1844 64 1012 1545 0 976RTOR Reduction (vph) 2 0 0 0 0 30Lane Group Flow (vph) 1906 0 1012 1545 0 946Confl. Peds. (#/hr) 6Turn Type NA Prot NA OverProtected Phases 2 4 6 4Permitted PhasesActuated Green, G (s) 72.3 34.1 72.3 34.1Effective Green, g (s) 72.3 34.1 72.3 34.1Actuated g/C Ratio 0.63 0.30 0.63 0.30Clearance Time (s) 4.6 4.0 4.6 4.0Vehicle Extension (s) 5.0 2.5 5.0 2.5Lane Grp Cap (vph) 2895 927 2026 752v/s Ratio Prot 0.41 0.32 c0.48 c0.37v/s Ratio Permv/c Ratio 0.66 1.09 0.76 1.26Uniform Delay, d1 13.5 40.5 15.2 40.5Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 1.2 57.8 2.8 126.6Delay (s) 14.7 98.2 18.0 167.1Level of Service B F B FApproach Delay (s) 14.7 49.8 167.1Approach LOS B D F


8/4/2017


Synchro 8 Report Cumulative Conditons Early PM PeakTJKM




Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%Vol Thru, % 0% 100% 0% 0% 100% 55% 0% 100% 19% 0% 100%Vol Right, % 0% 0% 100% 0% 0% 45% 0% 0% 81% 0% 0%Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 40 24 114 4 99 90 183 54 141 150 28LT Vol 40 0 0 4 0 0 183 0 0 150 0Through Vol 0 24 0 0 99 50 0 54 27 0 28RT Vol 0 0 114 0 0 40 0 0 114 0 0Lane Flow Rate 42 25 120 4 105 94 193 57 148 158 29Geometry Grp 8 8 8 8 8 8 8 8 8 8 8Degree of Util (X) 0.088 0.049 0.212 0.009 0.201 0.173 0.376 0.103 0.245 0.328 0.057Departure Headway (Hd) 7.549 7.049 6.349 7.425 6.925 6.613 7.02 6.52 5.954 7.483 6.983Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesCap 473 506 563 481 517 541 510 548 601 480 511Service Time 5.317 4.817 4.117 5.191 4.691 4.379 4.779 4.279 3.713 5.249 4.749HCM Lane V/C Ratio 0.089 0.049 0.213 0.008 0.203 0.174 0.378 0.104 0.246 0.329 0.057HCM Control Delay 11.1 10.2 10.8 10.3 11.4 10.8 14 10 10.7 13.9 10.2HCM Lane LOS B B B B B B B A B B BHCM 95th-tile Q 0.3 0.2 0.8 0 0.7 0.6 1.7 0.3 1 1.4 0.2

8/4/2017






Lane SBLn3

8/4/2017



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 11 1102 8 26 752 209 4 0 12 335 0 13Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.97 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.97 0.90 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00Satd. Flow (prot) 1611 3219 1609 3103 1475 3127 1442Flt Permitted 0.24 1.00 0.19 1.00 0.99 0.95 1.00Satd. Flow (perm) 403 3219 320 3103 1475 3127 1442Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 12 1160 8 27 792 220 4 0 13 353 0 14RTOR Reduction (vph) 0 0 0 0 22 0 0 17 0 0 0 12Lane Group Flow (vph) 12 1168 0 27 990 0 0 0 0 353 0 2Confl. Peds. (#/hr) 1 6 6 1 1 1Turn Type Perm NA Perm NA Perm NA Prot PermProtected Phases 2 6 3 4Permitted Phases 2 6 3 4Actuated Green, G (s) 47.5 47.5 47.5 47.5 1.8 13.5 13.5Effective Green, g (s) 47.5 47.5 47.5 47.5 1.8 13.5 13.5Actuated g/C Ratio 0.62 0.62 0.62 0.62 0.02 0.18 0.18Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 250 2003 199 1931 34 553 255v/s Ratio Prot c0.36 0.32 c0.11v/s Ratio Perm 0.03 0.08 0.00 0.00v/c Ratio 0.05 0.58 0.14 0.51 0.01 0.64 0.01Uniform Delay, d1 5.6 8.5 5.9 8.0 36.4 29.1 25.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.1 0.4 1.4 1.0 0.1 2.4 0.0Delay (s) 5.7 9.0 7.4 9.0 36.5 31.6 25.9Level of Service A A A A D C CApproach Delay (s) 8.9 8.9 36.5 31.3Approach LOS A A D C


8/4/2017



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 1335 244 413 626 3 224 0 635 3 1 1Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0Lane Util. Factor 0.95 0.97 0.95 0.95 0.95 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.98 1.00 1.00 1.00 1.00 0.85 1.00 0.93Flt Protected 1.00 0.95 1.00 0.95 0.95 1.00 0.95 1.00Satd. Flow (prot) 3140 3127 3221 1531 1531 1442 1612 1569Flt Permitted 1.00 0.95 1.00 0.76 0.76 1.00 0.50 1.00Satd. Flow (perm) 3140 3127 3221 1219 1219 1442 856 1569Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 0 1405 257 435 659 3 236 0 668 3 1 1RTOR Reduction (vph) 0 9 0 0 0 0 0 0 28 0 1 0Lane Group Flow (vph) 0 1653 0 435 662 0 118 118 640 3 1 0Confl. Peds. (#/hr) 3Confl. Bikes (#/hr) 1Turn Type Prot NA Prot NA Perm NA pm+ov Perm NAProtected Phases 5 2 1 6 4 1 8Permitted Phases 4 4 8Actuated Green, G (s) 81.4 36.0 121.4 18.6 18.6 54.6 18.6 18.6Effective Green, g (s) 81.4 36.0 121.4 18.6 18.6 54.6 18.6 18.6Actuated g/C Ratio 0.54 0.24 0.81 0.12 0.12 0.36 0.12 0.12Clearance Time (s) 5.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0Vehicle Extension (s) 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 1703 750 2606 151 151 563 106 194v/s Ratio Prot c0.53 0.14 0.21 c0.27 0.00v/s Ratio Perm 0.10 0.10 0.17 0.00v/c Ratio 0.97 0.58 0.25 0.78 0.78 1.14 0.03 0.01Uniform Delay, d1 33.1 50.3 3.4 63.7 63.7 47.7 57.8 57.6Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 15.9 0.7 0.2 21.1 21.1 81.6 0.0 0.0Delay (s) 49.0 51.0 3.7 84.8 84.8 129.3 57.8 57.6Level of Service D D A F F F E EApproach Delay (s) 49.0 22.4 117.7 57.7Approach LOS D C F E

Intersection SummaryHCM 2000 Control Delay 58.0 HCM 2000 Level of Service EHCM 2000 Volume to Capacity ratio 1.07Actuated Cycle Length (s) 150.0 Sum of lost time (s) 14.0Intersection Capacity Utilization 102.4% ICU Level of Service GAnalysis Period (min) 15c Critical Lane Group

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 789 1378 94 346 609 195 77 1387 337 239 768 342Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3 4.0Lane Util. Factor 0.97 0.91 0.97 0.91 1.00 0.91 1.00 0.97 0.91 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3127 4578 3127 4442 1612 4631 1400 3127 4631 1420Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3127 4578 3127 4442 1612 4631 1400 3127 4631 1420Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 831 1451 99 364 641 205 81 1460 355 252 808 360RTOR Reduction (vph) 0 6 0 0 46 0 0 0 100 0 0 0Lane Group Flow (vph) 831 1544 0 364 800 0 81 1460 255 252 808 360Confl. Peds. (#/hr) 15 6 16 12Turn Type Prot NA Prot NA Prot NA Perm Prot NA FreeProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 2 FreeActuated Green, G (s) 27.5 44.7 16.2 33.4 8.0 36.6 36.6 8.4 36.5 125.0Effective Green, g (s) 27.5 44.7 16.2 33.4 8.0 36.6 36.6 8.4 36.5 125.0Actuated g/C Ratio 0.22 0.36 0.13 0.27 0.06 0.29 0.29 0.07 0.29 1.00Clearance Time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3Vehicle Extension (s) 2.0 2.5 2.0 2.5 1.5 5.0 5.0 0.5 3.0Lane Grp Cap (vph) 687 1637 405 1186 103 1355 409 210 1352 1420v/s Ratio Prot c0.27 c0.34 c0.12 0.18 0.05 c0.32 c0.08 0.17v/s Ratio Perm 0.18 c0.25v/c Ratio 1.21 0.94 0.90 0.67 0.79 1.08 0.62 1.20 0.60 0.25Uniform Delay, d1 48.8 38.9 53.6 40.9 57.7 44.2 38.2 58.3 38.0 0.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 107.6 11.4 21.5 1.4 29.5 48.2 7.0 126.6 2.0 0.4Delay (s) 156.3 50.3 75.1 42.3 87.2 92.4 45.3 184.9 39.9 0.4Level of Service F D E D F F D F D AApproach Delay (s) 87.3 52.2 83.4 55.6Approach LOS F D F E

Intersection SummaryHCM 2000 Control Delay 73.6 HCM 2000 Level of Service EHCM 2000 Volume to Capacity ratio 1.06Actuated Cycle Length (s) 125.0 Sum of lost time (s) 19.6Intersection Capacity Utilization 92.4% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group

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Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (vph) 2303 66 857 1394 0 974Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0Lane Util. Factor 0.91 0.97 0.95 0.88Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85Flt Protected 1.00 0.95 1.00 1.00Satd. Flow (prot) 4610 3127 3223 2538Flt Permitted 1.00 0.95 1.00 1.00Satd. Flow (perm) 4610 3127 3223 2538Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 2424 69 902 1467 0 1025RTOR Reduction (vph) 2 0 0 0 0 10Lane Group Flow (vph) 2491 0 902 1467 0 1015Confl. Peds. (#/hr) 3Turn Type NA Prot NA OverProtected Phases 2 4 6 4Permitted PhasesActuated Green, G (s) 90.1 36.3 90.1 36.3Effective Green, g (s) 90.1 36.3 90.1 36.3Actuated g/C Ratio 0.67 0.27 0.67 0.27Clearance Time (s) 4.6 4.0 4.6 4.0Vehicle Extension (s) 5.0 2.5 5.0 2.5Lane Grp Cap (vph) 3076 840 2151 682v/s Ratio Prot c0.54 0.29 0.46 c0.40v/s Ratio Permv/c Ratio 0.81 1.07 0.68 1.49Uniform Delay, d1 16.2 49.4 13.7 49.4Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 2.4 52.8 1.8 227.8Delay (s) 18.7 102.2 15.5 277.2Level of Service B F B FApproach Delay (s) 18.7 48.5 277.2Approach LOS B D F


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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 218 374 74 37 185 21 124 312 104 9 173 104Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 5.0 4.5 4.5Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.98 1.00 0.85 0.97 1.00 0.85Flt Protected 0.98 0.99 1.00 0.99 1.00 1.00Satd. Flow (prot) 3113 3197 1420 3095 3216 1442Flt Permitted 0.98 0.99 1.00 0.82 0.93 1.00Satd. Flow (perm) 3113 3197 1420 2554 2986 1442Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 229 394 78 39 195 22 131 328 109 9 182 109RTOR Reduction (vph) 0 7 0 0 0 19 0 20 0 0 0 76Lane Group Flow (vph) 0 694 0 0 234 3 0 548 0 0 191 33Confl. Peds. (#/hr) 2 2Turn Type Split NA Split NA Perm Perm NA Perm NA PermProtected Phases 8 8 4 4 2 6Permitted Phases 4 2 6 6Actuated Green, G (s) 46.7 13.3 13.3 32.0 32.5 32.5Effective Green, g (s) 46.7 13.3 13.3 32.0 32.5 32.5Actuated g/C Ratio 0.44 0.13 0.13 0.30 0.31 0.31Clearance Time (s) 4.5 4.5 4.5 5.0 4.5 4.5Vehicle Extension (s) 2.0 3.0 3.0 4.0 4.0 4.0Lane Grp Cap (vph) 1371 401 178 771 915 442v/s Ratio Prot c0.22 c0.07v/s Ratio Perm 0.00 c0.21 0.06 0.02v/c Ratio 0.51 0.58 0.02 0.71 0.21 0.08Uniform Delay, d1 21.3 43.7 40.6 32.9 27.2 26.1Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.3 2.2 0.0 5.5 0.2 0.1Delay (s) 22.7 45.9 40.6 38.4 27.4 26.2Level of Service C D D D C CApproach Delay (s) 22.7 45.4 38.4 26.9Approach LOS C D D C


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Synchro 8 Report Cumulative Conditons PM Peak HourTJKM




Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%Vol Thru, % 0% 100% 0% 0% 100% 68% 0% 100% 26% 0% 100%Vol Right, % 0% 0% 100% 0% 0% 32% 0% 0% 74% 0% 0%Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 24 27 134 3 114 84 69 46 88 228 38LT Vol 24 0 0 3 0 0 69 0 0 228 0Through Vol 0 27 0 0 114 57 0 46 23 0 38RT Vol 0 0 134 0 0 27 0 0 65 0 0Lane Flow Rate 25 28 141 3 120 88 73 48 93 240 40Geometry Grp 8 8 8 8 8 8 8 8 8 8 8Degree of Util (X) 0.05 0.052 0.231 0.006 0.219 0.156 0.143 0.088 0.156 0.454 0.07Departure Headway (Hd) 7.086 6.586 5.886 7.072 6.572 6.347 7.07 6.57 6.053 6.81 6.31Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesCap 504 542 608 505 545 563 506 544 590 528 566Service Time 4.844 4.344 3.644 4.831 4.331 4.106 4.829 4.329 3.812 4.564 4.064HCM Lane V/C Ratio 0.05 0.052 0.232 0.006 0.22 0.156 0.144 0.088 0.158 0.455 0.071HCM Control Delay 10.2 9.7 10.4 9.9 11.2 10.3 11 10 9.9 15.1 9.5HCM Lane LOS B A B A B B B A A C AHCM 95th-tile Q 0.2 0.2 0.9 0 0.8 0.5 0.5 0.3 0.5 2.3 0.2

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Lane SBLn3

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 4 761 1 4 579 101 1 0 14 353 0 4Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.97 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.98 0.87 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1597 3223 1611 3152 1477 3127 1442Flt Permitted 0.37 1.00 0.33 1.00 1.00 0.95 1.00Satd. Flow (perm) 622 3223 563 3152 1477 3127 1442Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 4 801 1 4 609 106 1 0 15 372 0 4RTOR Reduction (vph) 0 0 0 0 19 0 0 16 0 0 0 4Lane Group Flow (vph) 4 802 0 4 696 0 0 0 0 372 0 0Confl. Peds. (#/hr) 15 1 3Turn Type Perm NA Perm NA Perm NA Prot PermProtected Phases 2 6 3 4Permitted Phases 2 6 3 4Actuated Green, G (s) 39.9 39.9 39.9 39.9 1.0 6.5 6.5Effective Green, g (s) 39.9 39.9 39.9 39.9 1.0 6.5 6.5Actuated g/C Ratio 0.66 0.66 0.66 0.66 0.02 0.11 0.11Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 407 2111 368 2065 24 333 153v/s Ratio Prot c0.25 0.22 c0.12v/s Ratio Perm 0.01 0.01 0.00 0.00v/c Ratio 0.01 0.38 0.01 0.34 0.01 1.12 0.00Uniform Delay, d1 3.6 4.8 3.6 4.6 29.5 27.2 24.3Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.0 0.1 0.1 0.4 0.2 84.8 0.0Delay (s) 3.7 4.9 3.7 5.1 29.6 112.0 24.3Level of Service A A A A C F CApproach Delay (s) 4.9 5.1 29.6 111.0Approach LOS A A C F


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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 1 658 114 263 283 0 200 0 1229 3 2 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 1.00 0.95 0.97 0.95 0.95 0.95 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.98 1.00 1.00 1.00 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 0.95 1.00 0.95 0.95 1.00 0.95 1.00Satd. Flow (prot) 1612 3142 3127 3223 1531 1531 1442 1612 1696Flt Permitted 0.95 1.00 0.95 1.00 0.76 0.76 1.00 0.69 1.00Satd. Flow (perm) 1612 3142 3127 3223 1219 1219 1442 1162 1696Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 1 693 120 277 298 0 211 0 1294 3 2 0RTOR Reduction (vph) 0 14 0 0 0 0 0 0 6 0 0 0Lane Group Flow (vph) 1 799 0 277 298 0 105 106 1288 3 2 0Confl. Peds. (#/hr) 7Confl. Bikes (#/hr) 1Turn Type Prot NA Prot NA Perm NA custom Perm NAProtected Phases 5 2 1 6 4 8Permitted Phases 4 4 5 1 8Actuated Green, G (s) 14.0 26.0 14.0 26.0 46.0 46.0 83.0 46.0 46.0Effective Green, g (s) 14.0 26.0 14.0 26.0 46.0 46.0 79.0 46.0 46.0Actuated g/C Ratio 0.14 0.26 0.14 0.26 0.46 0.46 0.79 0.46 0.46Clearance Time (s) 4.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 225 816 437 837 560 560 1139 534 780v/s Ratio Prot 0.00 c0.25 0.09 0.09 0.00v/s Ratio Perm 0.09 0.09 c0.89 0.00v/c Ratio 0.00 0.98 0.63 0.36 0.19 0.19 1.13 0.01 0.00Uniform Delay, d1 37.0 36.7 40.6 30.2 16.0 16.0 10.5 14.6 14.6Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.0 26.8 2.2 1.2 0.1 0.1 70.4 0.0 0.0Delay (s) 37.0 63.6 42.8 31.4 16.0 16.0 80.9 14.6 14.6Level of Service D E D C B B F B BApproach Delay (s) 63.5 36.9 71.8 14.6Approach LOS E D E B

Intersection SummaryHCM 2000 Control Delay 62.5 HCM 2000 Level of Service EHCM 2000 Volume to Capacity ratio 1.16Actuated Cycle Length (s) 100.0 Sum of lost time (s) 14.0Intersection Capacity Utilization 117.2% ICU Level of Service HAnalysis Period (min) 15c Critical Lane Group

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 626 924 47 347 364 262 74 2020 309 311 1326 333Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3 4.0Lane Util. Factor 0.97 0.91 0.97 0.91 1.00 0.91 1.00 0.97 0.91 1.00Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.96 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3127 4588 3127 4308 1612 4631 1383 3127 4631 1421Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3127 4588 3127 4308 1612 4631 1383 3127 4631 1421Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 659 973 49 365 383 276 78 2126 325 327 1396 351RTOR Reduction (vph) 0 4 0 0 92 0 0 0 75 0 0 0Lane Group Flow (vph) 659 1018 0 365 567 0 78 2126 250 327 1396 351Confl. Peds. (#/hr) 25 4 24 9Turn Type Prot NA Prot NA Prot NA Perm Prot NA FreeProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 2 FreeActuated Green, G (s) 24.5 37.3 18.8 31.6 10.2 55.7 55.7 14.1 59.1 145.0Effective Green, g (s) 24.5 37.3 18.8 31.6 10.2 55.7 55.7 14.1 59.1 145.0Actuated g/C Ratio 0.17 0.26 0.13 0.22 0.07 0.38 0.38 0.10 0.41 1.00Clearance Time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3Vehicle Extension (s) 2.0 2.5 2.0 2.5 1.5 5.0 5.0 0.5 3.0Lane Grp Cap (vph) 528 1180 405 938 113 1778 531 304 1887 1421v/s Ratio Prot c0.21 c0.22 c0.12 0.13 0.05 c0.46 c0.10 0.30v/s Ratio Perm 0.18 c0.25v/c Ratio 1.25 0.86 0.90 0.61 0.69 1.20 0.47 1.08 0.74 0.25Uniform Delay, d1 60.2 51.4 62.2 51.1 65.9 44.6 33.6 65.5 36.4 0.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 126.8 6.7 22.2 0.9 13.6 93.9 3.0 73.2 2.7 0.4Delay (s) 187.0 58.1 84.4 52.0 79.5 138.5 36.6 138.6 39.1 0.4Level of Service F E F D E F D F D AApproach Delay (s) 108.6 63.5 123.6 48.2Approach LOS F E F D

Intersection SummaryHCM 2000 Control Delay 90.4 HCM 2000 Level of Service FHCM 2000 Volume to Capacity ratio 1.10Actuated Cycle Length (s) 145.0 Sum of lost time (s) 19.6Intersection Capacity Utilization 96.6% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group

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Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (vph) 2220 68 740 1057 0 1012Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0Lane Util. Factor 0.91 0.97 0.95 0.88Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85Flt Protected 1.00 0.95 1.00 1.00Satd. Flow (prot) 4608 3127 3223 2538Flt Permitted 1.00 0.95 1.00 1.00Satd. Flow (perm) 4608 3127 3223 2538Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 2337 72 779 1113 0 1065RTOR Reduction (vph) 2 0 0 0 0 11Lane Group Flow (vph) 2407 0 779 1113 0 1054Confl. Peds. (#/hr) 4Turn Type NA Prot NA OverProtected Phases 2 4 6 4Permitted PhasesActuated Green, G (s) 89.7 36.7 89.7 36.7Effective Green, g (s) 89.7 36.7 89.7 36.7Actuated g/C Ratio 0.66 0.27 0.66 0.27Clearance Time (s) 4.6 4.0 4.6 4.0Vehicle Extension (s) 5.0 2.5 5.0 2.5Lane Grp Cap (vph) 3061 850 2141 689v/s Ratio Prot c0.52 0.25 0.35 c0.42v/s Ratio Permv/c Ratio 0.79 0.92 0.52 1.53Uniform Delay, d1 15.9 47.7 11.6 49.1Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 2.1 14.4 0.9 245.8Delay (s) 18.0 62.0 12.5 294.9Level of Service B E B FApproach Delay (s) 18.0 32.9 294.9Approach LOS B C F


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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 135 400 26 17 59 8 75 639 241 25 164 47Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 5.0 4.5 4.5Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.99 1.00 0.85 0.96 1.00 0.85Flt Protected 0.99 0.99 1.00 1.00 0.99 1.00Satd. Flow (prot) 3161 3187 1422 3089 3202 1442Flt Permitted 0.99 0.99 1.00 0.90 0.67 1.00Satd. Flow (perm) 3161 3187 1422 2787 2144 1442Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 142 421 27 18 62 8 79 673 254 26 173 49RTOR Reduction (vph) 0 3 0 0 0 7 0 32 0 0 0 34Lane Group Flow (vph) 0 587 0 0 80 1 0 974 0 0 199 15Confl. Peds. (#/hr) 1 1 1 1Turn Type Split NA Split NA Perm Perm NA Perm NA PermProtected Phases 8 8 4 4 2 6Permitted Phases 4 2 6 6Actuated Green, G (s) 52.5 8.4 8.4 31.1 31.6 31.6Effective Green, g (s) 52.5 8.4 8.4 31.1 31.6 31.6Actuated g/C Ratio 0.50 0.08 0.08 0.29 0.30 0.30Clearance Time (s) 4.5 4.5 4.5 5.0 4.5 4.5Vehicle Extension (s) 2.0 3.0 3.0 4.0 4.0 4.0Lane Grp Cap (vph) 1565 252 112 817 639 429v/s Ratio Prot c0.19 c0.03v/s Ratio Perm 0.00 c0.35 0.09 0.01v/c Ratio 0.38 0.32 0.01 1.19 0.31 0.03Uniform Delay, d1 16.6 46.1 45.0 37.5 28.8 26.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.7 0.7 0.0 98.6 0.4 0.0Delay (s) 17.3 46.8 45.0 136.0 29.2 26.4Level of Service B D D F C CApproach Delay (s) 17.3 46.7 136.0 28.6Approach LOS B D F C

Intersection SummaryHCM 2000 Control Delay 81.9 HCM 2000 Level of Service FHCM 2000 Volume to Capacity ratio 0.65Actuated Cycle Length (s) 106.0 Sum of lost time (s) 14.0Intersection Capacity Utilization 64.2% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group

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Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2Volume Total 95 61 194 489 5Volume Left 17 1 0 489 0Volume Right 0 51 97 0 5cSH 1482 1460 804 508 1010Volume to Capacity 0.01 0.00 0.24 0.96 0.01Queue Length 95th (ft) 1 0 24 311 0Control Delay (s) 1.4 0.1 10.9 59.8 8.6Lane LOS A A B F AApproach Delay (s) 1.4 0.1 10.9 59.3Approach LOS B F

Intersection SummaryAverage Delay 37.4Intersection Capacity Utilization 57.7% ICU Level of Service BAnalysis Period (min) 15

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 39 94 141 161 70 213 64 595 282 219 334 46Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.89 0.96 1.00 0.85Flt Protected 0.99 1.00 0.95 1.00 1.00 0.98 1.00Satd. Flow (prot) 1672 1442 1612 1505 1616 3161 1397Flt Permitted 0.99 1.00 0.95 1.00 1.00 0.98 1.00Satd. Flow (perm) 1672 1442 1612 1505 1616 3161 1397Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 41 99 148 169 74 224 67 626 297 231 352 48RTOR Reduction (vph) 0 0 110 0 78 0 0 10 0 0 0 40Lane Group Flow (vph) 0 140 38 169 220 0 0 980 0 0 583 8Confl. Peds. (#/hr) 4Confl. Bikes (#/hr) 2Turn Type Split NA Perm Split NA Split NA Split NA PermProtected Phases 8 8 4 4 2 2 6 6Permitted Phases 8 6Actuated Green, G (s) 9.5 9.5 23.9 23.9 64.1 24.5 24.5Effective Green, g (s) 9.5 9.5 23.9 23.9 64.1 24.5 24.5Actuated g/C Ratio 0.07 0.07 0.17 0.17 0.46 0.18 0.18Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 113 97 275 256 739 553 244v/s Ratio Prot c0.08 0.10 c0.15 c0.61 c0.18v/s Ratio Perm 0.03 0.01v/c Ratio 1.24 0.39 0.61 0.86 1.33 1.05 0.03Uniform Delay, d1 65.2 62.5 53.8 56.4 38.0 57.8 47.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 162.3 2.6 4.0 23.8 155.9 53.4 0.1Delay (s) 227.5 65.1 57.8 80.2 193.8 111.1 48.0Level of Service F E E F F F DApproach Delay (s) 144.0 72.1 193.8 106.3Approach LOS F E F F

Intersection SummaryHCM 2000 Control Delay 140.6 HCM 2000 Level of Service FHCM 2000 Volume to Capacity ratio 1.17Actuated Cycle Length (s) 140.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 107.1% ICU Level of Service GAnalysis Period (min) 15c Critical Lane Group

8/4/2017


Cumulative Conditons PM Peak HourTJKM

Synchro 8 Report


Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total (vph) 821 304 497 166 177 473Volume Left (vph) 552 2 340 0 87 0Volume Right (vph) 235 126 0 8 0 383Hadj (s) 0.17 -0.04 0.55 0.17 0.45 -0.36Departure Headway (s) 9.1 9.4 9.8 9.4 9.7 8.9Degree Utilization, x 1.0 0.80 1.0 0.43 0.48 1.0Capacity (veh/h) 402 377 376 380 360 410Control Delay (s) 514.6 40.5 200.6 18.2 20.0 125.6Approach Delay (s) 514.6 40.5 155.0 96.8Approach LOS F E F F

Intersection SummaryDelay 246.3Level of Service FIntersection Capacity Utilization 110.7% ICU Level of Service HAnalysis Period (min) 15

8/4/2017



Synchro 8 Report



8/4/2017



Synchro 8 Report

Lane Group EBL EBT WBL WBT NBL NBT NBRLane Group Flow (vph) 2 774 848 953 129 129 383v/c Ratio 0.03 0.60 0.86 0.40 0.70 0.70 0.71Control Delay 51.0 28.4 51.9 12.8 62.7 62.7 11.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 51.0 28.4 51.9 12.8 62.7 62.7 11.8Queue Length 50th (ft) 1 205 311 225 91 91 0Queue Length 95th (ft) 10 #371 m291 m280 148 148 84Internal Link Dist (ft) 1154 1790 1601Turn Bay Length (ft) 165 205 95Base Capacity (vph) 87 1283 1222 2401 300 300 639Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.02 0.60 0.69 0.40 0.43 0.43 0.60


8/4/2017



Synchro 8 Report

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 254 473 199 1206 124 1448 322 155 1462 1491v/c Ratio 1.04 0.34 0.62 0.80 0.82 0.88 0.54 0.74 0.98 1.05Control Delay 116.0 36.8 55.4 37.3 89.7 41.7 18.9 72.5 56.0 42.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 116.0 36.8 55.4 37.3 89.7 41.7 18.9 72.5 56.0 42.9Queue Length 50th (ft) ~102 87 70 274 88 361 95 55 372 ~105Queue Length 95th (ft) #188 133 105 316 #232 #461 188 #121 #481 #367Internal Link Dist (ft) 385 363 1191 1345Turn Bay Length (ft) 290 290 290 80 250 320Base Capacity (vph) 244 1389 486 1651 151 1639 598 209 1494 1420Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.04 0.34 0.41 0.73 0.82 0.88 0.54 0.74 0.98 1.05


8/4/2017



Synchro 8 Report



8/4/2017



Synchro 8 Report

Lane Group EBT WBT WBR NBT SBT SBRLane Group Flow (vph) 207 378 6 229 1063 305v/c Ratio 0.20 0.69 0.02 1.08dl 0.95 0.45Control Delay 24.1 47.8 0.2 21.5 51.1 8.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 24.1 47.8 0.2 21.5 51.1 8.9Queue Length 50th (ft) 45 128 0 47 364 33Queue Length 95th (ft) 81 169 0 81 #507 103Internal Link Dist (ft) 233 740 147 254Turn Bay Length (ft) 70 170Base Capacity (vph) 1016 826 422 645 1114 673Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.20 0.46 0.01 0.36 0.95 0.45

Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.dl Defacto Left Lane. Recode with 1 though lane as a left lane.

8/4/2017



Synchro 8 Report

Lane Group EBT EBR WBL WBT NBT SBT SBRLane Group Flow (vph) 96 76 335 364 635 919 119v/c Ratio 1.03 0.47 0.97 1.01 1.16 1.30dl 0.28Control Delay 163.0 20.2 93.4 97.2 129.4 113.9 15.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 163.0 20.2 93.4 97.2 129.4 113.9 15.2Queue Length 50th (ft) ~90 0 294 ~299 ~650 ~486 23Queue Length 95th (ft) #208 44 #488 #509 #889 #620 76Internal Link Dist (ft) 312 424 66 235Turn Bay Length (ft) 80 60Base Capacity (vph) 93 160 346 360 549 823 432Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 1.03 0.47 0.97 1.01 1.16 1.12 0.28


8/4/2017



Synchro 8 Report



8/4/2017



Synchro 8 Report

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 1 1409 392 927 118 118 503 12 1v/c Ratio 0.01 0.80 0.75 0.38 0.65 0.67 0.78 0.08 0.00Control Delay 51.0 25.7 62.2 9.1 59.3 61.2 12.9 37.3 34.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 51.0 25.7 62.2 9.1 59.3 61.2 12.9 37.3 34.0Queue Length 50th (ft) 1 389 149 132 84 84 0 7 1Queue Length 95th (ft) 6 #710 m187 m372 134 135 100 23 5Internal Link Dist (ft) 1154 1790 1601 445Turn Bay Length (ft) 165 205 95 50Base Capacity (vph) 87 1761 1222 2409 300 291 734 247 417Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.01 0.80 0.32 0.38 0.39 0.41 0.69 0.05 0.00


8/4/2017



Synchro 8 Report

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 516 1325 351 1110 171 874 287 307 735 478v/c Ratio 1.31 0.89 0.80 0.71 1.31 0.66 0.54 1.30 0.58 0.34Control Delay 195.2 50.8 59.7 32.6 224.0 36.9 15.0 202.1 35.9 0.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 195.2 50.8 59.7 32.6 224.0 36.9 15.0 202.1 35.9 0.6Queue Length 50th (ft) ~251 311 123 230 ~175 198 55 ~162 163 0Queue Length 95th (ft) m#410 #466 173 280 #319 228 131 #257 192 0Internal Link Dist (ft) 385 363 1191 1345Turn Bay Length (ft) 290 290 290 80 250 320Base Capacity (vph) 395 1490 486 1655 131 1540 590 237 1494 1424Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.31 0.89 0.72 0.67 1.31 0.57 0.49 1.30 0.49 0.34

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.m Volume for 95th percentile queue is metered by upstream signal.

8/4/2017



Synchro 8 Report

Lane Group EBT WBL WBT NBRLane Group Flow (vph) 1908 1012 1545 976v/c Ratio 0.66 1.09 0.76 1.25Control Delay 14.5 97.0 17.9 156.2Queue Delay 0.0 0.0 0.0 0.0Total Delay 14.5 97.0 17.9 156.2Queue Length 50th (ft) 284 ~459 374 ~522Queue Length 95th (ft) 313 #609 437 #685Internal Link Dist (ft) 1018 759Turn Bay Length (ft) 340Base Capacity (vph) 3061 927 2141 782Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.62 1.09 0.72 1.25


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8/4/2017



Lane Group EBT WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 1662 435 662 118 118 668 3 2v/c Ratio 0.97 0.58 0.25 0.78 0.78 1.12 0.03 0.01Control Delay 48.8 54.0 4.1 95.0 95.0 111.6 54.0 44.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 48.8 54.0 4.1 95.0 95.0 111.6 54.0 44.5Queue Length 50th (ft) 801 195 69 120 120 ~719 3 1Queue Length 95th (ft) #1078 254 113 188 188 #898 13 9Internal Link Dist (ft) 1154 1790 1601 445Turn Bay Length (ft) 205 95 50Base Capacity (vph) 1713 750 2606 211 211 599 148 272Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.97 0.58 0.25 0.56 0.56 1.12 0.02 0.01


8/4/2017



Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 831 1550 364 846 81 1460 355 252 808 360v/c Ratio 1.21 0.95 0.90 0.69 0.79 1.07 0.70 1.21 0.60 0.25Control Delay 149.5 51.5 79.6 41.2 101.9 89.2 31.3 176.6 40.3 0.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 149.5 51.5 79.6 41.2 101.9 89.2 31.3 176.6 40.3 0.4Queue Length 50th (ft) ~422 439 151 208 65 ~480 156 ~131 207 0Queue Length 95th (ft) #548 #545 #236 258 #150 #577 273 #219 254 0Internal Link Dist (ft) 385 363 1191 1345Turn Bay Length (ft) 290 290 290 80 250 320Base Capacity (vph) 687 1642 412 1244 109 1359 510 209 1353 1420Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.21 0.94 0.88 0.68 0.74 1.07 0.70 1.21 0.60 0.25


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8/4/2017



Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 1 813 277 298 105 106 1294 3 2v/c Ratio 0.00 0.98 0.63 0.36 0.19 0.19 1.09 0.01 0.00Control Delay 37.0 63.5 47.8 31.7 17.1 17.1 66.9 14.7 14.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 37.0 63.5 47.8 31.7 17.1 17.1 66.9 14.7 14.5Queue Length 50th (ft) 1 265 87 81 40 41 ~934 1 1Queue Length 95th (ft) 6 #396 130 120 76 77 #1193 6 5Internal Link Dist (ft) 1154 1790 1601 445Turn Bay Length (ft) 165 205 95 50Base Capacity (vph) 225 830 437 837 561 561 1187 534 780Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.00 0.98 0.63 0.36 0.19 0.19 1.09 0.01 0.00


8/4/2017



Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 659 1022 365 659 78 2126 325 327 1396 351v/c Ratio 1.25 0.86 0.90 0.64 0.70 1.20 0.54 1.08 0.74 0.25Control Delay 174.9 59.6 87.5 44.8 95.6 133.3 24.7 132.5 40.2 0.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 174.9 59.6 87.5 44.8 95.6 133.3 24.7 132.5 40.2 0.4Queue Length 50th (ft) ~398 332 177 169 73 ~887 148 ~199 420 0Queue Length 95th (ft) #522 388 #273 215 130 #979 248 #301 491 0Internal Link Dist (ft) 385 363 1191 1345Turn Bay Length (ft) 290 290 290 80 250 320Base Capacity (vph) 528 1260 410 1091 138 1778 605 304 1889 1421Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.25 0.81 0.89 0.60 0.57 1.20 0.54 1.08 0.74 0.25


8/4/2017



Lane Group EBT WBL WBT NBRLane Group Flow (vph) 2409 779 1113 1065v/c Ratio 0.79 0.92 0.52 1.52Control Delay 18.2 64.1 12.6 275.3Queue Delay 0.0 0.0 0.5 0.0Total Delay 18.2 64.1 13.1 275.3Queue Length 50th (ft) 494 345 240 ~746Queue Length 95th (ft) 555 #466 290 #896Internal Link Dist (ft) 1018 619Turn Bay Length (ft) 340Base Capacity (vph) 3089 850 2158 701Starvation Cap Reductn 0 0 555 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.78 0.92 0.69 1.52


8/4/2017



Lane Group EBT WBT WBR NBT SBT SBRLane Group Flow (vph) 590 80 8 1006 199 49v/c Ratio 0.38 0.28 0.04 1.15 0.30 0.10Control Delay 18.7 45.8 0.4 115.6 29.7 5.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 18.7 45.8 0.4 115.6 29.7 5.4Queue Length 50th (ft) 125 27 0 ~414 54 0Queue Length 95th (ft) 203 46 0 #546 86 20Internal Link Dist (ft) 233 740 147 254Turn Bay Length (ft) 70 170Base Capacity (vph) 1566 797 405 872 657 485Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.38 0.10 0.02 1.15 0.30 0.10


8/4/2017



Lane Group EBT EBR WBL WBT NBT SBT SBRLane Group Flow (vph) 140 148 169 298 990 583 48v/c Ratio 1.24 0.71 0.61 0.89 1.32 1.05 0.16Control Delay 213.8 36.8 63.6 66.4 186.4 107.8 3.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 213.8 36.8 63.6 66.4 186.4 107.8 3.8Queue Length 50th (ft) ~162 27 144 190 ~1192 ~314 0Queue Length 95th (ft) #310 #126 224 #330 #1491 #449 13Internal Link Dist (ft) 312 424 66 235Turn Bay Length (ft) 80 60Base Capacity (vph) 113 207 334 386 749 553 309Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 1.24 0.71 0.51 0.77 1.32 1.05 0.16


8/4/2017

Min

or S

tree

t Vol

um

e =

470

VP

H


A signal is not warranted for the P.M. Peak Hour


Peak Hour Warrant (Urban Areas) Intersection: Depot Road/Cabot Boulevard, Hayward,CA

Scenario: Cumulative Conditions P.M.Peak Hour

Min

or S

tree

t Vol

um

e =

780

VP

H





Hayward,CA Scenario: Cumulative Conditions P.M.Peak Hour


58

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


Cumulative plus Project Conditons AM Peak Hour Synchro 8 ReportTJKM Page 1



Approach EB WB NBOpposing Approach WB EB SBOpposing Lanes 3 3 3Conflicting Approach Left SB NB EBConflicting Lanes Left 3 3 3Conflicting Approach Right NB SB WBConflicting Lanes Right 3 3 3HCM Control Delay 10.9 15 11HCM LOS B B B

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%Vol Thru, % 0% 100% 0% 0% 100% 54% 0% 100% 27% 0% 100%Vol Right, % 0% 0% 100% 0% 0% 46% 0% 0% 73% 0% 0%Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 49 41 31 5 64 59 311 127 236 124 25LT Vol 49 0 0 5 0 0 311 0 0 124 0Through Vol 0 41 0 0 64 32 0 127 63 0 25RT Vol 0 0 31 0 0 27 0 0 173 0 0Lane Flow Rate 52 43 33 5 67 62 327 133 249 131 26Geometry Grp 8 8 8 8 8 8 8 8 8 8 8Degree of Util (X) 0.114 0.089 0.061 0.011 0.135 0.119 0.605 0.228 0.39 0.283 0.053Departure Headway (Hd) 7.928 7.428 6.728 7.734 7.234 6.914 6.657 6.157 5.645 7.815 7.315Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesCap 451 481 531 462 494 517 543 583 637 459 488Service Time 5.691 5.191 4.491 5.499 4.999 4.678 4.398 3.898 3.386 5.577 5.077HCM Lane V/C Ratio 0.115 0.089 0.062 0.011 0.136 0.12 0.602 0.228 0.391 0.285 0.053HCM Control Delay 11.7 10.9 9.9 10.6 11.1 10.6 19.1 10.7 12 13.7 10.5HCM Lane LOS B B A B B B C B B B BHCM 95th-tile Q 0.4 0.3 0.2 0 0.5 0.4 4 0.9 1.8 1.2 0.2






Lane SBLn3



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 6 313 0 7 689 139 0 1 4 577 0 48Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.97 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.97 0.89 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1607 3223 1610 3142 1513 3127 1442Flt Permitted 0.27 1.00 0.55 1.00 1.00 0.95 1.00Satd. Flow (perm) 454 3223 937 3142 1513 3127 1442Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 6 329 0 7 725 146 0 1 4 607 0 51RTOR Reduction (vph) 0 0 0 0 15 0 0 4 0 0 0 38Lane Group Flow (vph) 6 329 0 7 856 0 0 1 0 607 0 13Confl. Peds. (#/hr) 6 1 1Turn Type Perm NA Perm NA NA Prot PermProtected Phases 2 6 3 4Permitted Phases 2 6 4Actuated Green, G (s) 38.0 38.0 38.0 38.0 0.9 18.3 18.3Effective Green, g (s) 38.0 38.0 38.0 38.0 0.9 18.3 18.3Actuated g/C Ratio 0.54 0.54 0.54 0.54 0.01 0.26 0.26Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 244 1732 503 1688 19 809 373v/s Ratio Prot 0.10 c0.27 c0.00 c0.19v/s Ratio Perm 0.01 0.01 0.01v/c Ratio 0.02 0.19 0.01 0.51 0.06 0.75 0.04Uniform Delay, d1 7.7 8.4 7.6 10.4 34.5 24.1 19.6Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.0 0.1 0.1 1.1 1.2 3.9 0.0Delay (s) 7.7 8.5 7.7 11.5 35.7 28.0 19.6Level of Service A A A B D C BApproach Delay (s) 8.5 11.5 35.7 27.4Approach LOS A B D C




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 2 535 231 806 1005 1 257 0 364 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.6 4.0 4.6 4.9 4.9 4.9Lane Util. Factor 1.00 0.95 0.97 0.95 0.95 0.95 1.00Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.95 1.00 1.00 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 0.95 1.00Satd. Flow (prot) 1612 3057 3127 3223 1531 1531 1423Flt Permitted 0.95 1.00 0.95 1.00 0.76 0.76 1.00Satd. Flow (perm) 1612 3057 3127 3223 1220 1220 1423Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 2 563 243 848 1058 1 271 0 383 0 0 0RTOR Reduction (vph) 0 36 0 0 0 0 0 0 323 0 0 0Lane Group Flow (vph) 2 770 0 848 1059 0 135 136 60 0 0 0Confl. Peds. (#/hr) 6 2Confl. Bikes (#/hr) 3 1 1Turn Type Prot NA Prot NA Perm NA Perm PermProtected Phases 5 2 1 6 4 8Permitted Phases 4 4 8Actuated Green, G (s) 1.1 41.1 38.1 78.1 17.3 17.3 17.3Effective Green, g (s) 1.1 41.1 38.1 78.1 17.3 17.3 17.3Actuated g/C Ratio 0.01 0.37 0.35 0.71 0.16 0.16 0.16Clearance Time (s) 4.0 4.6 4.0 4.6 4.9 4.9 4.9Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0Lane Grp Cap (vph) 16 1142 1083 2288 191 191 223v/s Ratio Prot 0.00 c0.25 c0.27 0.33v/s Ratio Perm 0.11 c0.11 0.04v/c Ratio 0.12 0.67 0.78 0.46 0.71 0.71 0.27Uniform Delay, d1 54.0 28.8 32.2 6.9 43.9 44.0 40.8Progression Factor 1.00 1.00 1.39 1.97 1.00 1.00 1.00Incremental Delay, d2 1.3 3.2 1.2 0.2 9.3 10.0 0.2Delay (s) 55.3 32.0 45.8 13.8 53.3 53.9 41.0Level of Service E C D B D D DApproach Delay (s) 32.1 28.0 46.2 0.0Approach LOS C C D A




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 249 423 47 189 1042 157 136 1376 306 147 1389 1446Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3 4.0Lane Util. Factor 0.97 0.91 0.97 0.91 1.00 0.91 1.00 0.97 0.91 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3127 4550 3127 4529 1612 4631 1414 3127 4631 1420Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3127 4550 3127 4529 1612 4631 1414 3127 4631 1420Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 262 445 49 199 1097 165 143 1448 322 155 1462 1522RTOR Reduction (vph) 0 12 0 0 19 0 0 0 99 0 0 0Lane Group Flow (vph) 262 482 0 199 1243 0 143 1448 223 155 1462 1522Confl. Peds. (#/hr) 14 6 8 10Confl. Bikes (#/hr) 2Turn Type Prot NA Prot NA Prot NA Perm Prot NA FreeProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 2 FreeActuated Green, G (s) 8.6 34.1 11.4 36.9 9.4 38.5 38.5 6.9 35.5 110.0Effective Green, g (s) 8.6 34.1 11.4 36.9 9.4 38.5 38.5 6.9 35.5 110.0Actuated g/C Ratio 0.08 0.31 0.10 0.34 0.09 0.35 0.35 0.06 0.32 1.00Clearance Time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3Vehicle Extension (s) 2.0 2.5 2.0 2.5 1.5 5.0 5.0 0.5 3.0Lane Grp Cap (vph) 244 1410 324 1519 137 1620 494 196 1494 1420v/s Ratio Prot 0.08 0.11 0.06 0.27 0.09 0.31 0.05 0.32v/s Ratio Perm 0.16 c1.07v/c Ratio 1.07 0.34 0.61 0.82 1.04 0.89 0.45 0.79 0.98 1.07Uniform Delay, d1 50.7 29.3 47.2 33.5 50.3 33.8 27.6 50.8 36.9 55.0Progression Factor 1.08 1.27 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 72.0 0.1 2.4 3.5 89.0 8.0 3.0 18.1 18.7 45.7Delay (s) 126.9 37.4 49.6 37.0 139.3 41.8 30.6 68.9 55.6 100.7Level of Service F D D D F D C E E FApproach Delay (s) 68.4 38.7 47.2 78.1Approach LOS E D D E




Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (vph) 962 28 931 1722 0 303Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0Lane Util. Factor 0.91 0.97 0.95 0.88Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85Flt Protected 1.00 0.95 1.00 1.00Satd. Flow (prot) 4612 3127 3223 2538Flt Permitted 1.00 0.95 1.00 1.00Satd. Flow (perm) 4612 3127 3223 2538Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 1013 29 980 1813 0 319RTOR Reduction (vph) 2 0 0 0 0 189Lane Group Flow (vph) 1040 0 980 1813 0 130Confl. Peds. (#/hr) 3Turn Type NA Prot NA OverProtected Phases 2 4 6 4Permitted PhasesActuated Green, G (s) 75.8 30.6 75.8 30.6Effective Green, g (s) 75.8 30.6 75.8 30.6Actuated g/C Ratio 0.66 0.27 0.66 0.27Clearance Time (s) 4.6 4.0 4.6 4.0Vehicle Extension (s) 5.0 2.5 5.0 2.5Lane Grp Cap (vph) 3039 832 2124 675v/s Ratio Prot 0.23 c0.31 c0.56 0.05v/s Ratio Permv/c Ratio 0.34 1.18 0.85 0.19Uniform Delay, d1 8.6 42.2 15.3 32.6Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 0.3 92.5 4.6 0.1Delay (s) 8.9 134.7 19.9 32.7Level of Service A F B CApproach Delay (s) 8.9 60.2 32.7Approach LOS A E C




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 41 117 39 86 273 6 92 87 50 43 970 290Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 4.5 4.5 5.0 4.5 4.5Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.97 1.00 0.85 0.97 1.00 0.85Flt Protected 0.99 0.99 1.00 0.98 1.00 1.00Satd. Flow (prot) 3084 3185 1423 3056 3216 1420Flt Permitted 0.99 0.99 1.00 0.54 0.93 1.00Satd. Flow (perm) 3084 3185 1423 1679 2988 1420Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 43 123 41 91 287 6 97 92 53 45 1021 305RTOR Reduction (vph) 0 18 0 0 0 5 0 24 0 0 0 144Lane Group Flow (vph) 0 189 0 0 378 1 0 218 0 0 1066 161Confl. Peds. (#/hr) 4 4 1 1Confl. Bikes (#/hr) 1 1 3Turn Type Split NA Split NA Perm Perm NA Perm NA PermProtected Phases 8 8 4 4 2 6Permitted Phases 4 2 6 6Actuated Green, G (s) 34.3 18.2 18.2 39.0 39.5 39.5Effective Green, g (s) 34.3 18.2 18.2 39.0 39.5 39.5Actuated g/C Ratio 0.32 0.17 0.17 0.37 0.37 0.37Clearance Time (s) 5.0 4.5 4.5 5.0 4.5 4.5Vehicle Extension (s) 2.0 3.0 3.0 4.0 4.0 4.0Lane Grp Cap (vph) 997 546 244 617 1113 529v/s Ratio Prot c0.06 c0.12v/s Ratio Perm 0.00 0.13 c0.36 0.11v/c Ratio 0.19 0.69 0.00 1.10dl 0.96 0.30Uniform Delay, d1 25.8 41.3 36.4 24.3 32.4 23.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.4 3.8 0.0 1.6 17.7 0.4Delay (s) 26.3 45.1 36.4 25.9 50.1 24.0Level of Service C D D C D CApproach Delay (s) 26.3 44.9 25.9 44.3Approach LOS C D C D

Intersection SummaryHCM 2000 Control Delay 40.7 HCM 2000 Level of Service DHCM 2000 Volume to Capacity ratio 0.62Actuated Cycle Length (s) 106.0 Sum of lost time (s) 14.5Intersection Capacity Utilization 79.8% ICU Level of Service DAnalysis Period (min) 15dl Defacto Left Lane. Recode with 1 though lane as a left lane.c Critical Lane Group




Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2Volume Total 27 187 368 134 13Volume Left 7 1 74 134 0Volume Right 0 169 295 0 13cSH 1325 1533 967 364 923Volume to Capacity 0.01 0.00 0.38 0.37 0.01Queue Length 95th (ft) 0 0 45 41 1Control Delay (s) 2.1 0.0 11.0 20.5 9.0Lane LOS A A B C AApproach Delay (s) 2.1 0.0 11.0 19.5Approach LOS B C




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 16 75 72 318 164 181 154 317 144 526 350 113Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.97Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.92 0.97 1.00 0.85Flt Protected 0.99 1.00 0.95 1.00 0.99 0.97 1.00Satd. Flow (prot) 1682 1442 1612 1545 1622 3129 1405Flt Permitted 0.99 1.00 0.95 1.00 0.99 0.97 1.00Satd. Flow (perm) 1682 1442 1612 1545 1622 3129 1405Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 17 79 76 335 173 191 162 334 152 554 368 119RTOR Reduction (vph) 0 0 72 0 29 0 0 8 0 0 0 63Lane Group Flow (vph) 0 96 4 335 335 0 0 640 0 0 922 56Confl. Peds. (#/hr) 1Confl. Bikes (#/hr) 4Turn Type Split NA Perm Split NA Split NA Split NA PermProtected Phases 8 8 4 4 2 2 6 6Permitted Phases 8 6Actuated Green, G (s) 7.5 7.5 29.0 29.0 45.0 35.5 35.5Effective Green, g (s) 7.5 7.5 29.0 29.0 45.0 35.5 35.5Actuated g/C Ratio 0.06 0.06 0.21 0.21 0.33 0.26 0.26Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 93 80 346 331 540 822 369v/s Ratio Prot c0.06 0.21 c0.22 c0.39 c0.29v/s Ratio Perm 0.00 0.04v/c Ratio 1.03 0.05 0.97 1.01 1.19 1.31dl 0.15Uniform Delay, d1 63.8 60.4 52.5 53.0 45.0 49.8 38.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 102.4 0.3 39.5 52.5 100.9 70.4 0.2Delay (s) 166.1 60.7 92.0 105.5 145.9 120.2 38.4Level of Service F E F F F F DApproach Delay (s) 119.5 99.0 145.9 110.8Approach LOS F F F F

Intersection SummaryHCM 2000 Control Delay 117.1 HCM 2000 Level of Service FHCM 2000 Volume to Capacity ratio 1.11Actuated Cycle Length (s) 135.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 98.6% ICU Level of Service FAnalysis Period (min) 15dl Defacto Left Lane. Recode with 1 though lane as a left lane.c Critical Lane Group




Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total (vph) 601 105 157 79 371 337Volume Left (vph) 314 5 86 0 184 0Volume Right (vph) 205 36 0 8 0 151Hadj (s) 0.10 0.01 0.48 0.13 0.45 -0.11Departure Headway (s) 6.8 8.0 8.5 8.1 7.8 7.2Degree Utilization, x 1.0 0.23 0.37 0.18 0.80 0.68Capacity (veh/h) 542 432 414 429 459 488Control Delay (s) 103.9 13.3 15.2 11.7 34.0 22.7Approach Delay (s) 103.9 13.3 14.0 28.7Approach LOS F B B D

Intersection SummaryDelay 53.0Level of Service FIntersection Capacity Utilization 75.0% ICU Level of Service DAnalysis Period (min) 15


Cumulative plus Project Miday Peak Hour Synchro 8 ReportTJKM Page 1

IntersectionIntersection Delay, s/veh 17.4Intersection LOS C


Approach EB WB NBOpposing Approach WB EB SBOpposing Lanes 3 3 3Conflicting Approach Left SB NB EBConflicting Lanes Left 3 3 3Conflicting Approach Right NB SB WBConflicting Lanes Right 3 3 3HCM Control Delay 16.1 19.1 13.1HCM LOS C C B

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%Vol Thru, % 0% 100% 0% 0% 100% 72% 0% 100% 28% 0% 100%Vol Right, % 0% 0% 100% 0% 0% 28% 0% 0% 72% 0% 0%Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 44 30 117 9 199 137 279 105 185 190 30LT Vol 44 0 0 9 0 0 279 0 0 190 0Through Vol 0 30 0 0 199 99 0 105 52 0 30RT Vol 0 0 117 0 0 38 0 0 133 0 0Lane Flow Rate 46 32 123 9 209 145 294 110 195 200 32Geometry Grp 8 8 8 8 8 8 8 8 8 8 8Degree of Util (X) 0.117 0.075 0.269 0.022 0.466 0.314 0.656 0.231 0.381 0.493 0.073Departure Headway (Hd) 9.069 8.569 7.869 8.519 8.019 7.826 8.038 7.538 7.036 8.867 8.367Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesCap 395 417 456 420 450 458 449 476 511 406 428Service Time 6.835 6.335 5.635 6.28 5.78 5.586 5.791 5.291 4.789 6.629 6.129HCM Lane V/C Ratio 0.116 0.077 0.27 0.021 0.464 0.317 0.655 0.231 0.382 0.493 0.075HCM Control Delay 13 12 13.5 11.5 17.6 14.2 24.9 12.6 14.1 20 11.8HCM Lane LOS B B B B C B C B B C BHCM 95th-tile Q 0.4 0.2 1.1 0.1 2.4 1.3 4.6 0.9 1.8 2.6 0.2






Lane SBLn3



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 16 1160 5 20 906 218 4 0 21 259 0 1Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.97 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.97 0.89 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00Satd. Flow (prot) 1611 3221 1609 3116 1487 3127 1419Flt Permitted 0.18 1.00 0.17 1.00 0.99 0.95 1.00Satd. Flow (perm) 308 3221 287 3116 1487 3127 1419Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 17 1221 5 21 954 229 4 0 22 273 0 1RTOR Reduction (vph) 0 0 0 0 16 0 0 25 0 0 0 1Lane Group Flow (vph) 17 1226 0 21 1167 0 0 1 0 273 0 0Confl. Peds. (#/hr) 1 8 8 1 2 2Confl. Bikes (#/hr) 1Turn Type Perm NA Perm NA Perm NA Prot PermProtected Phases 2 6 3 4Permitted Phases 2 6 3 4Actuated Green, G (s) 39.1 39.1 39.1 39.1 2.0 10.7 10.7Effective Green, g (s) 39.1 39.1 39.1 39.1 2.0 10.7 10.7Actuated g/C Ratio 0.60 0.60 0.60 0.60 0.03 0.16 0.16Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 184 1928 171 1865 45 512 232v/s Ratio Prot c0.38 0.37 c0.09v/s Ratio Perm 0.06 0.07 0.00 0.00v/c Ratio 0.09 0.64 0.12 0.63 0.02 0.53 0.00Uniform Delay, d1 5.6 8.5 5.7 8.4 30.7 25.0 22.8Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 0.7 1.5 1.6 0.2 1.1 0.0Delay (s) 5.8 9.2 7.1 10.0 30.9 26.1 22.8Level of Service A A A B C C CApproach Delay (s) 9.1 10.0 30.9 26.1Approach LOS A A C C




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 1 1262 252 372 913 5 223 5 478 11 1 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.6 4.0 4.6 4.9 4.9 4.9 4.9 4.9Lane Util. Factor 1.00 0.95 0.97 0.95 0.95 0.95 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.98 1.00 1.00 1.00 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 0.95 1.00 0.95 0.95 1.00 0.95 1.00Satd. Flow (prot) 1612 3133 3127 3221 1529 1536 1442 1612 1696Flt Permitted 0.95 1.00 0.95 1.00 0.76 0.73 1.00 0.59 1.00Satd. Flow (perm) 1612 3133 3127 3221 1219 1183 1442 1000 1696Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 1 1328 265 392 961 5 235 5 503 12 1 0RTOR Reduction (vph) 0 9 0 0 0 0 0 0 427 0 0 0Lane Group Flow (vph) 1 1584 0 392 966 0 120 120 76 12 1 0Confl. Peds. (#/hr) 4 1 1Confl. Bikes (#/hr) 2Turn Type Prot NA Prot NA Perm NA Perm Perm NAProtected Phases 5 2 1 6 4 8Permitted Phases 4 4 8Actuated Green, G (s) 1.0 58.1 21.7 78.8 16.7 16.7 16.7 16.7 16.7Effective Green, g (s) 1.0 58.1 21.7 78.8 16.7 16.7 16.7 16.7 16.7Actuated g/C Ratio 0.01 0.53 0.20 0.72 0.15 0.15 0.15 0.15 0.15Clearance Time (s) 4.0 4.6 4.0 4.6 4.9 4.9 4.9 4.9 4.9Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 14 1654 616 2307 185 179 218 151 257v/s Ratio Prot 0.00 c0.51 c0.13 0.30 0.00v/s Ratio Perm 0.10 c0.10 0.05 0.01v/c Ratio 0.07 0.96 0.64 0.42 0.65 0.67 0.35 0.08 0.00Uniform Delay, d1 54.0 24.8 40.5 6.3 43.9 44.1 41.8 40.1 39.6Progression Factor 1.00 1.00 1.27 1.39 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.8 14.1 1.2 0.4 5.8 7.5 0.4 0.1 0.0Delay (s) 54.8 38.9 52.8 9.2 49.6 51.6 42.1 40.1 39.6Level of Service D D D A D D D D DApproach Delay (s) 38.9 21.8 44.9 40.1Approach LOS D C D D

Intersection SummaryHCM 2000 Control Delay 33.8 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.83Actuated Cycle Length (s) 110.0 Sum of lost time (s) 13.5Intersection Capacity Utilization 91.8% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 536 1198 171 333 877 198 169 830 273 292 698 464Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3 4.0Lane Util. Factor 0.97 0.91 0.97 0.91 1.00 0.91 1.00 0.97 0.91 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.98 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3127 4533 3127 4493 1612 4631 1403 3127 4631 1424Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3127 4533 3127 4493 1612 4631 1403 3127 4631 1424Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 564 1261 180 351 923 208 178 874 287 307 735 488RTOR Reduction (vph) 0 16 0 0 34 0 0 0 132 0 0 0Lane Group Flow (vph) 564 1425 0 351 1097 0 178 874 155 307 735 488Confl. Peds. (#/hr) 8 1 16 2Turn Type Prot NA Prot NA Prot NA Perm Prot NA FreeProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 2 FreeActuated Green, G (s) 13.9 36.5 15.5 38.1 8.2 31.3 31.3 7.6 30.2 110.0Effective Green, g (s) 13.9 36.5 15.5 38.1 8.2 31.3 31.3 7.6 30.2 110.0Actuated g/C Ratio 0.13 0.33 0.14 0.35 0.07 0.28 0.28 0.07 0.27 1.00Clearance Time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3Vehicle Extension (s) 2.0 2.5 2.0 2.5 1.5 5.0 5.0 0.5 3.0Lane Grp Cap (vph) 395 1504 440 1556 120 1317 399 216 1271 1424v/s Ratio Prot c0.18 c0.31 c0.11 0.24 c0.11 c0.19 0.10 0.16v/s Ratio Perm 0.11 c0.34v/c Ratio 1.43 0.95 0.80 0.71 1.48 0.66 0.39 1.42 0.58 0.34Uniform Delay, d1 48.0 35.8 45.7 31.1 50.9 34.7 31.6 51.2 34.4 0.0Progression Factor 1.20 1.30 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 201.4 8.7 9.1 1.4 256.5 2.7 2.8 214.4 1.9 0.7Delay (s) 259.1 55.2 54.8 32.5 307.4 37.4 34.5 265.6 36.3 0.7Level of Service F E D C F D C F D AApproach Delay (s) 112.5 37.8 72.6 71.0Approach LOS F D E E




Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (vph) 1835 61 961 1488 0 927Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0Lane Util. Factor 0.91 0.97 0.95 0.88Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85Flt Protected 1.00 0.95 1.00 1.00Satd. Flow (prot) 4606 3127 3223 2538Flt Permitted 1.00 0.95 1.00 1.00Satd. Flow (perm) 4606 3127 3223 2538Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 1932 64 1012 1566 0 976RTOR Reduction (vph) 2 0 0 0 0 25Lane Group Flow (vph) 1994 0 1012 1566 0 951Confl. Peds. (#/hr) 6Turn Type NA Prot NA OverProtected Phases 2 4 6 4Permitted PhasesActuated Green, G (s) 71.5 34.9 71.5 34.9Effective Green, g (s) 71.5 34.9 71.5 34.9Actuated g/C Ratio 0.62 0.30 0.62 0.30Clearance Time (s) 4.6 4.0 4.6 4.0Vehicle Extension (s) 5.0 2.5 5.0 2.5Lane Grp Cap (vph) 2863 948 2003 770v/s Ratio Prot 0.43 0.32 c0.49 c0.37v/s Ratio Permv/c Ratio 0.70 1.07 0.78 1.23Uniform Delay, d1 14.5 40.0 16.0 40.0Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 1.4 49.0 3.1 116.9Delay (s) 15.9 89.0 19.1 156.9Level of Service B F B FApproach Delay (s) 15.9 46.6 156.9Approach LOS B D F



IntersectionIntersection Delay, s/veh 14Intersection LOS B


Approach EB WB NBOpposing Approach WB EB SBOpposing Lanes 3 3 3Conflicting Approach Left SB NB EBConflicting Lanes Left 3 3 3Conflicting Approach Right NB SB WBConflicting Lanes Right 3 3 3HCM Control Delay 14.8 13.7 12HCM LOS B B B

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%Vol Thru, % 0% 100% 0% 0% 100% 68% 0% 100% 26% 0% 100%Vol Right, % 0% 0% 100% 0% 0% 32% 0% 0% 74% 0% 0%Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 42 24 114 4 216 158 183 81 155 150 28LT Vol 42 0 0 4 0 0 183 0 0 150 0Through Vol 0 24 0 0 216 108 0 81 41 0 28RT Vol 0 0 114 0 0 50 0 0 114 0 0Lane Flow Rate 44 25 120 4 227 166 193 86 163 158 29Geometry Grp 8 8 8 8 8 8 8 8 8 8 8Degree of Util (X) 0.103 0.056 0.241 0.009 0.461 0.327 0.413 0.171 0.303 0.366 0.064Departure Headway (Hd) 8.42 7.92 7.22 7.792 7.292 7.071 7.71 7.21 6.694 8.354 7.854Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesCap 426 453 498 460 496 509 468 498 537 431 457Service Time 6.16 5.66 4.96 5.526 5.026 4.804 5.444 4.944 4.428 6.094 5.594HCM Lane V/C Ratio 0.103 0.055 0.241 0.009 0.458 0.326 0.412 0.173 0.304 0.367 0.063HCM Control Delay 12.1 11.1 12.2 10.6 16.1 13.2 15.8 11.4 12.3 15.9 11.1HCM Lane LOS B B B B C B C B B C BHCM 95th-tile Q 0.3 0.2 0.9 0 2.4 1.4 2 0.6 1.3 1.7 0.2

Cumulative plus Project Early PM Peak TJKM






Lane SBLn3




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 11 1277 8 26 793 209 4 0 12 335 0 13Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.97 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.97 0.90 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00Satd. Flow (prot) 1611 3220 1610 3108 1475 3127 1442Flt Permitted 0.22 1.00 0.14 1.00 0.99 0.95 1.00Satd. Flow (perm) 379 3220 238 3108 1475 3127 1442Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 12 1344 8 27 835 220 4 0 13 353 0 14RTOR Reduction (vph) 0 0 0 0 21 0 0 17 0 0 0 12Lane Group Flow (vph) 12 1352 0 27 1034 0 0 0 0 353 0 2Confl. Peds. (#/hr) 1 6 6 1 1 1Turn Type Perm NA Perm NA Perm NA Prot PermProtected Phases 2 6 3 4Permitted Phases 2 6 3 4Actuated Green, G (s) 47.5 47.5 47.5 47.5 1.8 13.5 13.5Effective Green, g (s) 47.5 47.5 47.5 47.5 1.8 13.5 13.5Actuated g/C Ratio 0.62 0.62 0.62 0.62 0.02 0.18 0.18Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 235 2004 148 1934 34 553 255v/s Ratio Prot c0.42 0.33 c0.11v/s Ratio Perm 0.03 0.11 0.00 0.00v/c Ratio 0.05 0.67 0.18 0.53 0.01 0.64 0.01Uniform Delay, d1 5.6 9.4 6.1 8.1 36.4 29.1 25.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.1 0.9 2.7 1.1 0.1 2.4 0.0Delay (s) 5.7 10.3 8.8 9.2 36.5 31.6 25.9Level of Service A B A A D C CApproach Delay (s) 10.2 9.2 36.5 31.3Approach LOS B A D C

Intersection SummaryHCM 2000 Control Delay 12.7 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.65Actuated Cycle Length (s) 76.3 Sum of lost time (s) 13.5Intersection Capacity Utilization 58.9% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 1492 262 413 663 3 228 0 635 3 1 1Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 5.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0Lane Util. Factor 0.95 0.97 0.95 0.95 0.95 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.98 1.00 1.00 1.00 1.00 0.85 1.00 0.93Flt Protected 1.00 0.95 1.00 0.95 0.95 1.00 0.95 1.00Satd. Flow (prot) 3143 3127 3221 1531 1531 1442 1612 1569Flt Permitted 1.00 0.95 1.00 0.76 0.76 1.00 0.50 1.00Satd. Flow (perm) 3143 3127 3221 1219 1219 1442 848 1569Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 0 1571 276 435 698 3 240 0 668 3 1 1RTOR Reduction (vph) 0 9 0 0 0 0 0 0 28 0 1 0Lane Group Flow (vph) 0 1838 0 435 701 0 120 120 640 3 1 0Confl. Peds. (#/hr) 3Confl. Bikes (#/hr) 1Turn Type Prot NA Prot NA Perm NA pm+ov Perm NAProtected Phases 5 2 1 6 4 1 8Permitted Phases 4 4 8Actuated Green, G (s) 81.2 36.0 121.2 18.8 18.8 54.8 18.8 18.8Effective Green, g (s) 81.2 36.0 121.2 18.8 18.8 54.8 18.8 18.8Actuated g/C Ratio 0.54 0.24 0.81 0.13 0.13 0.37 0.13 0.13Clearance Time (s) 5.0 4.0 5.0 5.0 5.0 4.0 5.0 5.0Vehicle Extension (s) 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 1701 750 2602 152 152 565 106 196v/s Ratio Prot c0.58 0.14 0.22 c0.27 0.00v/s Ratio Perm 0.10 0.10 0.17 0.00v/c Ratio 1.08 0.58 0.27 0.79 0.79 1.13 0.03 0.01Uniform Delay, d1 34.4 50.3 3.5 63.7 63.7 47.6 57.6 57.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 47.2 0.7 0.3 21.7 21.7 80.1 0.0 0.0Delay (s) 81.6 51.0 3.8 85.4 85.4 127.7 57.6 57.4Level of Service F D A F F F E EApproach Delay (s) 81.6 21.9 116.5 57.5Approach LOS F C F E





Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 835 1461 122 346 629 195 84 1387 337 239 768 352Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3 4.0Lane Util. Factor 0.97 0.91 0.97 0.91 1.00 0.91 1.00 0.97 0.91 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.98Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3127 4567 3127 4447 1612 4631 1400 3127 4631 1420Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3127 4567 3127 4447 1612 4631 1400 3127 4631 1420Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 879 1538 128 364 662 205 88 1460 355 252 808 371RTOR Reduction (vph) 0 8 0 0 45 0 0 0 100 0 0 0Lane Group Flow (vph) 879 1658 0 364 822 0 88 1460 255 252 808 371Confl. Peds. (#/hr) 15 6 16 12Turn Type Prot NA Prot NA Prot NA Perm Prot NA FreeProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 2 FreeActuated Green, G (s) 27.5 44.7 16.2 33.4 8.2 36.7 36.7 8.3 36.3 125.0Effective Green, g (s) 27.5 44.7 16.2 33.4 8.2 36.7 36.7 8.3 36.3 125.0Actuated g/C Ratio 0.22 0.36 0.13 0.27 0.07 0.29 0.29 0.07 0.29 1.00Clearance Time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3Vehicle Extension (s) 2.0 2.5 2.0 2.5 1.5 5.0 5.0 0.5 3.0Lane Grp Cap (vph) 687 1633 405 1188 105 1359 411 207 1344 1420v/s Ratio Prot c0.28 c0.36 c0.12 0.18 0.05 c0.32 c0.08 0.17v/s Ratio Perm 0.18 c0.26v/c Ratio 1.28 1.02 0.90 0.69 0.84 1.07 0.62 1.22 0.60 0.26Uniform Delay, d1 48.8 40.1 53.6 41.2 57.7 44.1 38.1 58.4 38.1 0.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 136.8 26.2 21.5 1.6 39.8 47.1 6.9 133.5 2.0 0.4Delay (s) 185.5 66.3 75.1 42.8 97.6 91.2 45.1 191.9 40.1 0.4Level of Service F E E D F F D F D AApproach Delay (s) 107.5 52.3 82.9 56.6Approach LOS F D F E





Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (vph) 2386 66 857 1414 0 974Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0Lane Util. Factor 0.91 0.97 0.95 0.88Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85Flt Protected 1.00 0.95 1.00 1.00Satd. Flow (prot) 4611 3127 3223 2538Flt Permitted 1.00 0.95 1.00 1.00Satd. Flow (perm) 4611 3127 3223 2538Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 2512 69 902 1488 0 1025RTOR Reduction (vph) 2 0 0 0 0 8Lane Group Flow (vph) 2579 0 902 1488 0 1017Confl. Peds. (#/hr) 3Turn Type NA Prot NA OverProtected Phases 2 4 6 4Permitted PhasesActuated Green, G (s) 90.3 36.1 90.3 36.1Effective Green, g (s) 90.3 36.1 90.3 36.1Actuated g/C Ratio 0.67 0.27 0.67 0.27Clearance Time (s) 4.6 4.0 4.6 4.0Vehicle Extension (s) 5.0 2.5 5.0 2.5Lane Grp Cap (vph) 3084 836 2155 678v/s Ratio Prot c0.56 0.29 0.46 c0.40v/s Ratio Permv/c Ratio 0.84 1.08 0.69 1.50Uniform Delay, d1 16.8 49.4 13.8 49.4Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 2.9 54.7 1.8 232.7Delay (s) 19.7 104.1 15.6 282.1Level of Service B F B FApproach Delay (s) 19.7 49.0 282.1Approach LOS B D F





Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 218 374 74 37 185 21 124 316 104 9 191 104Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 5.0 4.5 4.5Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.98 1.00 0.85 0.97 1.00 0.85Flt Protected 0.98 0.99 1.00 0.99 1.00 1.00Satd. Flow (prot) 3113 3197 1420 3096 3216 1442Flt Permitted 0.98 0.99 1.00 0.81 0.93 1.00Satd. Flow (perm) 3113 3197 1420 2526 2993 1442Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 229 394 78 39 195 22 131 333 109 9 201 109RTOR Reduction (vph) 0 7 0 0 0 19 0 19 0 0 0 76Lane Group Flow (vph) 0 694 0 0 234 3 0 554 0 0 210 33Confl. Peds. (#/hr) 2 2Turn Type Split NA Split NA Perm Perm NA Perm NA PermProtected Phases 8 8 4 4 2 6Permitted Phases 4 2 6 6Actuated Green, G (s) 46.7 13.3 13.3 32.0 32.5 32.5Effective Green, g (s) 46.7 13.3 13.3 32.0 32.5 32.5Actuated g/C Ratio 0.44 0.13 0.13 0.30 0.31 0.31Clearance Time (s) 4.5 4.5 4.5 5.0 4.5 4.5Vehicle Extension (s) 2.0 3.0 3.0 4.0 4.0 4.0Lane Grp Cap (vph) 1371 401 178 762 917 442v/s Ratio Prot c0.22 c0.07v/s Ratio Perm 0.00 c0.22 0.07 0.02v/c Ratio 0.51 0.58 0.02 0.73 0.23 0.08Uniform Delay, d1 21.3 43.7 40.6 33.1 27.4 26.1Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.3 2.2 0.0 6.0 0.2 0.1Delay (s) 22.7 45.9 40.6 39.1 27.6 26.2Level of Service C D D D C CApproach Delay (s) 22.7 45.4 39.1 27.1Approach LOS C D D C





Cumulative plus Project Conditons PM Peak Hour Synchro 8 ReportTJKM Page 1




Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%Vol Thru, % 0% 100% 0% 0% 100% 74% 0% 100% 35% 0% 100%Vol Right, % 0% 0% 100% 0% 0% 26% 0% 0% 65% 0% 0%Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop StopTraffic Vol by Lane 26 27 134 3 191 128 69 71 101 228 38LT Vol 26 0 0 3 0 0 69 0 0 228 0Through Vol 0 27 0 0 191 95 0 71 36 0 38RT Vol 0 0 134 0 0 33 0 0 65 0 0Lane Flow Rate 27 28 141 3 201 135 73 75 106 240 40Geometry Grp 8 8 8 8 8 8 8 8 8 8 8Degree of Util (X) 0.061 0.059 0.266 0.007 0.392 0.257 0.156 0.151 0.199 0.506 0.079Departure Headway (Hd) 7.989 7.489 6.789 7.632 7.132 6.852 7.829 7.329 6.877 7.591 7.091Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes YesCap 451 481 532 472 508 520 461 493 526 473 501Service Time 5.689 5.189 4.489 5.332 4.832 4.652 5.529 5.029 4.577 5.391 4.891HCM Lane V/C Ratio 0.06 0.058 0.265 0.006 0.396 0.26 0.158 0.152 0.202 0.507 0.08HCM Control Delay 11.2 10.7 11.9 10.4 14.4 12 12 11.3 11.3 18 10.5HCM Lane LOS B B B B B B B B B C BHCM 95th-tile Q 0.2 0.2 1.1 0 1.8 1 0.5 0.5 0.7 2.8 0.3






Lane SBLn3



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 4 876 1 4 617 101 1 0 14 353 0 4Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.97 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.98 0.87 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1598 3223 1611 3155 1477 3127 1442Flt Permitted 0.35 1.00 0.28 1.00 1.00 0.95 1.00Satd. Flow (perm) 592 3223 482 3155 1477 3127 1442Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 4 922 1 4 649 106 1 0 15 372 0 4RTOR Reduction (vph) 0 0 0 0 18 0 0 16 0 0 0 4Lane Group Flow (vph) 4 923 0 4 737 0 0 0 0 372 0 0Confl. Peds. (#/hr) 15 1 3Turn Type Perm NA Perm NA Perm NA Prot PermProtected Phases 2 6 3 4Permitted Phases 2 6 3 4Actuated Green, G (s) 39.9 39.9 39.9 39.9 1.0 6.5 6.5Effective Green, g (s) 39.9 39.9 39.9 39.9 1.0 6.5 6.5Actuated g/C Ratio 0.66 0.66 0.66 0.66 0.02 0.11 0.11Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 387 2111 315 2067 24 333 153v/s Ratio Prot c0.29 0.23 c0.12v/s Ratio Perm 0.01 0.01 0.00 0.00v/c Ratio 0.01 0.44 0.01 0.36 0.01 1.12 0.00Uniform Delay, d1 3.6 5.1 3.7 4.7 29.5 27.2 24.3Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.0 0.1 0.1 0.5 0.2 84.8 0.0Delay (s) 3.7 5.2 3.7 5.2 29.6 112.0 24.3Level of Service A A A A C F CApproach Delay (s) 5.2 5.2 29.6 111.0Approach LOS A A C F




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 1 761 126 263 317 0 204 0 1229 3 2 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0Lane Util. Factor 1.00 0.95 0.97 0.95 0.95 0.95 1.00 1.00 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.98 1.00 1.00 1.00 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 0.95 1.00 0.95 0.95 1.00 0.95 1.00Satd. Flow (prot) 1612 3145 3127 3223 1531 1531 1442 1612 1696Flt Permitted 0.95 1.00 0.95 1.00 0.76 0.76 1.00 0.68 1.00Satd. Flow (perm) 1612 3145 3127 3223 1219 1219 1442 1160 1696Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 1 801 133 277 334 0 215 0 1294 3 2 0RTOR Reduction (vph) 0 13 0 0 0 0 0 0 5 0 0 0Lane Group Flow (vph) 1 921 0 277 334 0 107 108 1289 3 2 0Confl. Peds. (#/hr) 7Confl. Bikes (#/hr) 1Turn Type Prot NA Prot NA Perm NA custom Perm NAProtected Phases 5 2 1 6 4 8Permitted Phases 4 4 5 1 8Actuated Green, G (s) 14.0 26.0 14.0 26.0 46.0 46.0 83.0 46.0 46.0Effective Green, g (s) 14.0 26.0 14.0 26.0 46.0 46.0 79.0 46.0 46.0Actuated g/C Ratio 0.14 0.26 0.14 0.26 0.46 0.46 0.79 0.46 0.46Clearance Time (s) 4.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0Lane Grp Cap (vph) 225 817 437 837 560 560 1139 533 780v/s Ratio Prot 0.00 c0.29 0.09 0.10 0.00v/s Ratio Perm 0.09 0.09 c0.89 0.00v/c Ratio 0.00 1.13 0.63 0.40 0.19 0.19 1.13 0.01 0.00Uniform Delay, d1 37.0 37.0 40.6 30.5 16.0 16.0 10.5 14.6 14.6Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.0 72.5 2.2 1.4 0.1 0.1 70.8 0.0 0.0Delay (s) 37.0 109.5 42.8 32.0 16.0 16.1 81.3 14.6 14.6Level of Service D F D C B B F B BApproach Delay (s) 109.4 36.9 72.0 14.6Approach LOS F D E B

Intersection SummaryHCM 2000 Control Delay 76.3 HCM 2000 Level of Service EHCM 2000 Volume to Capacity ratio 1.18Actuated Cycle Length (s) 100.0 Sum of lost time (s) 14.0Intersection Capacity Utilization 120.4% ICU Level of Service HAnalysis Period (min) 15c Critical Lane Group



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 656 979 65 347 382 262 80 2020 309 311 1326 343Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3 4.0Lane Util. Factor 0.97 0.91 0.97 0.91 1.00 0.91 1.00 0.97 0.91 1.00Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 0.96 1.00 1.00 0.99Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 3127 4575 3127 4317 1612 4631 1383 3127 4631 1421Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (perm) 3127 4575 3127 4317 1612 4631 1383 3127 4631 1421Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 691 1031 68 365 402 276 84 2126 325 327 1396 361RTOR Reduction (vph) 0 5 0 0 87 0 0 0 76 0 0 0Lane Group Flow (vph) 691 1094 0 365 591 0 84 2126 249 327 1396 361Confl. Peds. (#/hr) 25 4 24 9Turn Type Prot NA Prot NA Prot NA Perm Prot NA FreeProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 2 FreeActuated Green, G (s) 23.5 38.6 17.9 33.0 9.6 56.7 56.7 12.7 59.3 145.0Effective Green, g (s) 23.5 38.6 17.9 33.0 9.6 56.7 56.7 12.7 59.3 145.0Actuated g/C Ratio 0.16 0.27 0.12 0.23 0.07 0.39 0.39 0.09 0.41 1.00Clearance Time (s) 4.5 5.3 4.5 5.3 4.5 5.3 5.3 4.0 5.3Vehicle Extension (s) 2.0 2.5 2.0 2.5 1.5 5.0 5.0 0.5 3.0Lane Grp Cap (vph) 506 1217 386 982 106 1810 540 273 1893 1421v/s Ratio Prot c0.22 c0.24 c0.12 0.14 0.05 c0.46 c0.10 0.30v/s Ratio Perm 0.18 c0.25v/c Ratio 1.37 0.90 0.95 0.60 0.79 1.17 0.46 1.20 0.74 0.25Uniform Delay, d1 60.8 51.3 63.1 50.1 66.7 44.1 32.8 66.2 36.3 0.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 176.9 9.0 31.6 0.9 30.3 84.8 2.8 118.9 2.6 0.4Delay (s) 237.6 60.3 94.6 51.0 97.1 128.9 35.6 185.1 38.9 0.4Level of Service F E F D F F D F D AApproach Delay (s) 128.8 66.3 115.9 55.2Approach LOS F E F E




Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (vph) 2275 68 740 1075 0 1012Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.6 4.0 4.6 4.0Lane Util. Factor 0.91 0.97 0.95 0.88Frpb, ped/bikes 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00Frt 1.00 1.00 1.00 0.85Flt Protected 1.00 0.95 1.00 1.00Satd. Flow (prot) 4608 3127 3223 2538Flt Permitted 1.00 0.95 1.00 1.00Satd. Flow (perm) 4608 3127 3223 2538Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 2395 72 779 1132 0 1065RTOR Reduction (vph) 2 0 0 0 0 10Lane Group Flow (vph) 2465 0 779 1132 0 1055Confl. Peds. (#/hr) 4Turn Type NA Prot NA OverProtected Phases 2 4 6 4Permitted PhasesActuated Green, G (s) 89.9 36.5 89.9 36.5Effective Green, g (s) 89.9 36.5 89.9 36.5Actuated g/C Ratio 0.67 0.27 0.67 0.27Clearance Time (s) 4.6 4.0 4.6 4.0Vehicle Extension (s) 5.0 2.5 5.0 2.5Lane Grp Cap (vph) 3068 845 2146 686v/s Ratio Prot c0.53 0.25 0.35 c0.42v/s Ratio Permv/c Ratio 0.80 0.92 0.53 1.54Uniform Delay, d1 16.2 47.9 11.6 49.2Progression Factor 1.00 1.00 1.00 1.00Incremental Delay, d2 2.3 15.3 0.9 249.2Delay (s) 18.5 63.1 12.5 298.4Level of Service B E B FApproach Delay (s) 18.5 33.2 298.4Approach LOS B C F




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 135 400 26 17 59 8 75 643 241 25 176 47Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 5.0 4.5 4.5Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.99 1.00 0.85 0.96 1.00 0.85Flt Protected 0.99 0.99 1.00 1.00 0.99 1.00Satd. Flow (prot) 3161 3187 1422 3089 3203 1442Flt Permitted 0.99 0.99 1.00 0.90 0.66 1.00Satd. Flow (perm) 3161 3187 1422 2782 2143 1442Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 142 421 27 18 62 8 79 677 254 26 185 49RTOR Reduction (vph) 0 3 0 0 0 7 0 31 0 0 0 34Lane Group Flow (vph) 0 587 0 0 80 1 0 979 0 0 211 15Confl. Peds. (#/hr) 1 1 1 1Turn Type Split NA Split NA Perm Perm NA Perm NA PermProtected Phases 8 8 4 4 2 6Permitted Phases 4 2 6 6Actuated Green, G (s) 52.5 8.4 8.4 31.1 31.6 31.6Effective Green, g (s) 52.5 8.4 8.4 31.1 31.6 31.6Actuated g/C Ratio 0.50 0.08 0.08 0.29 0.30 0.30Clearance Time (s) 4.5 4.5 4.5 5.0 4.5 4.5Vehicle Extension (s) 2.0 3.0 3.0 4.0 4.0 4.0Lane Grp Cap (vph) 1565 252 112 816 638 429v/s Ratio Prot c0.19 c0.03v/s Ratio Perm 0.00 c0.35 0.10 0.01v/c Ratio 0.38 0.32 0.01 1.20 0.33 0.03Uniform Delay, d1 16.6 46.1 45.0 37.5 29.0 26.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.7 0.7 0.0 101.6 0.4 0.0Delay (s) 17.3 46.8 45.0 139.0 29.4 26.4Level of Service B D D F C CApproach Delay (s) 17.3 46.7 139.0 28.8Approach LOS B D F C

Intersection SummaryHCM 2000 Control Delay 83.3 HCM 2000 Level of Service FHCM 2000 Volume to Capacity ratio 0.65Actuated Cycle Length (s) 106.0 Sum of lost time (s) 14.0Intersection Capacity Utilization 64.3% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group




Direction, Lane # EB 1 WB 1 NB 1 SB 1 SB 2Volume Total 95 63 194 492 5Volume Left 17 1 0 492 0Volume Right 0 53 97 0 5cSH 1479 1460 802 507 1009Volume to Capacity 0.01 0.00 0.24 0.97 0.01Queue Length 95th (ft) 1 0 24 316 0Control Delay (s) 1.4 0.1 10.9 61.2 8.6Lane LOS A A B F AApproach Delay (s) 1.4 0.1 10.9 60.7Approach LOS B F

Intersection SummaryAverage Delay 38.2Intersection Capacity Utilization 57.8% ICU Level of Service BAnalysis Period (min) 15



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 39 94 141 161 70 213 64 599 282 237 334 46Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.97Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.89 0.96 1.00 0.85Flt Protected 0.99 1.00 0.95 1.00 1.00 0.98 1.00Satd. Flow (prot) 1672 1442 1612 1505 1616 3158 1397Flt Permitted 0.99 1.00 0.95 1.00 1.00 0.98 1.00Satd. Flow (perm) 1672 1442 1612 1505 1616 3158 1397Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 41 99 148 169 74 224 67 631 297 249 352 48RTOR Reduction (vph) 0 0 110 0 78 0 0 10 0 0 0 40Lane Group Flow (vph) 0 140 38 169 220 0 0 985 0 0 601 8Confl. Peds. (#/hr) 4Confl. Bikes (#/hr) 2Turn Type Split NA Perm Split NA Split NA Split NA PermProtected Phases 8 8 4 4 2 2 6 6Permitted Phases 8 6Actuated Green, G (s) 9.5 9.5 23.9 23.9 64.1 24.5 24.5Effective Green, g (s) 9.5 9.5 23.9 23.9 64.1 24.5 24.5Actuated g/C Ratio 0.07 0.07 0.17 0.17 0.46 0.18 0.18Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 113 97 275 256 739 552 244v/s Ratio Prot c0.08 0.10 c0.15 c0.61 c0.19v/s Ratio Perm 0.03 0.01v/c Ratio 1.24 0.39 0.61 0.86 1.33 1.09 0.03Uniform Delay, d1 65.2 62.5 53.8 56.4 38.0 57.8 47.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 162.3 2.6 4.0 23.8 158.8 64.7 0.1Delay (s) 227.5 65.1 57.8 80.2 196.8 122.4 48.0Level of Service F E E F F F DApproach Delay (s) 144.0 72.1 196.8 116.9Approach LOS F E F F

Intersection SummaryHCM 2000 Control Delay 144.6 HCM 2000 Level of Service FHCM 2000 Volume to Capacity ratio 1.18Actuated Cycle Length (s) 140.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 107.7% ICU Level of Service GAnalysis Period (min) 15c Critical Lane Group




Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total (vph) 825 304 497 166 177 473Volume Left (vph) 556 2 340 0 87 0Volume Right (vph) 235 126 0 8 0 383Hadj (s) 0.17 -0.04 0.55 0.17 0.45 -0.36Departure Headway (s) 9.1 9.4 9.8 9.4 9.7 8.9Degree Utilization, x 1.0 0.80 1.0 0.43 0.48 1.0Capacity (veh/h) 402 377 376 380 360 410Control Delay (s) 519.5 40.5 200.6 18.2 20.0 125.6Approach Delay (s) 519.5 40.5 155.0 96.8Approach LOS F E F F

Intersection SummaryDelay 248.4Level of Service FIntersection Capacity Utilization 110.9% ICU Level of Service HAnalysis Period (min) 15



Lane Group EBL EBT WBL WBT NBL NBT NBRLane Group Flow (vph) 2 806 848 1059 135 136 383v/c Ratio 0.03 0.64 0.86 0.44 0.71 0.71 0.70Control Delay 51.0 29.8 51.5 14.1 62.4 62.8 11.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 51.0 29.8 51.5 14.1 62.4 62.8 11.4Queue Length 50th (ft) 1 221 311 258 95 96 0Queue Length 95th (ft) 10 #408 m286 m315 153 154 83Internal Link Dist (ft) 1154 1790 1601Turn Bay Length (ft) 165 205 95Base Capacity (vph) 87 1267 1222 2384 300 300 639Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.02 0.64 0.69 0.44 0.45 0.45 0.60




Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 262 494 199 1262 143 1448 322 155 1462 1522v/c Ratio 1.07 0.35 0.62 0.82 1.04 0.89 0.54 0.79 0.98 1.07Control Delay 123.6 36.6 55.4 37.7 139.1 42.7 19.0 78.8 56.0 50.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 123.6 36.6 55.4 37.7 139.1 42.7 19.0 78.8 56.0 50.9Queue Length 50th (ft) ~108 87 70 285 ~124 361 95 56 372 ~150Queue Length 95th (ft) #195 139 105 336 #268 #461 188 #121 #481 #412Internal Link Dist (ft) 385 363 1191 1345Turn Bay Length (ft) 290 290 290 80 250 320Base Capacity (vph) 244 1422 486 1651 137 1620 593 196 1494 1420Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.07 0.35 0.41 0.76 1.04 0.89 0.54 0.79 0.98 1.07




Lane Group EBT WBT WBR NBT SBT SBRLane Group Flow (vph) 207 378 6 242 1066 305v/c Ratio 0.20 0.69 0.02 1.10dl 0.96 0.45Control Delay 24.1 47.8 0.2 22.6 51.7 8.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 24.1 47.8 0.2 22.6 51.7 8.9Queue Length 50th (ft) 45 128 0 52 366 33Queue Length 95th (ft) 81 169 0 87 #510 103Internal Link Dist (ft) 233 740 147 254Turn Bay Length (ft) 70 170Base Capacity (vph) 1016 826 422 641 1113 673Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.20 0.46 0.01 0.38 0.96 0.45

Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.dl Defacto Left Lane. Recode with 1 though lane as a left lane.



Lane Group EBT EBR WBL WBT NBT SBT SBRLane Group Flow (vph) 96 76 335 364 648 922 119v/c Ratio 1.03 0.47 0.97 1.01 1.18 1.31dl 0.28Control Delay 163.0 20.2 93.4 97.2 138.9 115.2 15.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 163.0 20.2 93.4 97.2 138.9 115.2 15.2Queue Length 50th (ft) ~90 0 294 ~299 ~675 ~488 23Queue Length 95th (ft) #208 44 #488 #509 #916 #623 76Internal Link Dist (ft) 312 424 66 235Turn Bay Length (ft) 80 60Base Capacity (vph) 93 160 346 360 548 823 432Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 1.03 0.47 0.97 1.01 1.18 1.12 0.28




Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 1 1593 392 966 120 120 503 12 1v/c Ratio 0.01 0.91 0.75 0.40 0.65 0.67 0.78 0.08 0.00Control Delay 51.0 32.6 61.7 9.5 58.9 60.7 12.7 37.0 34.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 51.0 32.6 61.7 9.5 58.9 60.7 12.7 37.0 34.0Queue Length 50th (ft) 1 495 148 152 85 85 0 7 1Queue Length 95th (ft) 6 #856 m186 m383 136 137 100 23 5Internal Link Dist (ft) 1154 1790 1601 445Turn Bay Length (ft) 165 205 95 50Base Capacity (vph) 87 1755 1222 2401 300 291 734 246 417Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.01 0.91 0.32 0.40 0.40 0.41 0.69 0.05 0.00




Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 564 1441 351 1131 178 874 287 307 735 488v/c Ratio 1.43 0.95 0.80 0.71 1.48 0.66 0.54 1.42 0.58 0.34Control Delay 242.4 55.2 59.7 32.4 294.3 36.9 15.0 252.6 35.9 0.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 242.4 55.2 59.7 32.4 294.3 36.9 15.0 252.6 35.9 0.7Queue Length 50th (ft) ~289 347 123 236 ~186 198 55 ~162 163 0Queue Length 95th (ft) m#411 m#519 173 286 #332 228 131 #257 192 0Internal Link Dist (ft) 385 363 1191 1345Turn Bay Length (ft) 290 290 290 80 250 320Base Capacity (vph) 395 1519 486 1654 120 1540 590 216 1494 1424Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.43 0.95 0.72 0.68 1.48 0.57 0.49 1.42 0.49 0.34

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.m Volume for 95th percentile queue is metered by upstream signal.


Lane Group EBT WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 1847 435 701 120 120 668 3 2v/c Ratio 1.08 0.58 0.27 0.78 0.78 1.11 0.03 0.01Control Delay 80.0 54.0 4.2 95.1 95.1 110.3 54.0 44.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 80.0 54.0 4.2 95.1 95.1 110.3 54.0 44.5Queue Length 50th (ft) ~1059 195 75 122 122 ~717 3 1Queue Length 95th (ft) #1275 254 121 190 190 #898 13 9Internal Link Dist (ft) 1154 1790 1601 445Turn Bay Length (ft) 205 95 50Base Capacity (vph) 1710 750 2601 211 211 601 146 272Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.08 0.58 0.27 0.57 0.57 1.11 0.02 0.01





Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 879 1666 364 867 88 1460 355 252 808 371v/c Ratio 1.28 1.02 0.90 0.70 0.84 1.07 0.70 1.21 0.60 0.26Control Delay 176.8 65.8 79.6 41.9 109.4 89.2 31.3 178.6 40.5 0.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 176.8 65.8 79.6 41.9 109.4 89.2 31.3 178.6 40.5 0.4Queue Length 50th (ft) ~463 ~505 151 216 72 ~480 156 ~131 207 0Queue Length 95th (ft) #591 #616 #236 266 #167 #577 273 #219 254 0Internal Link Dist (ft) 385 363 1191 1345Turn Bay Length (ft) 290 290 290 80 250 320Base Capacity (vph) 687 1640 412 1244 109 1359 510 208 1346 1420Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.28 1.02 0.88 0.70 0.81 1.07 0.70 1.21 0.60 0.26






Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBTLane Group Flow (vph) 1 934 277 334 107 108 1294 3 2v/c Ratio 0.00 1.12 0.63 0.40 0.19 0.19 1.09 0.01 0.00Control Delay 37.0 106.0 47.8 32.3 17.2 17.2 67.3 14.7 14.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 37.0 106.0 47.8 32.3 17.2 17.2 67.3 14.7 14.5Queue Length 50th (ft) 1 ~360 87 92 41 42 ~935 1 1Queue Length 95th (ft) 6 #487 130 134 77 78 #1194 6 5Internal Link Dist (ft) 1154 1790 1601 445Turn Bay Length (ft) 165 205 95 50Base Capacity (vph) 225 831 437 837 561 561 1186 533 780Starvation Cap Reductn 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.00 1.12 0.63 0.40 0.19 0.19 1.09 0.01 0.00




Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane Group Flow (vph) 691 1099 365 678 84 2126 325 327 1396 361v/c Ratio 1.37 0.90 0.95 0.63 0.79 1.17 0.53 1.20 0.74 0.25Control Delay 221.2 61.6 96.4 44.7 109.3 124.3 23.6 172.3 39.5 0.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 221.2 61.6 96.4 44.7 109.3 124.3 23.6 172.3 39.5 0.4Queue Length 50th (ft) ~441 363 179 178 79 ~875 143 ~199 413 0Queue Length 95th (ft) #567 424 #284 224 #166 #967 241 #301 473 0Internal Link Dist (ft) 385 363 1191 1345Turn Bay Length (ft) 290 290 290 80 250 320Base Capacity (vph) 506 1257 386 1089 116 1810 616 273 1892 1421Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0Reduced v/c Ratio 1.37 0.87 0.95 0.62 0.72 1.17 0.53 1.20 0.74 0.25




Lane Group EBT WBL WBT NBRLane Group Flow (vph) 2467 779 1132 1065v/c Ratio 0.80 0.92 0.53 1.53Control Delay 18.7 65.3 12.6 280.4Queue Delay 0.0 0.0 0.0 0.0Total Delay 18.7 65.3 12.6 280.4Queue Length 50th (ft) 519 345 246 ~746Queue Length 95th (ft) 584 #466 298 #896Internal Link Dist (ft) 1018 759Turn Bay Length (ft) 340Base Capacity (vph) 3089 844 2158 696Starvation Cap Reductn 0 0 0 0Spillback Cap Reductn 0 0 0 0Storage Cap Reductn 0 0 0 0Reduced v/c Ratio 0.80 0.92 0.52 1.53




Lane Group EBT WBT WBR NBT SBT SBRLane Group Flow (vph) 590 80 8 1010 211 49v/c Ratio 0.38 0.28 0.04 1.16 0.32 0.10Control Delay 18.7 45.8 0.4 118.5 30.0 5.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 18.7 45.8 0.4 118.5 30.0 5.4Queue Length 50th (ft) 125 27 0 ~418 57 0Queue Length 95th (ft) 203 46 0 #551 91 20Internal Link Dist (ft) 233 740 147 254Turn Bay Length (ft) 70 170Base Capacity (vph) 1566 797 405 870 657 485Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.38 0.10 0.02 1.16 0.32 0.10




Lane Group EBT EBR WBL WBT NBT SBT SBRLane Group Flow (vph) 140 148 169 298 995 601 48v/c Ratio 1.24 0.71 0.61 0.89 1.33 1.09 0.16Control Delay 213.8 36.8 63.6 66.4 188.6 117.3 3.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 213.8 36.8 63.6 66.4 188.6 117.3 3.8Queue Length 50th (ft) ~162 27 144 190 ~1201 ~333 0Queue Length 95th (ft) #310 #126 224 #330 #1503 #469 13Internal Link Dist (ft) 312 424 66 235Turn Bay Length (ft) 80 60Base Capacity (vph) 113 207 334 386 750 553 309Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 1.24 0.71 0.51 0.77 1.33 1.09 0.16


Min

or S

tree

t Vol

um

e =

472

VP

H


A signal is not warranted for the P.M. Peak Hour


Peak Hour Warrant (Urban Areas) Intersection: Depot Road/Cabot Boulevard, Hayward,CA

Scenario: Cumulative plus Project Conditions P.M. Peak Hour

Min

or S

tree

t Vol

um

e =

571

(784

) V

PH

Major Street Volume = 898 (1248) VPH

A signal is warranted for the A.M. & P.M. Peak Hours



Hayward,CA Scenario: Cumulative plus Project Conditions (A.M.& P.M.Peak Hours)


59

Appendix G – Ramps Intersections Level of Service Worksheets

HCM Signalized Intersection Capacity Analysis10: W.Winton Ave. & I 880 SB Offramp


Synchro 8 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 1017 233 0 1766 0 0 0 0 51 0 834Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 0.95 1.00 0.95 0.95 0.95Frt 1.00 0.85 1.00 0.87 0.85Flt Protected 1.00 1.00 1.00 0.99 1.00Satd. Flow (prot) 3223 1442 3223 1390 1370Flt Permitted 1.00 1.00 1.00 0.99 1.00Satd. Flow (perm) 3223 1442 3223 1390 1370Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 0 1071 245 0 1859 0 0 0 0 54 0 878RTOR Reduction (vph) 0 0 104 0 0 0 0 0 0 0 11 11Lane Group Flow (vph) 0 1071 141 0 1859 0 0 0 0 0 456 454Turn Type NA Perm NA Split NA ProtProtected Phases 4 8 1 1 1Permitted Phases 4Actuated Green, G (s) 57.5 57.5 57.5 33.5 33.5Effective Green, g (s) 57.5 57.5 57.5 33.5 33.5Actuated g/C Ratio 0.58 0.58 0.58 0.34 0.34Clearance Time (s) 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 1853 829 1853 465 458v/s Ratio Prot 0.33 c0.58 0.33 c0.33v/s Ratio Perm 0.10v/c Ratio 0.58 0.17 1.00 0.98 0.99Uniform Delay, d1 13.5 10.0 21.2 32.9 33.1Progression Factor 1.00 1.00 0.81 1.00 1.00Incremental Delay, d2 0.4 0.1 7.1 36.7 39.8Delay (s) 14.0 10.1 24.4 69.7 72.9Level of Service B B C E EApproach Delay (s) 13.2 24.4 0.0 71.3Approach LOS B C A E

Intersection SummaryHCM 2000 Control Delay 31.5 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 1.00Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 90.7% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

8/4/2017

HCM Signalized Intersection Capacity Analysis11: I 880 NB Offramp


Synchro 8 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 1004 0 0 1942 313 211 0 44 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5Lane Util. Factor 0.95 0.95 1.00 1.00Frt 1.00 0.98 1.00 0.85Flt Protected 1.00 1.00 0.95 1.00Satd. Flow (prot) 3223 3156 1612 1442Flt Permitted 1.00 1.00 0.95 1.00Satd. Flow (perm) 3223 3156 1612 1442Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 0 1057 0 0 2044 329 222 0 46 0 0 0RTOR Reduction (vph) 0 0 0 0 13 0 0 0 37 0 0 0Lane Group Flow (vph) 0 1057 0 0 2360 0 222 0 9 0 0 0Turn Type NA NA Prot PermProtected Phases 4 8 5Permitted Phases 2Actuated Green, G (s) 71.5 71.5 19.5 19.5Effective Green, g (s) 71.5 71.5 19.5 19.5Actuated g/C Ratio 0.72 0.72 0.20 0.20Clearance Time (s) 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 2304 2256 314 281v/s Ratio Prot 0.33 c0.75 c0.14v/s Ratio Perm 0.01v/c Ratio 0.46 1.05 0.71 0.03Uniform Delay, d1 6.0 14.2 37.6 32.6Progression Factor 0.75 1.00 1.00 1.00Incremental Delay, d2 0.1 32.4 7.1 0.2Delay (s) 4.6 46.6 44.7 32.8Level of Service A D D CApproach Delay (s) 4.6 46.6 42.6 0.0Approach LOS A D D A

Intersection SummaryHCM 2000 Control Delay 34.3 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.97Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 113.9% ICU Level of Service HAnalysis Period (min) 15c Critical Lane Group

8/4/2017



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 2721 511 0 1334 0 0 0 0 119 0 463Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 0.95 1.00 0.95 0.95 0.95Frt 1.00 0.85 1.00 0.91 0.85Flt Protected 1.00 1.00 1.00 0.98 1.00Satd. Flow (prot) 3223 1442 3223 1437 1370Flt Permitted 1.00 1.00 1.00 0.98 1.00Satd. Flow (perm) 3223 1442 3223 1437 1370Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 0 2864 538 0 1404 0 0 0 0 125 0 487RTOR Reduction (vph) 0 0 94 0 0 0 0 0 0 0 36 78Lane Group Flow (vph) 0 2864 444 0 1404 0 0 0 0 0 279 219Turn Type NA Perm NA Split NA ProtProtected Phases 4 8 6 6 6Permitted Phases 4Actuated Green, G (s) 114.5 114.5 114.5 26.5 26.5Effective Green, g (s) 114.5 114.5 114.5 26.5 26.5Actuated g/C Ratio 0.76 0.76 0.76 0.18 0.18Clearance Time (s) 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 2460 1100 2460 253 242v/s Ratio Prot c0.89 0.44 c0.19 0.16v/s Ratio Perm 0.31v/c Ratio 1.16 0.40 0.57 1.10 0.90Uniform Delay, d1 17.8 6.1 7.4 61.8 60.5Progression Factor 1.00 1.00 0.67 1.00 1.00Incremental Delay, d2 78.8 0.2 0.2 86.6 37.5Delay (s) 96.5 6.3 5.2 148.3 98.0Level of Service F A A F FApproach Delay (s) 82.3 5.2 0.0 123.9Approach LOS F A A F

Intersection SummaryHCM 2000 Control Delay 67.0 HCM 2000 Level of Service EHCM 2000 Volume to Capacity ratio 1.15Actuated Cycle Length (s) 150.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 98.8% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group

8/4/2017

HCM Signalized Intersection Capacity Analysis11: I 880 NB Offramp & W.Winton Ave.


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 2314 0 0 1400 339 95 0 87 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5Lane Util. Factor 0.95 0.95 1.00 1.00Frt 1.00 0.97 1.00 0.85Flt Protected 1.00 1.00 0.95 1.00Satd. Flow (prot) 3223 3129 1612 1442Flt Permitted 1.00 1.00 0.95 1.00Satd. Flow (perm) 3223 3129 1612 1442Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 0 2436 0 0 1474 357 100 0 92 0 0 0RTOR Reduction (vph) 0 0 0 0 14 0 0 0 17 0 0 0Lane Group Flow (vph) 0 2436 0 0 1817 0 100 0 75 0 0 0Turn Type NA NA Perm PermProtected Phases 4 8Permitted Phases 2 2Actuated Green, G (s) 122.5 122.5 18.5 18.5Effective Green, g (s) 122.5 122.5 18.5 18.5Actuated g/C Ratio 0.82 0.82 0.12 0.12Clearance Time (s) 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 2632 2555 198 177v/s Ratio Prot c0.76 0.58v/s Ratio Perm c0.06 0.05v/c Ratio 0.93 0.71 0.51 0.43Uniform Delay, d1 10.3 6.0 61.5 60.8Progression Factor 0.57 1.00 1.00 1.00Incremental Delay, d2 0.7 1.0 8.9 7.3Delay (s) 6.5 7.0 70.4 68.2Level of Service A A E EApproach Delay (s) 6.5 7.0 69.3 0.0Approach LOS A A E A

Intersection SummaryHCM 2000 Control Delay 9.4 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.87Actuated Cycle Length (s) 150.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 76.9% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

8/4/2017


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 1026 239 0 1808 0 0 0 0 51 0 845Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 0.95 1.00 0.95 0.95 0.95Frt 1.00 0.85 1.00 0.87 0.85Flt Protected 1.00 1.00 1.00 0.99 1.00Satd. Flow (prot) 3223 1442 3223 1390 1370Flt Permitted 1.00 1.00 1.00 0.99 1.00Satd. Flow (perm) 3223 1442 3223 1390 1370Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 0 1080 252 0 1903 0 0 0 0 54 0 889RTOR Reduction (vph) 0 0 107 0 0 0 0 0 0 0 11 11Lane Group Flow (vph) 0 1080 145 0 1903 0 0 0 0 0 461 460Turn Type NA Perm NA Split NA ProtProtected Phases 4 8 1 1 1Permitted Phases 4Actuated Green, G (s) 57.5 57.5 57.5 33.5 33.5Effective Green, g (s) 57.5 57.5 57.5 33.5 33.5Actuated g/C Ratio 0.58 0.58 0.58 0.34 0.34Clearance Time (s) 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 1853 829 1853 465 458v/s Ratio Prot 0.34 c0.59 0.33 c0.34v/s Ratio Perm 0.10v/c Ratio 0.58 0.17 1.03 0.99 1.01Uniform Delay, d1 13.6 10.0 21.2 33.1 33.2Progression Factor 1.00 1.00 0.83 1.00 1.00Incremental Delay, d2 0.5 0.1 14.9 39.5 43.3Delay (s) 14.1 10.1 32.5 72.6 76.6Level of Service B B C E EApproach Delay (s) 13.3 32.5 0.0 74.6Approach LOS B C A E

Intersection SummaryHCM 2000 Control Delay 35.9 HCM 2000 Level of Service DHCM 2000 Volume to Capacity ratio 1.02Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 92.4% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group

Cumulative plus Project Conditons AM Peak Hour TJKM

Synchro 8 Report

8/4/2017

HCM Signalized Intersection Capacity Analysis11: I 880 NB Offramp 8/4/2017

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 1010 0 0 1963 313 232 0 44 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5Lane Util. Factor 0.95 0.95 1.00 1.00Frt 1.00 0.98 1.00 0.85Flt Protected 1.00 1.00 0.95 1.00Satd. Flow (prot) 3223 3157 1612 1442Flt Permitted 1.00 1.00 0.95 1.00Satd. Flow (perm) 3223 3157 1612 1442Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 0 1063 0 0 2066 329 244 0 46 0 0 0RTOR Reduction (vph) 0 0 0 0 13 0 0 0 37 0 0 0Lane Group Flow (vph) 0 1063 0 0 2382 0 244 0 9 0 0 0Turn Type NA NA Prot PermProtected Phases 4 8 5Permitted Phases 2Actuated Green, G (s) 71.5 71.5 19.5 19.5Effective Green, g (s) 71.5 71.5 19.5 19.5Actuated g/C Ratio 0.72 0.72 0.20 0.20Clearance Time (s) 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 2304 2257 314 281v/s Ratio Prot 0.33 c0.75 c0.15v/s Ratio Perm 0.01v/c Ratio 0.46 1.06 0.78 0.03Uniform Delay, d1 6.1 14.2 38.2 32.6Progression Factor 0.76 1.00 1.00 1.00Incremental Delay, d2 0.1 35.6 11.4 0.2Delay (s) 4.7 49.8 49.6 32.8Level of Service A D D CApproach Delay (s) 4.7 49.8 47.0 0.0Approach LOS A D D A

Intersection SummaryHCM 2000 Control Delay 36.8 HCM 2000 Level of Service DHCM 2000 Volume to Capacity ratio 1.00Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 115.8% ICU Level of Service HAnalysis Period (min) 15c Critical Lane Group

Cumulative plus Project Conditons AM Peak Hour TJKM

Synchro 8 Report

HCM Signalized Intersection Capacity Analysis10: W.Winton Ave. & I 880 SB Offramp 8/4/2017

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 2771 544 0 1350 0 0 0 0 119 0 467Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5 4.5Lane Util. Factor 0.95 1.00 0.95 0.95 0.95Frt 1.00 0.85 1.00 0.91 0.85Flt Protected 1.00 1.00 1.00 0.98 1.00Satd. Flow (prot) 3223 1442 3223 1437 1370Flt Permitted 1.00 1.00 1.00 0.98 1.00Satd. Flow (perm) 3223 1442 3223 1437 1370Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 0 2917 573 0 1421 0 0 0 0 125 0 492RTOR Reduction (vph) 0 0 98 0 0 0 0 0 0 0 37 76Lane Group Flow (vph) 0 2917 475 0 1421 0 0 0 0 0 280 224Turn Type NA Perm NA Split NA ProtProtected Phases 4 8 6 6 6Permitted Phases 4Actuated Green, G (s) 114.5 114.5 114.5 26.5 26.5Effective Green, g (s) 114.5 114.5 114.5 26.5 26.5Actuated g/C Ratio 0.76 0.76 0.76 0.18 0.18Clearance Time (s) 4.5 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 2460 1100 2460 253 242v/s Ratio Prot c0.90 0.44 c0.19 0.16v/s Ratio Perm 0.33v/c Ratio 1.19 0.43 0.58 1.11 0.93Uniform Delay, d1 17.8 6.3 7.5 61.8 60.8Progression Factor 1.00 1.00 0.68 1.00 1.00Incremental Delay, d2 88.0 0.3 0.2 88.1 41.6Delay (s) 105.8 6.5 5.3 149.9 102.4Level of Service F A A F FApproach Delay (s) 89.5 5.3 0.0 126.8Approach LOS F A A F


Cumulative plus Project Conditons PM Peak Hour TJKM

Synchro 8 Report

HCM Signalized Intersection Capacity Analysis11: I 880 NB Offramp & W.Winton Ave. 8/4/2017

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 0 2347 0 0 1408 339 103 0 87 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.5 4.5 4.5 4.5Lane Util. Factor 0.95 0.95 1.00 1.00Frt 1.00 0.97 1.00 0.85Flt Protected 1.00 1.00 0.95 1.00Satd. Flow (prot) 3223 3129 1612 1442Flt Permitted 1.00 1.00 0.95 1.00Satd. Flow (perm) 3223 3129 1612 1442Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 0 2471 0 0 1482 357 108 0 92 0 0 0RTOR Reduction (vph) 0 0 0 0 14 0 0 0 16 0 0 0Lane Group Flow (vph) 0 2471 0 0 1825 0 108 0 76 0 0 0Turn Type NA NA Perm PermProtected Phases 4 8Permitted Phases 2 2Actuated Green, G (s) 122.5 122.5 18.5 18.5Effective Green, g (s) 122.5 122.5 18.5 18.5Actuated g/C Ratio 0.82 0.82 0.12 0.12Clearance Time (s) 4.5 4.5 4.5 4.5Vehicle Extension (s) 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 2632 2555 198 177v/s Ratio Prot c0.77 0.58v/s Ratio Perm c0.07 0.05v/c Ratio 0.94 0.71 0.55 0.43Uniform Delay, d1 10.8 6.1 61.8 60.9Progression Factor 0.57 1.00 1.00 1.00Incremental Delay, d2 0.8 1.0 10.4 7.5Delay (s) 6.9 7.0 72.2 68.3Level of Service A A E EApproach Delay (s) 6.9 7.0 70.4 0.0Approach LOS A A E A

Intersection SummaryHCM 2000 Control Delay 9.8 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.89Actuated Cycle Length (s) 150.0 Sum of lost time (s) 9.0Intersection Capacity Utilization 78.1% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

Cumulative plus Project Conditons PM Peak Hour TJKM

Synchro 8 Report

`

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Vision That Moves Your Community

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