HomeMy WebLinkAboutT-6201 - Traffic Impact Study - ARMSTRONG & FLORADORA - 10/4/2019
Traffic Impact Analysis
October 23, 2018
Tentative Tract 6201
(Single-Family Housing)
At the Northeast Corner of
Floradora Avenue and Armstrong Avenue
In the City of Fresno, California
Prepared for:
Tri-Wilson L.P.
7550 N. Palm Ave., Ste. 102
Fresno, CA 93711
Project No. 004-069
Traffic Engineering, Transportation Planning, & Parking Solutions
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
Phone: (559) 570-8991
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Z:\01 Projects\004 Fresno\004-069 Tract 6201 TIA\Report\R10232018 TT 6201 TIA.docx
Traffic Engineering, Transportation Planning, & Parking Solutions
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
Phone: (559) 570-8991
www.JLBtraffic.com
Traffic Impact Analysis
For Tentative Tract 6201 located at the northeast corner of Floradora Avenue
and Armstrong Avenue
In the City of Fresno, CA
October 23, 2018
This Traffic Impact Analysis has been prepared under the direction of a licensed Traffic Engineer. The
licensed Traffic Engineer attests to the technical information contained therein and has judged the
qualifications of any technical specialists providing engineering data from which recommendations,
conclusions, and decisions are based.
Prepared by:
_________________________________
Jose Luis Benavides, PE, TE
President
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Tentative Tract 6201
Traffic Impact Analysis
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Table of Contents
Introduction and Summary ....................................................................................................................1
Introduction ................................................................................................................................................. 1
Summary ...................................................................................................................................................... 1
Existing Traffic Conditions ........................................................................................................................ 1
Existing plus Project Traffic Conditions .................................................................................................... 1
Near Term plus Project Traffic Conditions ............................................................................................... 2
Cumulative Year 2035 plus Project Traffic Conditions ............................................................................. 2
Queuing Analysis ...................................................................................................................................... 2
Project’s Equitable Fair Share .................................................................................................................. 2
TIA Scope of Work ................................................................................................................................3
Study Facilities ............................................................................................................................................. 3
Study Intersections: ................................................................................................................................. 3
Project Only Trips to City/County Facilities: ............................................................................................ 3
Project Only Trips to State Facilities: ....................................................................................................... 4
Study Scenarios ............................................................................................................................................ 4
Existing Traffic Conditions ........................................................................................................................ 4
Existing plus Project Traffic Conditions .................................................................................................... 4
Near Term plus Project Traffic Conditions: .............................................................................................. 4
Cumulative Year 2035 plus Project Traffic Conditions ............................................................................. 4
Level of Service Analysis Methodology ..................................................................................................5
Criteria of Significance ..........................................................................................................................5
Operational Analysis Assumptions and Defaults ....................................................................................6
Existing Traffic Conditions .....................................................................................................................7
Roadway Network ........................................................................................................................................ 7
Collision Analysis .......................................................................................................................................... 9
Traffic Signal Warrants ............................................................................................................................... 11
Results of Existing Level of Service Analysis .............................................................................................. 11
Existing plus Project Traffic Conditions ................................................................................................ 15
Project Description..................................................................................................................................... 15
Project Access and Internal Circulation ..................................................................................................... 15
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Trip Generation .......................................................................................................................................... 15
Trip Distribution ......................................................................................................................................... 16
Bikeways .................................................................................................................................................... 16
Transit ........................................................................................................................................................ 16
Safe Routes to School ................................................................................................................................ 17
Traffic Signal Warrants ............................................................................................................................... 18
Results of Existing plus Project Level of Service Analysis .......................................................................... 18
Near Term plus Project Traffic Conditions ............................................................................................... 23
Description of Approved and Pipeline Projects ......................................................................................... 23
Traffic Signal Warrants ............................................................................................................................... 24
Results of Near Term plus Project Level of Service Analysis ...................................................................... 25
Cumulative Year 2035 plus Project Traffic Conditions ........................................................................... 29
Traffic Signal Warrants ............................................................................................................................... 29
Results of Cumulative Year 2035 plus Project Level of Service Analysis ................................................... 29
Project’s Trip Assignment to Caltrans Facilities ......................................................................................... 33
Queuing Analysis ................................................................................................................................ 37
Project’s Pro-Rata Fair Share of Future Transportation Improvements.................................................. 40
Conclusions and Recommendations..................................................................................................... 41
Existing Traffic Conditions ...................................................................................................................... 41
Existing plus Project Traffic Conditions .................................................................................................. 41
Near Term plus Project Traffic Conditions ............................................................................................. 42
Cumulative Year 2035 plus Project Traffic Conditions ........................................................................... 43
Queuing Analysis .................................................................................................................................... 46
Project’s Equitable Fair Share ................................................................................................................ 46
Study Participants ............................................................................................................................... 47
References .......................................................................................................................................... 47
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List of Figures
Figure 1: Vicinity Map ............................................................................................................................................. 13
Figure 2: Existing - Traffic Volumes, Geometrics and Controls................................................................................. 14
Figure 3: Project Site Plan ....................................................................................................................................... 20
Figure 4: 2018 Project Only Trips ............................................................................................................................ 21
Figure 5: Existing plus Project - Traffic Volumes, Geometrics and Controls ............................................................. 22
Figure 6: Near Term Projects' Trip Assignment ....................................................................................................... 27
Figure 7: Near Term plus Project - Traffic Volumes, Geometrics and Controls ......................................................... 28
Figure 8: 2035 Project Only Trips ............................................................................................................................ 34
Figure 9: Cumulative Year 2035 plus Project - Traffic Volumes, Geometrics and Controls ....................................... 35
Figure 10: State Route 180 at Temperance Avenue Interchange - 2035 Project Only Trips ...................................... 36
List of Tables
Table I: Five-Year Collision Analysis ........................................................................................................................ 10
Table II: Existing Intersection LOS Results ............................................................................................................... 12
Table III: Proposed Project Trip Generation ............................................................................................................ 16
Table IV: Existing plus Project Intersection LOS Results .......................................................................................... 19
Table V: Near Term Projects’ Trip Generation ......................................................................................................... 23
Table VI: Near Term plus Project Intersection LOS Results ...................................................................................... 26
Table VII: Cumulative Year 2035 plus Project Intersection LOS Results ................................................................... 33
Table VIII: Queuing Analysis.................................................................................................................................... 38
Table IX: Project’s Fair Share of Future Roadway Improvements ............................................................................ 40
List of Appendices
Appendix A: Scope of Work
Appendix B: Traffic Counts
Appendix C: Traffic Modeling
Appendix D: Methodology
Appendix E: Existing Traffic Conditions
Appendix F: Existing plus Project Traffic Conditions
Appendix G: Near Term plus Project Traffic Conditions
Appendix H: Cumulative Year 2035 plus Project Traffic Conditions
Appendix I: Signal Warrants
Appendix J: Collision History
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Tentative Tract 6201
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Introduction and Summary
Introduction
This report describes a Traffic Impact Analysis (TIA) prepared by JLB Traffic Engineering, Inc. (JLB) for the
proposed Tentative Tract 6201 (Project) at the northeast corner of Floradora Avenue and Armstrong
Avenue in the City of Fresno. The Project proposes to subdivide 39.51 acres with 257 single-family
residential units. Based on information provided to JLB, the Project is consistent with the City of Fresno
2035 General Plan. Figure 1 shows the location of the proposed Project site relative to the surrounding
roadway network.
The purpose of this TIA is to evaluate the potential on-site and off-site traffic impacts, identify short-term
roadway and circulation needs, determine potential mitigation measures, and identify any critical traffic
issues that should be addressed in the on-going planning process. The scope of work was prepared via
consultation with the City of Fresno, County of Fresno, and Caltrans staff.
Summary
The potential traffic impacts of the proposed Project were evaluated in accordance with the standards set
forth by the level of service (LOS) policy of the City of Fresno, County of Fresno and Caltrans.
Existing Traffic Conditions
A five-year collision analysis was completed for the study intersections summarizing the type of
collision, severity, violations and if it involved another vehicle, a pedestrian/bicyclist or a fixed object.
At present, the intersections of Olive Avenue and Temperance Avenue and Belmont Avenue and
Armstrong Avenue exceed their acceptable LOS threshold during one or both peak periods. To
improve their LOS, it is recommended that the intersection of Olive Avenue and Temperance Avenue
be signalized and that left-turn lanes be added to all approaches and that the intersection of Belmont
Avenue and Armstrong Avenue be controlled by an all-way stop.
Existing plus Project Traffic Conditions
A review of the Project local access roads to be constructed indicates that they are located at points
that minimize traffic operational impacts to the existing roadway network.
It is recommended that the Project incorporate a traffic calming measure such as a residential traffic
circle at the intersection of Carmen Avenue and Apricot Avenue.
At build-out, the Project is estimated to generate a maximum of 2,426 daily trips, 190 AM peak hour
trips and 254 PM peak hour trips.
It is recommended that the Project implement Class II bike lane along its frontage to Armstrong
Avenue.
To promote alternative modes of transportation to Temperance-Kutner Elementary School, it is
recommended that the Clovis Unified School District work with the City of Fresno and County of
Fresno to implement a Safe Routes to School plan and to seek grant funding to help build bikeways
and walkways where they are lacking within the one-mile radius of the existing school site.
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Under this scenario, the intersections of Olive Avenue and Temperance Avenue and Belmont Avenue
and Armstrong Avenue are projected to exceed their LOS threshold during one or both peak periods.
To improve their LOS, it is recommended that the intersection of Olive Avenue and Temperance
Avenue be signalized and that left-turn lanes be added to all approaches and that the intersection of
Belmont Avenue and Armstrong Avenue be controlled by an all-way stop.
Near Term plus Project Traffic Conditions
The total trip generation for the Near Term Projects is 111,763 daily trips, 7,843 AM peak hour trips
and 11,004 PM peak hour trips.
Under this scenario, the intersections of Temperance Avenue and Olive Avenue, Floradora Avenue and
Fowler Avenue, and Belmont Avenue and Armstrong Avenue are projected to exceed their LOS
threshold during one or both peak periods. To improve their LOS, it is recommended that the
intersection of Olive Avenue and Temperance Avenue be signalized and that left-turn lanes be added
to all approaches and that the intersection of Belmont Avenue and Armstrong Avenue be controlled
by an all-way stop. In addition, for the intersection of Floradora Avenue and Fowler Avenue it is
recommended that additional northbound, southbound and westbound approach lanes be added
while retaining the all-way stop controls. Additional details as to the recommended lane geometrics
for the intersection of Floradora Avenue and Fowler Avenue are found within the body of this Report.
The Project accounts for 2.1 percent of the daily trips, 2.4 percent of the AM peak hour trips and 2.3
percent of the PM peak hour trips of growth in traffic, while the rest can be attributable to the Near
Term Projects. Therefore, one can deduce that the majority of the mitigation measures presented
under this scenario may not be necessary immediately upon completion of the proposed Project.
Cumulative Year 2035 plus Project Traffic Conditions
Under this scenario, all of the study intersections are projected to exceed their LOS threshold during
both peak periods. To improve their LOS, various improvements are recommended. These include the
addition of lanes, modified intersection geometrics and traffic controls. At many of the intersections,
signalization is recommended, while at the intersection of Floradora Avenue and Fowler Avenue a
two-lane roundabout is recommended. Finally, at the intersection of Floradora Avenue and
Temperance Avenue it is recommended that access to Floradora Avenue be limited to left-in, right in
and right-out movements only. Additional details as to the recommended lane geometrics for the
intersections are found within the body of this Report.
Queuing Analysis
It is recommended that the City consider left- and right-turn lane storage lengths as indicated in the
Queuing Analysis.
Project’s Equitable Fair Share
It is recommended that the Project contribute its equitable Fair Share as presented in Table IX.
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TIA Scope of Work
The study focused on evaluating traffic conditions at study intersections that may potentially be impacted
by the proposed Project. On August 9, 2018, a Draft Scope of Work for the preparation of a Traffic Impact
Analysis for this Project was provided to the City of Fresno, County of Fresno and Caltrans for their review
and comment. Any comments to the proposed Scope of Work were to be provided by August 30, 2018.
On August 13, 2018, the County of Fresno responded to the Draft Scope of Work. The County of Fresno
requested that the intersection of Floradora Avenue and Fowler Avenue be included in the analysis.
Furthermore, the County requested that the TIA provide a Project trip assignment and an equitable fair
share percentage for the intersection of Olive Avenue and Fowler Avenue. On August 14, 2018, Caltrans
approved the scope of work as presented. On August 22, 2018, the City of Fresno responded to the Draft
Scope of Work and requested that the TIA include in its analysis the intersection of Belmont Avenue and
Armstrong Avenue, a five (5) year collision analysis of the study facilities, and that on-site circulation be
analyzed to identify if traffic calming measures should be considered.
Based on the comments received, this study includes the analysis of the additional intersections, equitable
fair share percentages, collision analysis, and on-site circulation review as requested by the County of
Fresno and City of Fresno. The City of Fresno also provided additional near term projects, which have been
included in the Near Term plus Project scenario as requested by the City. The Draft Scope of Work and the
comments received from the lead agency and responsible agencies are included in Appendix A.
Study Facilities
The existing peak hour turning movement and segment volume counts were conducted for the study
intersections between December 2017 and September 2018 while schools in the vicinity of the proposed
Project were in session. The intersection turning movement counts included pedestrian volumes. The
traffic counts for the existing study intersections and segments are contained in Appendix B. The existing
intersection turning movement volumes, intersection geometrics and traffic controls are illustrated in
Figure 2.
Study Intersections:
1. Clinton Avenue / Armstrong Avenue
2. McKinley Avenue / Armstrong Avenue (future)
3. McKinley Avenue / Temperance Avenue
4. Floradora Avenue / Fowler Avenue
5. Floradora Avenue / Armstrong Avenue
6. Floradora Avenue / Temperance Avenue
7. Olive Avenue / Armstrong Avenue
8. Olive Avenue / Temperance Avenue
9. Belmont Avenue / Armstrong Avenue
Project Only Trips to City/County Facilities:
1. Olive Avenue / Fowler Avenue
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Project Only Trips to State Facilities:
1. State Route 180 / Temperance Avenue
Study Scenarios
Existing Traffic Conditions
This scenario evaluates the Existing Traffic Conditions based on existing traffic volumes and roadway
conditions from traffic counts and field surveys conducted in the year in December 2017 through
September 2018.
Existing plus Project Traffic Conditions
This scenario evaluates total traffic volumes and roadway conditions based on the Existing plus Project
Traffic Conditions. The Existing plus Project traffic volumes were obtained by adding the 2018 Project Only
Trips to the Existing Traffic Conditions scenario. The 2018 Project Only Trips to the study intersections
were based on the Fresno COG Project Select Zone, the existing roadway network, engineering judgment,
residential and commercial densities, and the City of Fresno 2035 General Plan Circulation Element in the
vicinity of the Project. The Fresno COG Models for the Project Select Zone are contained in Appendix C.
Near Term plus Project Traffic Conditions:
This scenario evaluates total traffic volumes and roadway conditions based on the Near Term plus Project
Traffic Conditions. The Near Term plus Project traffic volumes were obtained by adding the Near Term
related trips to the Existing plus Project Traffic Conditions scenario.
Cumulative Year 2035 plus Project Traffic Conditions
This scenario evaluates total traffic volumes and roadway conditions based on the Cumulative Year 2035
plus Project Traffic Conditions. The Cumulative Year 2035 plus Project traffic volumes were obtained from
the Fresno COG traffic model runs (Base Year 2018 and Cumulative Year 2035) and existing traffic counts.
Under this scenario, the increment method, as recommended by the Model Steering Committee was
utilized to determine the Cumulative Year 2035 plus Project traffic volumes. The Fresno COG Models are
contained in Appendix C. It should be noted that this study assumes that McKinley Avenue will be
extended from Temperance Avenue west through Fowler Avenue by the year 2035 resulting in changes in
travel patterns and volumes.
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Level of Service Analysis Methodology
Level of Service (LOS) is a qualitative index of the performance of an element of the transportation system.
LOS is a rating scale running from “A” to “F”, with “A” indicating no congestion of any kind and “F”
indicating unacceptable congestion and delays. LOS in this study describes the operating conditions for
signalized and unsignalized intersections.
The Highway Capacity Manual (HCM) is the standard reference published by the Transportation Research
Board and contains the specific criteria and methods to be used in assessing LOS. Synchro software was
used to define LOS in this study. Details regarding these calculations are included in Appendix D.
A traffic impact is considered significant if it renders an unacceptable LOS on an intersection or roadway
segment, or if it worsens an already unacceptable LOS condition on an intersection or roadway segment.
At unsignalized intersections, a traffic impact would be considered “adverse but not significant” if the LOS
standard is exceeded but the projected traffic does not satisfy traffic signal warrants. Under these
conditions, the typical means to completely alleviate delays to stop-controlled vehicles would be to install
a traffic signal. However, the unmet signal warrants would imply that the reduction in delay for the stop-
controlled vehicles may not justify new delays that would be incurred by the major street traffic, which is
currently not stopped. Under these circumstances, the installation of a traffic signal would not be
recommended and the substandard LOS for stop-controlled vehicles would be considered an “adverse but
not significant” impact.
Criteria of Significance
The 2035 City of Fresno General Plan has established various degrees of acceptable level of service (LOS)
on its major streets, which are dependent on four (4) Traffic Impact Zones (TIZ) within the City. The
standard LOS threshold for TIZ I is LOS F, that for TIZ II is LOS E, that for TIZ III is LOS D, and that for TIZ IV is
LOS E. Additionally, the 2035 MEIR made findings of overriding consideration to allow a lower LOS
threshold than that established by the underlying TIZ’s. For those cases in which a LOS criterion for a
roadway segment differs from that of the underlying TIZ, such criteria are identified in the roadway
description. As all study facilities fall within TIZ III, LOS D is used to evaluate the potential significance of
LOS impacts to intersections and segments within this TIA pursuant to the 2035 City of Fresno General
Plan.
The County of Fresno has established LOS C as the acceptable level of traffic congestion on county roads
and streets that fall entirely outside the Sphere of Influence (SOI) of a City. For those areas that fall within
the SOI of a City, the LOS criteria of the City are the criteria of significance used in this report. LOS C is used
to evaluate the potential significance of LOS impacts to Fresno County intersections and segments, which
fall outside the City of Fresno SOI. In this case, all study facilities fall within the City of Fresno SOI and
therefore the City of Fresno LOS is utilized.
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Caltrans endeavors to maintain a target LOS at the transition between LOS C and D on State highway
facilities consistent with the Caltrans Guide for the Preparation of Traffic Impact Studies dated December
2002. However, Caltrans acknowledges that this may not always be feasible and recommends that the
lead agency consult with Caltrans to determine the appropriate target LOS. In this TIA, however, all study
facilities fall within the City of Fresno. Therefore, the City of Fresno LOS thresholds are utilized.
Operational Analysis Assumptions and Defaults
The following operational analysis values, assumptions and defaults were used in this study to ensure a
consistent analysis of LOS among the various scenarios.
Yellow time consistent with the California Manual of Uniform Traffic Control Devices (CA MUTCD)
based on approach speeds
Yellow time of 3.2 seconds for left-turn phases
All-red clearance intervals of 1.0 second for all phases
Walk intervals of 7.0 seconds
Flashing Don’t Walk based on 3.5 feet/second walking speed with yellow plus all-red clearance
subtracted and 2.0 seconds added
All new or modified signals utilize protective left-turn phasing
A 3 percent heavy vehicle factor
An average of 3 pedestrian calls per hour at signalized intersections
The number of observed pedestrians at existing intersections was utilized under all study scenarios
At existing intersections, the observed approach Peak Hour Factor (PHF) is utilized in the Existing,
Existing plus Project and Near Term plus Project scenarios
A PHF of 0.92, or the existing PHF if higher, is utilized in the Cumulative Year 2035 plus Project
scenario
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Existing Traffic Conditions
Roadway Network
The Project site and surrounding study area are illustrated in Figure 1. Important roadways serving the
Project are discussed below.
Clinton Avenue is an existing east-west two-lane, predominantly undivided collector adjacent to the
proposed Project. In this area, Clinton Avenue extends between Clovis Avenue and Locan Avenue and is
divided by a two-way left-turn lane for approximately 1,300 feet east of Fowler Avenue and between
Temperance Avenue and Locan Avenue. The City of Fresno 2035 General Plan Circulation Element
designates Clinton Avenue as a four-lane collector between Clovis Avenue and Locan Avenue; however,
the majority of Clinton Avenue has been developed as a two-lane collector.
Fowler Avenue is an existing north-south two- to four-lane collector adjacent to the proposed Project. In
this area, Fowler Avenue is a four-lane divided arterial north of Clinton Avenue and south of the State
Route 180 Interchange, and a two-lane undivided collector between Clinton Avenue and the State Route
180 Interchange. Fowler Avenue extends south from the City of Clovis SOI and beyond the City of Fresno
SOI. The City of Fresno 2035 General Plan Circulation Element designates Fowler Avenue as a four-lane
divided arterial through the City of Fresno SOI. Furthermore, the City of Fresno 2035 General Plan
Circulation Element acknowledged that Fowler Avenue would exceed LOS D as a four-lane facility between
McKinley Avenue and Olive Avenue. However, City Council made the appropriate findings to designate
LOS F as the criteria of significance for Fowler Avenue as a four-lane facility between McKinley Avenue and
Olive Avenue.
Armstrong Avenue is an existing north-south two-lane undivided collector in the vicinity of the proposed
Project. Armstrong Avenue extends south from the City of Clovis SOI to approximately 2,000 feet south of
Belmont Avenue. The City of Fresno 2035 General Plan Circulation Element designates Armstrong Avenue
as two-lane collector between the City of Clovis SOI and Belmont Avenue.
Temperance Avenue is an existing north-south, predominantly two-lane divided expressway in the vicinity
of the proposed Project. Temperance Avenue extends south from the City of Clovis SOI beyond the City of
Fresno SOI. The City of Fresno 2035 General Plan Circulation Element designates Temperance Avenue as a
six-lane super arterial through the City of Fresno SOI. Furthermore, the City of Fresno 2035 General Plan
Circulation Element acknowledged that Temperance Avenue would exceed LOS D as a six-lane facility
between Shields Avenue and McKinley Avenue. However, City Council made the appropriate findings to
designate LOS E as the criteria of significance for Temperance Avenue as a six-lane facility between Shields
Avenue and McKinley Avenue. However, it is JLB's understanding that the City of Fresno is working on a
transportation planning study to determine if Temperance Avenue between Clinton Avenue and State
Route 180 should continue to be planned as a six-lane super arterial or if it should be reduced to a four-
lane super arterial.
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McKinley Avenue is a planned future east-west two-lane collector adjacent to the proposed Project.
McKinley Avenue exists as a four-lane divided arterial west of Clovis Avenue and a two-lane undivided
arterial east of Temperance Avenue. In this area, McKinley Avenue will ultimately exist east of Fowler
Avenue and extend northwest to connect to Sunnyside Avenue. The City of Fresno 2035 General Plan
Circulation Element designates McKinley Avenue as a two-lane collector east of Sunnyside Avenue through
the City of Fresno SOI.
Floradora Avenue is an existing east-west two-lane undivided local roadway in the vicinity of the proposed
Project. In this area, Floradora Avenue extends between Fowler Avenue and Temperance Avenue. The City
of Fresno 2035 General Plan Circulation Element designates Floradora Avenue as a local roadway
throughout the City of Fresno.
Olive Avenue is an existing east-west two-lane collector in the vicinity of the proposed Project. In this
area, Olive Avenue is an undivided collector west of Fowler Avenue and is divided by a two-way left-turn
lane east of Fowler Avenue. This segment of Olive Avenue extends between the western limits of the City
of Fresno SOI and Fancher Avenue in the City of Fresno. The City of Fresno 2035 General Plan Circulation
Element designates Olive Avenue a two-lane undivided collector between Grantland Avenue and Marks
Avenue, as a four-lane undivided collector between Marks Avenue and Fruit Avenue, as a two-lane
undivided collector between Fruit Avenue and Blackstone Avenue, as a four-lane undivided collector
between Blackstone Avenue and Temperance Avenue, and as a two-lane undivided collector between
Temperance Avenue and Fancher Avenue. The Fresno General Plan Circulation Element acknowledged
that additional lanes would be necessary for Olive Avenue between Fulton Street and San Pablo Avenue
by the year 2035. However, City Council made the appropriate findings to designate LOS E as the criteria
of significance for this segment of Olive Avenue as a two-lane facility.
Belmont Avenue is an existing east-west two- to three-lane, arterial in the vicinity of the proposed Project.
In this area, Belmont Avenue extends through the City of Fresno SOI. The 2035 City of Fresno General Plan
Circulation Element designates Belmont Avenue as a two-lane collector between Grantland Avenue and
Cornelia Avenue, a four-lane collector between Cornelia Avenue and West Avenue, a two-lane collector
between West Avenue and Cedar Avenue, a four-lane collector between Cedar Avenue and Chestnut
Avenue, a four-lane arterial between Chestnut Avenue and Temperance Avenue, and a two-lane collector
east Temperance Avenue through the City of Fresno SOI. The 2035 City of Fresno General Plan Circulation
Element acknowledged that additional lanes would be necessary for Belmont Avenue between Parkview
Drive and Model Drive, Weber Avenue and Broadway Avenue, and Abby Street and Cedar Avenue by the
year 2035. However, City Council made the appropriate findings to designate LOS E or F as the criteria of
significance for these segments of Belmont Avenue.
State Route 180 is an existing east-west six-lane freeway in the vicinity of the proposed Project. State
Route 180 connects southeast and southwest Fresno with Downtown Fresno and has freeway-to-freeway
interchanges at State Route 41, State Route 99 and State Route 168. East of Fresno State Route 180 also
provides access to Kings Canyon and Sequoia National Parks, while west of Fresno State Route 180
connects to the cities of Kerman and Mendota.
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Collision Analysis
JLB conducted a search of the Statewide Integrated Traffic Records System (SWITRS) to obtain collision
reports for the most recent five-year period (January 1, 2013 to December 31, 2017). The SWITRS “is a
database that serves as a means to collect and process data gathered from a collision scene. The internet
SWITRS application is a tool by which CHP staff and members of its Allied Agencies throughout California
can request various types of statistical reports in an electronic format.” All collision reports between
January 1, 2013 and December 31, 2017 were included in the collision analysis. In the five-year period, a
total of 29 collisions were reported within the influence zone (assumed to be within 300 feet) of the nine
(9) study intersections. The SWITRS collision data are found in Appendix J.
Table I summarizes the type of collision, severity, violations and if it involved another vehicle, a
pedestrian/bicyclist or a fixed object. Based on the five (5) year collision data within SWITRS all study
intersections have experienced a relatively low average number of collisions per year. The intersection
with the highest number of reported collisions is that of Floradora Avenue and Fowler Avenue which has
been recently changed from a one-way stop controlled to an all-way stop controlled intersection. None of
the study intersections have experienced a number of collisions that would help determine a pattern
which in turn can be analyzed to determine if the existing lane geometrics or traffic controls should be
modified. Therefore, the number of correctable collisions at the study intersections is less than significant.
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October 23, 2018
Table I: Five-Year Collision Analysis
ID Intersection Number of Collisions Type of Collision Severity Violation Involved
With Broadside Rear End Head-On Hit Object Sideswipe Other Fatal Injury (Severe) Injury (Other Visible) Injury (Complaint of Pain) PDO (Property Damage Only) Traffic Signals & Signs Right of Way Unsafe Speed Other Than Drive (or Pd ti ) Improper Turning DUI Pedestrian Violation Pedestrian / bicyclist Other Motor Vehicle Fixed Object 1
Armstrong Ave
/
Clinton Ave
1 1 - - - - - - - - - 1 - 1 - - - - - - 1 -
3
Temperance Ave
/
McKinley Ave
3 1 1 - - 1 - - - - 1 2 - - 1 - 1 1 - - 3 -
4
Floradora Ave
/
Fowler Ave
7 2 2 - 2 - 1 - - - 6 1 2 - 4 1 - 2 - - 4 3
5
Floradora Ave
/
Armstrong Ave
4 3 - - 1 - - - - - 2 2 - 3 - 1 - - - - 3 1
6
Floradora Ave
/
Temperance Ave
1 1 - - - - - - - - 1 - - 1 - - - - - - 1 -
7
Olive Ave
/
Armstrong Ave
2 1 1 - - - - - - - - 2 - 2 - - - - - - 2 -
8
Olive Ave
/
Temperance Ave
4 - 1 1 - 2 - - - - 1 3 1 - 1 - 2 - - - 4 -
9
Belmont Ave
/
Armstrong Ave
4 4 - - - - - - - - 3 1 - 4 - - 1 - - - 4 -
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Traffic Signal Warrants
Eight-hour and four-hour traffic signal warrants, as appropriate, were prepared for the unsignalized
intersections in the Existing Traffic Conditions scenario. These warrants are found in Appendix I. These
warrants were prepared pursuant to the CA MUTCD guidelines for the preparation of traffic signal
warrants. Under this scenario, the intersection of Olive Avenue and Temperance Avenue satisfies both of
the signal warrants, while the intersections of McKinley Avenue and Temperance Avenue, Olive Avenue
and Armstrong Avenue, and Belmont Avenue and Armstrong Avenue satisfy the four-hour warrant only.
Based on the signal warrants and engineering judgement, it is recommended that the intersection of Olive
Avenue and Temperance Avenue be signalized. However, signalization is not recommended for the
intersections of McKinley Avenue and Temperance Avenue, and Olive Avenue and Armstrong Avenue,
especially since these intersections currently operate at an acceptable LOS during both peak periods.
While the south leg of the intersection of Belmont Avenue and Armstrong Avenue exceeds the City's LOS
threshold during the AM peak, its traffic volume is presently two trips, and for this reason signalization of
this intersection is also not recommended at this time. It is worth noting that the CA MUTCD states
“satisfaction of a signal warrant or warrants shall not in itself require the installation of a traffic signal.”
Therefore, it is recommended that prior to the installation of a traffic signal at the intersections of
McKinley Avenue and Temperance Avenue, Olive Avenue and Armstrong Avenue, and Belmont Avenue
and Armstrong Avenue, investigation of CA MUTCD warrants 4 and 7, as applicable, be conducted for
these intersections.
Results of Existing Level of Service Analysis
Figure 2 illustrates the Existing Traffic Conditions turning movement volumes, intersection geometrics and
traffic controls. LOS worksheets for the Existing Traffic Conditions scenario are provided in Appendix E.
Table II presents a summary of the Existing peak hour LOS at the study intersections. At present, the
intersections of Olive Avenue and Temperance Avenue and Belmont Avenue and Armstrong Avenue
exceed their acceptable LOS threshold during one or both peak periods. The intersection of Armstrong
Avenue and Belmont Avenue is operating at LOS E during the AM peak period. For two-way stop-
controlled intersections, the recorded delay is for the worst approach. In this case, the worst approach
was that for the northbound movement. On the day that these counts were collected, this movement
observed only two (2) northbound left-turn turn trips – the most difficult movement to make.
Furthermore, since the delay for each approach is an average of the delay experienced by all the
movements for that approach, the LOS results are far worse than reality. If this approach had only one (1)
northbound right-turn trip – the easiest movement to make – on the day these counts were collected, the
average delay for the northbound approach would be recorded at 34.7 seconds, yielding LOS D. Therefore,
the LOS operations at this intersection are considered adverse but not significant.
To improve the LOS of the intersection of Olive Avenue and Temperance Avenue, it is recommended that
the following improvements be implemented.
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Add an eastbound left-turn lane;
Modify the eastbound left-through-right lane to a through-right lane;
Add a westbound left-turn lane;
Modify the westbound left-through-right lane to a through-right lane;
Add a northbound left-turn lane;
Modify the northbound left-through-right lane to a through-right lane;
Add a southbound left-turn lane;
Modify the southbound left-through-right lane to a through-right lane;
Signalize the intersection with protective left turn phasing; and
Modify the intersection to accommodate the added lanes.
Table II: Existing Intersection LOS Results
ID Intersection Intersection Control
AM Peak Hour PM Peak Hour
Average Delay
(sec/veh) LOS Average Delay
(sec/veh) LOS
1 Clinton Avenue / Armstrong Avenue All-Way STOP 21.2 C 10.9 B
2 McKinley Avenue / Armstrong Avenue Does Not Exist N/A N/A N/A N/A
3 McKinley Avenue / Temperance Avenue One-Way STOP 18.1 C 17.0 C
4 Floradora Avenue / Fowler Avenue All-Way STOP 12.5 B 15.3 C
5 Floradora Avenue / Armstrong Avenue Two Way STOP 19.8 C 13.7 B
6 Floradora Avenue / Temperance Avenue Two-Way STOP 22.3 C 19.7 C
7 Olive Avenue / Armstrong Avenue All-Way Stop 18.5 C 13.5 B
8 Olive Avenue / Temperance Avenue All-Way STOP 69.3 F 37.2 E
Signalized (Improved) 20.8 C 17.8 B
9 Belmont Avenue / Armstrong Avenue Two Way STOP 47.6 E 19.8 C
Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls
LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.
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Vicinity Map
Figure 1
4 6
1
2 3
N
Not To Scale
LEGEND
FLORADORA AVE
OLIVE AVE
McKINLEY AVE
BELMONT AVESUNNYSIDE AVELOCAN AVETULARE AVE
CLINTON AVE
SHIELDS AVE
7 8
= STUDY INTERSECTION#
= PROJECT LOCATION
ASHLAN AVE
DAKOTA AVE
GETTYSBURG AVE
5
9FOWLER AVEARMSTRONG AVETEMPERANCE AVEDeWOLF AVE= FUTURE ROADWAY
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Existing - Traffic Volumes, Geometrics and Controls
Figure 2
4 6
1
2 3
N
Not To Scale
LEGEND
FLORADORA AVE
OLIVE AVE
McKINLEY AVE
BELMONT AVEFOWLER AVEARMSTRONG AVETEMPERANCE AVELOCAN AVETULARE AVE DeWOLF AVECLINTON AVE
SHIELDS AVE
7 8
5
947(14)423(128)42(12)10(13)Clinton AveArmstrong AveClinton AveArmstrong Ave &1.153(307)16(10)33(7)
131(30)
57(6)
18(13)
55(98)
30(64)34(5)541(354)0(1)0(0)Floradora Ave
Private RdTemperance AveFloradora AveTemperance Ave &6.474(586)2(1)3(1)
0(1)
0(0)
4(2)
0(1)
10(4)440(498)15(3)15(8)Floradora AveFowler AveFloradora AveFowler Ave &4.367(461)2(10)
13(9)5(13)441(470)3(3)82(157)McKinley AveArmstrong AveMcKinley AveArmstrong Ave &2.346(435)15(6)0(7)
110(47)
461(201)
23(31)
38(62)
17(24)427(269)46(48)153(89)McKinley AveTemperance AveMcKinley AveTemperance Ave &3.346(526)65(35)
41(23)364(102)205(87)22(19)89(61)Olive AveArmstrong AveOlive AveArmstrong Ave &7.134(238)46(12)31(8)
238(92)
87(15)
12(11)
80(151)
40(133)89(34)374(300)7(17)46(77)Olive AveTemperance AveOlive AveTemperance Ave &8.380(477)15(12)28(15)
158(45)
160(74)
19(31)
63(79)
77(95)
= STOP SIGN
= FUTURE ROADWAY
= STUDY INTERSECTION#
= PROJECT LOCATION
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
XX
(XX)DOES N
OT EXIST277(98)4(5)38(24)0(3)Belmont AveArmstrong AveBelmont AveArmstrong Ave &9.0(2)2(6)63(23)
114(140)
5(2)
0(0)
116(190)
261(247)2(1)564(197)0(3)6(8)Floradora AveArmstrong AveFloradora AveArmstrong Ave &5.187(372)3(1)9(4)
6(2)
42(3)
12(1)
5(3)
3(3)5(13)441(470)3(3)82(157)Olive AveFowler AveFowler AveOlive Ave &10.346(435)15(6)0(7)
110(47)
461(201)
23(31)
38(62)
17(24)
10
#= FAIR SHARE ONLY
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Existing plus Project Traffic Conditions
Project Description
The Project proposes to subdivide 39.51 acres with 257 single-family residential units. The Project is
located at the northeast corner of Floradora Avenue and Armstrong Avenue. Based on information
provided to JLB, the Project is consistent with the City of Fresno 2035 General Plan. Figure 3 illustrates the
latest Project Site Plan.
The annexation associated with the Project will include properties adjacent to the Project site that are not
specifically part of the Project. No change to the City of Fresno 2035 General Plan is associated with these
properties. Development of these properties is assumed to have occurred by the Cumulative Year 2035
scenario, consistent with the City of Fresno 2035 General Plan.
Project Access and Internal Circulation
Based on the latest Project Site Plan, access to and from the Project site will be from three (3) points for
the Existing plus Project Traffic Conditions and Near Term plus Project Traffic Conditions scenarios and five
(5) points for the Cumulative Year 2035 plus Project Traffic Conditions scenario. The Existing plus Project
and Near Term plus Project scenarios will have two access points to the east side of Armstrong Avenue
and one access point to the north side of Floradora Avenue. The access points to Armstrong Avenue will
be located at points approximately 380 and 860 feet north of Floradora Avenue respectively. Both access
points to Armstrong Avenue are proposed as full access points. The access to Floradora Avenue is
proposed at a point approximately 500 feet east of Armstrong Avenue and is proposed as a full access
point. The Cumulative Year 2035 plus Project scenario will include the access points described above with
the addition of two other access points to be located on the south side of the future McKinley Avenue at
approximately 1,300 and 1,800 feet east of Armstrong Avenue. Both access points to the south side of
McKinley Avenue are also planned as full access points. JLB analyzed the location of the proposed access
points relative to the existing local roads and driveways in the Project’s vicinity. A review of the Project
local access points to be constructed indicates that they are located at points that minimize traffic
operational impacts to the existing roadway network.
JLB also analyzed the conceptual roadways within the Project. Based on this review, it is recommended
that the Project incorporate a traffic calming measures such as a residential traffic circle at the
intersection of Carmen Avenue and Apricot Avenue.
Trip Generation
Trip generation rates for the proposed Project were obtained from the 10th Edition of the Trip Generation
Manual published by the Institute of Transportation Engineers (ITE). Table III presents the trip generation
for the proposed Project with trip generation rates for Single-Family Detached Housing. At build-out, the
Project is estimated to generate a maximum of 2,426 daily trips, 190 AM peak hour trips and 254 PM peak
hour trips.
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Table III: Proposed Project Trip Generation
Note: d.u. = Dwelling Units
Trip Distribution
The trip distribution assumptions were developed based on existing travel patterns, the Fresno COG traffic
model runs, data provided by the developer, knowledge of the study area, engineering judgment, existing
residential and commercial densities, and the City of Fresno 2035 General Plan Circulation Element. Figure
4 illustrates the 2018 Project Only Trips to the study intersections.
Bikeways
Currently, bike lanes exist in the vicinity of the proposed Project site along Armstrong Avenue and Olive
Avenue. The City of Fresno Active Transportation Plan recommends that Class II Bike Lanes be
implemented on: 1) Clinton Avenue between Clovis Avenue and Locan Avenue, 2) Fowler Avenue south of
Clinton Avenue, 3) Armstrong Avenue south of the City of Clovis SOI, 4) Temperance Avenue through the
City of Fresno SOI, and 5) Olive Avenue between the western limits of the City of Fresno SOI and Fancher
Avenue in the City of Fresno. Therefore, it is recommended that the Project implement a Class II bike lane
along its frontage to Armstrong Avenue. Furthermore, it is recommended that a Class I Bike Path be
implemented along the canal bank that runs along the McKinley Avenue alignment.
Transit
Fresno Area Express (FAX) is the transit operator in the City of Fresno. At present, there are no FAX transit
routes that operate in the vicinity of the proposed Project. The closest is FAX Route 45, which runs on
Princeton Avenue and Fowler Avenue, approximately 1.24 miles to the north of the proposed Project.
Route 45 operates at 60-minute intervals on weekdays and weekends and its nearest stop to the Project
site is located on the south side of Princeton Avenue approximately 150 feet west of Fowler Avenue. This
route provides a direct connection to Palm Lakes Golf Course, Bullard High School, Gillis Library, Fresno
High School, Fresno City College, Manchester Transit Center, Army Navy Reserve and the Shields/Fowler
Industrial Park. Retention of the existing and expansion of future transit routes is dependent on transit
ridership demand and available funding.
Land Use (ITE Code) Size Unit
Daily AM Peak Hour PM Peak Hour
Rate Total Trip
Rate
In Out In Out Total Trip
Rate
In Out In Out Total % %
Single-Family
Detached Housing (210) 257 d.u. 9.44 2,426 0.74 25 75 48 142 190 0.99 63 37 160 94 254
Total Project Trips 2,426 48 142 190 160 94 254
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Safe Routes to School
Kindergarten through 12th grade students from the Project will be served by the Clovis Unified School
District. The Clovis Unified School District provides transportation for students who live in excess of an
established radius zone. The zone is a radius of 1 mile for grades Kindergarten through 6th and 2.5 miles
for grades 7th through 12th.
Based on the attendance area boundaries at the time of the preparation of this TIA, elementary school
students would attend Temperance-Kutner Elementary School located on the southeast corner of Olive
Avenue and Armstrong Avenue. Temperance-Kutner Elementary School is located 0.27 and 0.61 miles
from the nearest and farthest future home on the Project. Therefore, it is anticipated that the majority of
elementary school students will need to walk, bike or be driven to school.
The most direct path from the Project to the Temperance-Kutner Elementary School campus would begin
from the west most end of the Project along the east side of Armstrong Avenue. Although there is a lack of
walkways along the east side of Armstrong Avenue, it is anticipated that students would proceed south
along the east side of Armstrong Avenue towards the intersection of Floradora Avenue and Armstrong
Avenue. The intersection of Floradora Avenue and Armstrong Avenue is controlled by a two-way stop and
contains unmarked crosswalks on all approaches. Students would proceed to cross Floradora Avenue
along the east side of Armstrong Avenue and continue to head south along the east side of Armstrong
Avenue towards the intersection of Olive Avenue and Armstrong Avenue. The intersection of Olive Avenue
and Armstrong Avenue is controlled by an all-way stop and contains marked crosswalks on the
westbound, northbound and southbound approaches. Students would proceed to cross Olive Avenue
along the east side of Armstrong Avenue and proceed south along the east side of Armstrong Avenue until
reaching a campus entrance. Since the walking distance between the Project and the Temperance-Kutner
Elementary School campus is between 0.27 and 0.61 miles and there are no walkways in between, it is
anticipated that a large percentage of elementary school students will likely be driven to school. To
promote alternative modes of transportation to Temperance-Kutner Elementary School, it is
recommended that the Clovis Unified School District work with the City of Fresno and County of Fresno to
implement a Safe Routes to School plan and to seek grant funding to help build bikeways and walkways
where they are lacking within the one-mile radius of the existing school site.
Based on the attendance area boundaries at the time of the preparation of this TIA, middle school
students would attend Reyburn Intermediate School located on the southeast quadrant of Gettysburg
Avenue and DeWolf Avenue. Reyburn Intermediate School is located 2.80 and 3.05 miles from the nearest
and farthest future home on the Project. Therefore, it is anticipated that middle school students will be
bused from the Project to school.
Based on the attendance area boundaries at the time of the preparation of this TIA, high school students
would attend Clovis East High School located on the southeast quadrant of Gettysburg Avenue and
DeWolf Avenue. Clovis East High School is located 2.80 and 3.10 miles away from the nearest and farthest
future home on the Project. Therefore, it is anticipated that high school students will be bused from the
Project to school.
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Traffic Signal Warrants
Peak hour traffic signal warrants, as appropriate, were prepared for the unsignalized intersections in the
Existing plus Project Traffic Conditions scenario. These warrants are found in Appendix I. The effects of
right-turning traffic from the minor approach onto the major approach were taken into account using
engineering judgement pursuant to the CA MUTCD guidelines for the preparation of traffic signal
warrants. Under this scenario, the intersections of Clinton Avenue and Armstrong Avenue and Belmont
Avenue and Armstrong Avenue satisfy the peak hour signal warrant during the AM peak only, while the
intersections of Olive Avenue and Armstrong Avenue and Olive Avenue and Temperance Avenue satisfy
the peak hour signal warrant during both peak periods. Based on the signal warrants and engineering
judgement, signalization of the intersection of Olive Avenue and Temperance Avenue is recommended,
whereas signalization of the intersections of Clinton Avenue and Armstrong Avenue, McKinley Avenue and
Temperance Avenue, and Olive Avenue and Armstrong Avenue is not recommended, especially since
these intersections are projected to operate at an acceptable LOS during both peak periods. While the
south leg of the intersection of Belmont Avenue and Armstrong Avenue exceeds the City's LOS threshold
during the AM peak, its traffic volume is very low at six (6) trips, and for this reason signalization of this
intersection is also not recommended under this scenario. It is worth noting that the CA MUTCD states
that “satisfaction of a signal warrant or warrants shall not in itself require the installation of a traffic
signal.” Therefore, it is recommended that prior to the installation of a traffic signal at the intersections of
McKinley Avenue and Temperance Avenue, Olive Avenue and Armstrong Avenue, and Belmont Avenue
and Armstrong Avenue, investigation of CA MUTCD warrants 4 and 7, as applicable, be conducted for
these intersections.
Results of Existing plus Project Level of Service Analysis
The Existing plus Project Traffic Conditions scenario assumes that the existing roadway geometrics and
traffic controls will remain in place. Figure 5 illustrates the Existing plus Project turning movement
volumes, intersection geometrics and traffic controls. LOS worksheets for the Existing plus Project Traffic
Conditions scenario are provided in Appendix F. Table IV presents a summary of the Existing plus Project
peak hour LOS at the study intersections.
Under this scenario, the intersections of Olive Avenue and Temperance Avenue and Belmont Avenue and
Armstrong Avenue are projected to exceed their LOS threshold during one or both peak periods. To
improve the LOS of these intersections, it is recommended that the following improvements be
implemented.
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Olive Avenue / Temperance Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through-right lane to a through-right lane;
o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through-right lane;
o Add a northbound left-turn lane;
o Modify the northbound left-through-right lane to a through-right lane;
o Add a southbound left-turn lane;
o Modify the southbound left-through-right lane to a through-right lane;
o Signalize the intersection with protective left turn phasing; and
o Modify the intersection to accommodate the added lanes.
Belmont Avenue / Armstrong Avenue
o Implement All-Way STOP controls
Table IV: Existing plus Project Intersection LOS Results
ID Intersection Intersection Control
AM Peak Hour PM Peak Hour
Average Delay
(sec/veh) LOS Average Delay
(sec/veh) LOS
1 Clinton Avenue / Armstrong Avenue All-Way Stop 25.2 C 12.4 B
2 McKinley Avenue / Armstrong Avenue Does Not Exist N/A N/A N/A N/A
3 McKinley Avenue / Temperance Avenue Two-Way Stop 18.6 C 17.6 C
4 Floradora Avenue / Fowler Avenue All-Way Stop 12.6 B 15.4 C
5 Floradora Avenue / Armstrong Avenue Two-Way Stop 23.7 C 15.8 C
6 Floradora Avenue / Temperance Avenue Two-Way Stop 19.4 C 18.0 C
7 Olive Avenue / Armstrong Avenue All-Way Stop 21.1 C 15.9 C
8 Olive Avenue / Temperance Avenue All-Way Stop 73.4 F 42.2 E
Signalized (Mitigated) 20.0 C 21.0 C
9 Belmont Avenue / Armstrong Avenue Two-Way Stop 36.2 E 22.7 C
All-Way Stop (Mitigated) 17.6 C 11.7 B
Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls
LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.
004-069 - 08/09/18 - JR
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Project Site Plan
Figure 3
NNot To Scale
004-069 - 10/12/18 - JR/JA
1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710
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2018 Project Only Trips
Figure 4
4 6
1
2 3
N
Not To Scale
LEGEND
FLORADORA AVE
OLIVE AVE
McKINLEY AVE
BELMONT AVEFOWLER AVEARMSTRONG AVETEMPERANCE AVELOCAN AVETULARE AVE DeWOLF AVECLINTON AVE
SHIELDS AVE
7 8
5
97(17)10(8)Clinton AveArmstrong AveClinton AveArmstrong Ave &1.14(21)30(10)2(36)7(16)Floradora Ave
Private RdTemperance AveFloradora AveTemperance Ave &6.6(16)17(11)
4(5)6(2)Floradora AveFowler AveFloradora AveFowler Ave &4.
0(2)5(13)441(470)3(3)82(157)McKinley AveArmstrong AveMcKinley AveArmstrong Ave &2.346(435)15(6)0(7)
110(47)
461(201)
23(31)
38(62)
17(24)5(13)2(3)McKinley AveTemperance AveMcKinley AveTemperance Ave &3.2(2)2(3)34(18)32(18)1(0)Olive AveArmstrong AveOlive AveArmstrong Ave &7.13(40)0(2)
6(31)15(11)2(0)Olive AveTemperance AveOlive AveTemperance Ave &8.6(15)0(1)0(1)
= STOP SIGN
= FUTURE ROADWAY
= STUDY INTERSECTION#
= PROJECT LOCATION
= AM PROJECT ONLY TRIPS
= PM PROJECT ONLY TRIPS
XX
(XX)DOES N
OT EXIST17(10)13(8)2(0)Belmont AveArmstrong AveBelmont AveArmstrong Ave &9.4(16)1(3)
8(20)0(1)61(33)7(8)6(13)Floradora AveArmstrong AveFloradora AveArmstrong Ave &5.13(60)3(13)
0(1)
6(3)
2(2)
4(0)
004-069 - 10/11/18 - JA
1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710
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Existing plus Project - Traffic Volumes, Geometrics and Controls
Figure 5
4 6
1
2 3
N
Not To Scale
LEGEND
FLORADORA AVE
OLIVE AVE
McKINLEY AVE
BELMONT AVEFOWLER AVEARMSTRONG AVETEMPERANCE AVELOCAN AVETULARE AVE DeWOLF AVECLINTON AVE
SHIELDS AVE
7 8
5
947(14)430(145)42(12)20(21)Clinton AveArmstrong AveClinton AveArmstrong Ave &1.167(328)46(20)33(7)
131(30)
57(6)
20(49)
55(98)
30(64)41(21)541(354)0(1)0(0)Floradora Ave
Private RdTemperance AveFloradora AveTemperance Ave &6.474(586)8(17)3(1)
0(1)
0(0)
21(13)
0(1)
14(9)440(498)21(5)15(8)Floradora AveFowler AveFloradora AveFowler Ave &4.367(461)2(12)
13(9)5(13)441(470)3(3)82(157)McKinley AveArmstrong AveMcKinley AveArmstrong Ave &2.346(435)15(6)0(7)
110(47)
461(201)
23(31)
38(62)
17(24)432(282)46(48)155(92)McKinley AveTemperance AveMcKinley AveTemperance Ave &3.348(528)65(35)
43(26)398(120)237(105)23(19)89(61)Olive AveArmstrong AveOlive AveArmstrong Ave &7.147(278)46(12)31(10)
238(92)
87(15)
12(11)
80(151)
46(164)89(34)389(311)9(17)46(77)Olive AveTemperance AveOlive AveTemperance Ave &8.386(492)15(13)28(16)
158(45)
160(74)
19(31)
63(79)
77(95)
= STOP SIGN
= FUTURE ROADWAY
= STUDY INTERSECTION#
= PROJECT LOCATION
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
XX
(XX)DOES N
OT EXIST294(108)17(13)40(24)0(3)Belmont AveArmstrong AveBelmont AveArmstrong Ave &9.4(18)2(6)64(26)
114(140)
5(2)
0(0)
116(190)
269(267)2(2)625(230)7(11)12(21)Floradora AveArmstrong AveFloradora AveArmstrong Ave &5.200(432)3(1)12(17)
6(3)
48(6)
12(1)
7(5)
7(3)
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Near Term plus Project Traffic Conditions
Description of Approved and Pipeline Projects
Approved and Pipeline Projects consist of developments that are either under construction, built but not
fully occupied, are not built but have final site development review (SDR) approval, or for which the lead
agency or responsible agencies have knowledge of. The City of Fresno, County of Fresno and Caltrans staff
were consulted throughout the preparation of this TIA regarding approved and/or known projects that
could potentially impact the study intersections. JLB staff conducted a reconnaissance of the surrounding
area to confirm the Near Term Projects. Furthermore, the City of Fresno provided JLB with a few Near
Term Projects that were also included in the Near Term plus Project Traffic Conditions scenario. Therefore,
the projects listed in Table V were approved, near approval, or in the pipeline within the proximity of the
proposed Project.
The trip generation listed in Table V is that which is anticipated to be added to the streets and highways by
these projects between the time of the preparation of this report and five years after buildout of the
proposed Project. As shown in Table V, the total trip generation for the Near Term Projects is 111,763
daily trips, 7,843 AM peak hour trips and 11,004 PM peak hour trips. Figure 6 illustrates the location of the
approved, near approval, or pipeline projects and their combined trip assignment to the study
intersections under the Near Term plus Project Traffic Conditions scenario.
Table V: Near Term Projects’ Trip Generation
Approved Project
Location
Approved or Pipeline
Project Name
Daily
Trips
AM
Peak Hour
PM
Peak Hour
A TT 5171 (portion of)1 727 57 76
B TT 5341 (portion of)2 887 70 93
C TT 54242 1,369 107 144
D TT 54642 1,680 132 176
E TT 54981 755 59 79
F TT 5501 746 58 78
G TT 5531 (portion of)2 1,246 98 131
H TT 5571 1,548 121 162
I TT 5592 2,436 191 255
J TT 56052 434 34 46
K TT 5626 (portion of)1 264 21 28
L TT 56382 3,351 263 351
M TT 5717 (portion of)3 7,051 440 698
N TT 59133 1,029 81 108
O TT 59531 887 70 93
P TT 6023 3,578 280 375
Q TT 6080 727 57 76
R TT 6101 425 33 45
S TT 6107 (portion of)1 670 53 70
T TT 61301 1,650 275 314
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Table V: Near Term Projects’ Trip Generation (cont.)
Approved Project
Location
Approved or Pipeline
Project Name
Daily
Trips
AM
Peak Hour
PM
Peak Hour
U TT 61311 3,795 297 398
V TT 61641 425 33 45
W TT 61741 689 54 72
X TT 61914 1,038 81 109
Y TT 61931 1,510 118 158
Z TT 62144 1,982 155 208
AA TT 62254 887 70 94
AB Creekside Village Apartments 1,457 92 111
AC Fancher Creek Town Center (portion of)1 62,596 3,251 5,942
AD CUSD Elementary School Fowler McKinley4 1,418 503 128
AE CUSD Elementary School Shields Locan4 1,418 503 128
AF Neighborhood Shopping Center (portion of)3 2,065 148 159
AG Sunnyside Market3 1,023 38 54
Total Approved and Pipeline Project Trips 111,763 7,843 11,004
Note: 1 = Trip Generation prepared by JLB Traffic Engineering, Inc. based on readily available information
2 = Trip Generation based on Peters Engineering Traffic Impact Analysis Report
3 = Trip Generation based on TJKM Traffic Impact Analysis Report
4 = Trip Generation based on JLB Traffic Engineering, Inc. Traffic Impact Analysis Report
Traffic Signal Warrants
Peak hour traffic signal warrants, as appropriate, were prepared for the unsignalized intersections in the
Near Term plus Project Traffic Conditions scenario. These warrants are found in Appendix I. The effects of
right-turning traffic from the minor approach onto the major approach were taken into account using
engineering judgement pursuant to the CA MUTCD guidelines for the preparation of traffic signal
warrants. Under this scenario, the intersection of McKinley Avenue and Temperance Avenue satisfies the
peak hour signal warrant during the AM peak only, while the intersections of Olive Avenue and Armstrong
Avenue, Olive Avenue and Temperance Avenue, and Belmont Avenue and Armstrong Avenue satisfy peak
hour signal warrant during both peak periods. Based on the signal warrants and engineering judgement,
signalization of the intersections of Olive Avenue and Temperance Avenue is recommended, whereas
signalization of the intersections of McKinley Avenue and Temperance Avenue and Olive Avenue and
Armstrong Avenue is not recommended, especially since these intersections are projected to operate at
an acceptable LOS during both peak periods. While the south leg of the intersection of Belmont Avenue
and Armstrong Avenue exceeds the City's LOS threshold during the AM peak, its traffic is projected to
continue to be low at approximately 42 trips, and for this reason signalization of this intersection is also
not recommended under this scenario. It is worth noting that the CA MUTCD states that “satisfaction of a
signal warrant or warrants shall not in itself require the installation of a traffic signal.” Therefore, it is
recommended that prior to the installation of a traffic signal at the intersections of McKinley Avenue and
Temperance Avenue and Olive Avenue and Armstrong Avenue, investigation of CA MUTCD warrants 4 and
7, as applicable, be conducted for these intersections.
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Results of Near Term plus Project Level of Service Analysis
The Near Term plus Project Traffic Conditions scenario assumes that the existing roadway geometrics and
traffic controls will remain in place with one exception. The exception is that the intersection of Clinton
Avenue and Armstrong Avenue is assumed to be signalized with protective left-turn phasing as
signalization of this intersection is currently under design and is anticipated to be built within the next two
to three years as part of the development of the northwest corner of Clinton Avenue and Armstrong
Avenue. Figure 7 illustrates the Near Term plus Project turning movement volumes, intersection
geometrics and traffic controls. LOS worksheets for the Near Term plus Project Traffic Conditions scenario
are provided in Appendix G. Table VI presents a summary of the Near Term plus Project peak hour LOS at
the study intersections.
Under this scenario, the intersections of Temperance Avenue and Olive Avenue and Belmont Avenue and
Armstrong Avenue are projected to exceed their LOS threshold during one or both peak periods. To
improve the LOS at the intersections projected to exceed their LOS threshold, it is recommended that the
following improvements be implemented.
Temperance Avenue and Olive Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through-right lane to a through-right lane;
o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through-right lane;
o Add a northbound left-turn lane;
o Modify the northbound left-through-right lane to a through-right lane;
o Add a southbound left-turn lane;
o Modify the southbound left-through-right lane to a through-right lane;
o Signalize the intersection with protective left-turn phasing; and
o Modify the intersection to accommodate the added lanes.
Belmont Avenue and Armstrong Avenue
o Signalize the intersection with protective left-turn phasing.
In addition, the intersection of Floradora Avenue and Fowler Avenue is projected to operate at LOS F
during both peak periods. While the City of Fresno has made the appropriate findings to designate LOS F
as the criteria of significance for Fowler Avenue between McKinley Avenue and Olive Avenue, it did so
under the assumption that up to four (4) through lanes would be built on Fowler Avenue. Therefore, to
improve the LOS at this intersection, it is recommended that the following improvements be
implemented.
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Floradora Avenue and Fowler Avenue
o Modify the northbound through-right lane to a through lane;
o Add a second northbound through lane,
o Add a northbound right turn lane;
o Add a southbound left-turn lane;
o Modify the southbound left-through lane to a through lane;
o Add a southbound through lane; and
o Modify the intersection to accommodate the added lanes.
Between the Existing Traffic Conditions and the Near Term plus Project Traffic Conditions scenarios, the
Project accounts for 2.1 percent of the daily trips, 2.4 percent of the AM peak hour trips and 2.3 percent of
the PM peak hour trips of growth in traffic, while the rest can be attributable to the Near Term Projects.
Therefore, one can deduce that the majority of the mitigation measures presented under this scenario
may not be necessary immediately upon completion of the proposed Project. However, if all of the Near
Term Projects are completed close to the completion date of the proposed Project, the detailed
recommended improvements presented under this scenario may be necessary in order to improve the
LOS to the City's target LOS threshold.
Table VI: Near Term plus Project Intersection LOS Results
ID Intersection Intersection Control
AM Peak Hour PM Peak Hour
Average Delay
(sec/veh) LOS Average Delay
(sec/veh) LOS
1 Clinton Avenue / Armstrong Avenue Signalized 23.3 C 22.6 C
2 McKinley Avenue / Armstrong Avenue Does Not Exist N/A N/A N/A N/A
3 McKinley Avenue / Temperance Avenue Two-Way Stop 24.7 C 23.2 C
4 Floradora Avenue / Fowler Avenue All-Way Stop 76.6 F >120.0 F
All-Way Stop (Mitigated) 12.5 B 18.4 C
5 Floradora Avenue / Armstrong Avenue Two-Way Stop 31.3 D 20.0 C
6 Floradora Avenue / Temperance Avenue Two-Way Stop 23.5 C 23.4 C
7 Olive Avenue / Armstrong Avenue All-Way Stop 31.8 D 27.1 D
8 Olive Avenue / Temperance Avenue All-Way Stop >120.0 F 107.6 F
Signalized (Mitigated) 28.2 C 27.3 C
9 Belmont Avenue / Armstrong Avenue Two-Way Stop 61.4 F 30.7 D
All-Way Stop (Mitigated) 21.0 C 13.0 B
Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls
LOS for two-way and one-way STOP controlled intersections are based on the worst approach/movement of the minor street.
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Near Term Projects' Trip Assignment
Figure 6
4 6
1
2 3
N
Not To Scale
LEGEND
FLORADORA AVE
OLIVE AVE
McKINLEY AVE
BELMONT AVEFOWLER AVEARMSTRONG AVETEMPERANCE AVELOCAN AVETULARE AVE DeWOLF AVECLINTON AVE
SHIELDS AVE
7 8
#= NEAR TERM PROJECT LOCATION
5
925(31)49(63)23(24)14(20)Clinton AveArmstrong AveClinton AveArmstrong Ave &1.36(62)11(25)18(25)
71(67)
30(28)
8(17)
65(97)
26(37)89(97)Floradora Ave
Private RdTemperance AveFloradora AveTemperance Ave &6.71(128)0(1)1(1)397(381)4(8)Floradora AveFowler AveFloradora AveFowler Ave &4.236(404)1(1)
3(8)90(98)16(11)McKinley AveTemperance AveMcKinley AveTemperance Ave &3.71(128)7(19)53(42)19(41)7(4)3(2)Olive AveArmstrong AveOlive AveArmstrong Ave &7.36(55)2(1)2(4)
15(20)
3(6)
0(2)
15(41)
21(59)15(15)52(65)23(18)Olive AveTemperance AveOlive AveTemperance Ave &8.52(70)10(31)
5(15)
3(2)
16(19)
8(28)
= STOP SIGN
= FUTURE ROADWAY
= STUDY INTERSECTION#
= PROJECT LOCATION
= AM NEAR TERM TRIPS
= PM NEAR TERM TRIPS
XX
(XX)17(26)4(20)1(4)3(2)Belmont AveArmstrong AveBelmont AveArmstrong Ave &9.17(11)16(10)3(18)
4(6)
2(4)
5(17)
5(8)
22(29)3(8)79(88)1(1)Floradora AveArmstrong AveFloradora AveArmstrong Ave &5.55(111)0(1)
A
B
C
D
E
F
G
H
I
J
K L
M
NO
P
Q
R
S
T
U V
W
X
Y
Z
AA
AB
AC
AD
AE
AH
AG
AF1(2)92(95)McKinley AveArmstrong AveMcKinley AveArmstrong Ave &2.50(109)5(2)3(1)
4(7)
4(5)
3(2)
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Near Term plus Project - Traffic Volumes, Geometrics and Controls
Figure 7
4 6
1
2 3
N
Not To Scale
LEGEND
FLORADORA AVE
OLIVE AVE
McKINLEY AVE
BELMONT AVEFOWLER AVEARMSTRONG AVETEMPERANCE AVELOCAN AVETULARE AVE DeWOLF AVECLINTON AVE
SHIELDS AVE
7 8
= SIGNALIZED INTERSECTION
5
972(45)479(208)65(36)34(41)Clinton AveArmstrong AveClinton AveArmstrong Ave &1.203(390)57(45)51(32)
202(97)
87(34)
28(66)
120(195)
56(101)41(21)630(451)0(1)0(0)Floradora Ave
Private RdTemperance AveFloradora AveTemperance Ave &6.545(714)8(18)3(1)
0(1)
0(0)
22(14)
0(1)
14(9)837(879)21(5)19(16)Floradora AveFowler AveFloradora AveFowler Ave &4.603(865)3(13)
16(17)5(13)441(470)3(3)82(157)McKinley AveArmstrong AveMcKinley AveArmstrong Ave &2.346(435)15(6)0(7)
110(47)
461(201)
23(31)
38(62)
17(24)522(380)62(59)155(92)McKinley AveTemperance AveMcKinley AveTemperance Ave &3.419(656)72(54)
43(26)451(162)256(146)30(23)92(63)Olive AveArmstrong AveOlive AveArmstrong Ave &7.183(333)48(13)33(14)
253(112)
90(21)
12(13)
95(192)
67(223)104(49)441(376)32(35)46(77)Olive AveTemperance AveOlive AveTemperance Ave &8.438(562)15(13)38(47)
163(60)
160(74)
22(33)
79(98)
85(123)
= STOP SIGN
= FUTURE ROADWAY
= STUDY INTERSECTION#
= PROJECT LOCATION
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
XX
(XX)DOES N
OT EXIST311(134)21(33)41(28)3(5)Belmont AveArmstrong AveBelmont AveArmstrong Ave &9.21(29)18(16)67(44)
118(146)
7(6)
5(17)
121(198)
291(296)5(10)704(318)8(12)12(21)Floradora AveArmstrong AveFloradora AveArmstrong Ave &5.255(543)3(1)12(18)
6(3)
48(6)
12(1)
7(5)
7(3)
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Cumulative Year 2035 plus Project Traffic Conditions
The Cumulative Year 2035 plus Project Traffic Conditions scenario assumes that the Near Term plus
Project roadway geometrics and traffic controls will remain in place with a few exceptions. For purposes of
this TIA, it was assumed that McKinley Avenue would be extended west of Temperance Avenue through
Fowler Avenue by the year 2035. It was assumed that McKinley Avenue would be built as two-lane
collector divided by a two-way left-turn lane. Furthermore, it was assumed that the intersections of
McKinley Avenue would be controlled by two-way stops and contain a left-turn lane with a through-right
lane on the McKinley Avenue approaches and a single left-thru-right lane on the Armstrong Avenue
approaches. Similarly, the intersection of McKinley Avenue and Temperance Avenue would be controlled
by two-way stops on McKinley Avenue and contain a left-turn lane with a through-right lane on the
McKinley Avenue eastbound approaches, and a single left-thru-right lane on the on the remaining three
approaches. Considering the potential changes in the existing roadway network, it is projected that travel
patterns and volumes may differ from what is anticipated for the immediate Project buildout. Figure 8
illustrate the 2035 Project Only Trips to the study intersections.
Traffic Signal Warrants
Peak hour traffic signal warrants, as appropriate, were prepared for the unsignalized intersections in the
Cumulative Year 2035 plus Project Traffic Conditions scenario. These warrants are found in Appendix I. The
effects of right-turning traffic from the minor approach onto the major approach were taken into account
using engineering judgement pursuant to the CA MUTCD guidelines for the preparation of traffic signal
warrants. Under this scenario, all study intersections satisfy peak hour signal warrants during both peak
periods. Based on the signal warrants and engineering judgement, signalization of all but the intersections
of Floradora Avenue and Fowler Avenue and Floradora Avenue and Temperance Avenue is recommended.
For the intersection of Floradora Avenue and Fowler Avenue, it is recommended that a two-lane
roundabout be implemented while at the intersection of Floradora Avenue and Temperance Avenue it is
recommended that access to and from Floradora Avenue be limited to left-in, right-in, and right-out
movements only.
Results of Cumulative Year 2035 plus Project Level of Service Analysis
Figure 9 illustrates the Cumulative Year 2035 plus Project turning movement volumes, intersection
geometrics and traffic controls. LOS worksheets for the Cumulative Year 2035 plus Project Traffic
Conditions scenario are provided in Appendix H. Table VII presents a summary of the Cumulative Year
2035 plus Project peak hour LOS at the study intersections.
Under this scenario, all of the study intersections are projected to exceed their LOS threshold during both
peak periods. For the intersection of Floradora Avenue and Temperance Avenue, it has been assumed that
the signalization of this intersection would not be implemented due to its very low volumes on Floradora
Avenue. For this reason, this TIA assumes that Floradora Avenue would remain a stop-controlled access
limited to left-in, right-in and right-out movements only. As a result, eastbound left and through
movements were rerouted. In the case of the eastbound left and through movements, turning movements
were adjusted accordingly at the intersections of Floradora Avenue and Armstrong Avenue and McKinley
Avenue and Armstrong Avenue.
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To improve the LOS at the intersections projected to exceed their LOS threshold, it is recommended that
the following improvements be implemented.
Clinton Avenue and Armstrong Avenue
o Modify the eastbound through-right lane to a through lane;
o Add an eastbound right-turn lane;
o Modify the westbound through-right lane to a through lane;
o Add a westbound right-turn lane;
o Modify the northbound through-right lane to a through lane;
o Add a northbound right-turn lane; and
o Modify the traffic signal to accommodate the added lane geometrics.
McKinley Avenue and Armstrong Avenue
o Modify the eastbound through-right lane to a through lane;
o Add an eastbound right-turn lane;
o Modify the westbound through-right lane to a through lane;
o Add a westbound right-turn lane;
o Add a northbound left-turn lane;
o Modify the northbound left-through-right lane to a through lane;
o Add a northbound right-turn lane;
o Add a southbound left-turn lane;
o Modify the southbound left-through-right lane to a through lane;
o Add a southbound right-turn lane;
o Signalize the intersection with protective left-turn phasing; and
o Modify the intersection to accommodate the added lanes.
McKinley Avenue and Temperance Avenue
o Modify the eastbound through-right lane to a through lane;
o Add an eastbound right-turn lane;
o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through lane;
o Add a westbound right-turn lane;
o Add a northbound left-turn lane;
o Modify the northbound left-through-right lane to a through lane;
o Add second and third northbound through lanes with receiving lanes north of McKinley Avenue;
o Add a northbound right-turn lane;
o Add a southbound left-turn lane;
o Modify the southbound left-through-right lane to a through lane;
o Add second and third southbound through lanes with receiving lanes south of McKinley Avenue;
o Add a southbound right-turn lane;
o Signalize the intersection with protective left-turn phasing; and
o Modify the intersection to accommodate the added lanes.
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Floradora Avenue / Fowler Avenue
o Add a northbound through lane with a receiving lane north of Floradora Avenue;
o Add a southbound through lane with a receiving lane south of Floradora Avenue;
o Install a two-lane roundabout; and
o Modify the intersection to accommodate the added lanes.
Floradora Avenue / Armstrong Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through lane to a through lane;
o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through lane;
o Add a westbound right-turn lane;
o Modify the northbound through-right lane to a through lane;
o Add a northbound right-turn lane;
o Add a second southbound through lane;
o Signalize the intersection with protective left-turn phasing; and
o Modify the intersection to accommodate the added lanes.
Floradora Avenue / Temperance Avenue
o Modify the eastbound left-through-right lane to a right-turn lane;
o Modify the westbound left-through-right lane to a right-turn lane;
o Add a northbound left-turn lane;
o Add second and third northbound through lanes with receiving lanes north of Floradora Avenue;
o Modify the northbound left-through-right lane to a through-right lane;
o Add a southbound left-turn lane;
o Add second and third southbound through lanes with receiving lanes south of Floradora Avenue;
o Add a southbound right-turn lane;
o Implement raised median islands along Temperance Avenue to prevent left-turn and through
movements from Floradora Avenue; and
o Modify the intersection to accommodate the added lanes.
Olive Avenue / Armstrong Avenue
o Add a second eastbound through lane with a receiving lane east of Armstrong Avenue;
o Modify the westbound through-right lane to a through lane;
o Add a second westbound through lane;
o Add a westbound right-turn lane;
o Add a northbound left-turn lane;
o Modify the northbound left-through-right lane to a through lane;
o Add a northbound right-turn lane;
o Add a southbound left-turn lane;
o Modify the southbound left-through lane to a through lane;
o Signalize the intersection with protective left-turn phasing and phasing overlap of the southbound
right-turn with the eastbound left-turn; and
o Modify the intersection to accommodate the added lanes.
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Olive Avenue / Temperance Avenue
o Add an eastbound left-turn lane;
o Modify the eastbound left-through-right lane to a through lane;
o Add an eastbound right-turn lane;
o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through lane;
o Add a westbound right-turn lane;
o Add a northbound left-turn lane;
o Modify the northbound left-through-right lane to a through lane;
o Add second and third northbound through lanes with receiving lanes north of Olive Avenue;
o Add a northbound right-turn lane;
o Add a southbound left-turn lane;
o Modify the southbound left-through-right lane to a through lane;
o Add second and third southbound through lanes with receiving lanes south of Olive Avenue;
o Add a southbound right-turn lane;
o Signalize the intersection with protective left-turn phasing; and
o Modify the intersection to accommodate the added lanes.
Belmont Avenue / Armstrong Avenue
o Add a second westbound through lane;
o Signalize the intersection with protective left-turn phasing and phasing overlap of the southbound
right-turn with the eastbound left-turn; and
o Modify the intersection to accommodate the added lanes.
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Table VII: Cumulative Year 2035 plus Project Intersection LOS Results
ID Intersection Intersection Control
AM Peak Hour PM Peak Hour
Average Delay
(sec/veh) LOS Average Delay
(sec/veh) LOS
1 Clinton Avenue / Armstrong Avenue Signalized 74.5 E 64.9 E
Signalized (Mitigated) 40.0 D 52.5 D
2 McKinley Avenue / Armstrong Avenue Two-Way Stop >120.0 F >120.0 F
Signalized (Mitigated) 62.7 E 43.1 D
3 McKinley Avenue / Temperance Avenue Two-Way Stop >120.0 F >120.0 F
Signalized (Mitigated) 43.3 D 35.3 D
4 Floradora Avenue / Fowler Avenue All-Way Stop >120.0 F >120 F
Roundabout (Mitigated) 7.3 A 9.4 A
5 Floradora Avenue / Armstrong Avenue Two-Way Stop >120.0 F >120.0 F
Signalized (Mitigated) 29.4 C 61.1 E
6 Floradora Avenue / Temperance Avenue Two-Way Stop >120.0 F >120.0 F
Two-Way (Mitigated) 65.3 F 39.9 E
7 Olive Avenue / Armstrong Avenue All-Way Stop >120.0 F >120.0 F
Signalized (Mitigated) 36.9 D 46.9 D
8 Olive Avenue / Temperance Avenue All-Way Stop >120.0 F >120.0 F
Signalized (Mitigated) 38.6 D 48.3 D
9 Belmont Avenue / Armstrong Avenue Two-Way Stop >120.0 F >120.0 F
Signalized (Mitigated) 49.5 D 47.1 D
Note: LOS = Level of Service based on average delay on signalized intersections and All-Way STOP Controls.
LOS for two-way STOP controlled intersections are based on the worst approach/movement of the minor street.
Project’s Trip Assignment to Caltrans Facilities
The 2035 Project Only Trip assignment to the interchange of State Route 180 at Temperance Avenue is
illustrated in Figure 10.
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2035 Project Only Trips
Figure 8
4 6
1
2 3
N
Not To Scale
LEGEND
FLORADORA AVE
OLIVE AVE
McKINLEY AVE
BELMONT AVEFOWLER AVEARMSTRONG AVETEMPERANCE AVELOCAN AVETULARE AVE DeWOLF AVECLINTON AVE
SHIELDS AVE
7 8
5
97(17)Clinton AveArmstrong AveClinton AveArmstrong Ave &1.14(23)10(0)0(8)1(2)13(8)Floradora Ave
Private RdTemperance AveFloradora AveTemperance Ave &6.4(14)2(2)4(3)
2(2)1(2)Floradora AveFowler AveFloradora AveFowler Ave &4.
0(2)4(14)3(11)1(2)McKinley AveArmstrong AveMcKinley AveArmstrong Ave &2.19(17)17(6)6(6)
3(2)
2(1)
5(18)
2(7)4(11)1(2)McKinley AveTemperance AveMcKinley AveTemperance Ave &3.2(2)4(14)2(3)
13(8)
2(3)
9(8)34(18)32(18)1(0)Olive AveArmstrong AveOlive AveArmstrong Ave &7.13(40)0(2)
7(33)15(11)2(0)Olive AveTemperance AveOlive AveTemperance Ave &8.6(15)0(1)0(1)17(10)13(8)2(0)Belmont AveArmstrong AveBelmont AveArmstrong Ave &9.4(16)1(3)
8(20)0(1)61(33)0(1)6(13)Floradora AveArmstrong AveFloradora AveArmstrong Ave &5.14(62)0(1)
0(1)
6(3)
1(2)2(11)Olive AveFowler AveFowler AveOlive Ave &10.
15(7)
18(11)
4(20)
= SIGNALIZED INTERSECTION
= STOP SIGN
= FUTURE ROADWAY
= STUDY INTERSECTION#
= PROJECT LOCATION
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
XX
(XX)
#= FAIR SHARE ONLY
10
004-069 - 10/15/18 - JA
1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710
PHONE:(559) 570-8991, EMAIL: info@JLBtraffic.com, www.JLBtraffic.com
Traffic Engineering, Transportation Planning & Parking Solutions
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2035 plus Project - Traffic Volumes, Geometrics and Controls
Figure 9
4 6
1
2 3
N
Not To Scale
LEGEND
FLORADORA AVE
OLIVE AVE
McKINLEY AVE
BELMONT AVEFOWLER AVEARMSTRONG AVETEMPERANCE AVELOCAN AVETULARE AVE DeWOLF AVECLINTON AVE
SHIELDS AVE
7 8
= SIGNALIZED INTERSECTION
5
972(45)873(527)65(56)24(62)Clinton AveArmstrong AveClinton AveArmstrong Ave &1.420(761)100(44)57(32)
418(157)
112(34)
75(52)
120(448)
64(152)172(110)2181(1812)0(1)0(0)Floradora Ave
Private RdTemperance AveFloradora AveTemperance Ave &6.1713(2490)44(55)3(1)
0(1)
0(0)
99(103)
0(1)
71(65)1027(1137)80(72)39(98)Floradora AveFowler AveFloradora AveFowler Ave &4.764(1278)120(68)
97(79)50(107)999(384)50(117)37(111)McKinley AveArmstrong AveMcKinley AveArmstrong Ave &2.473(733)37(102)54(59)
428(100)
54(59)
33(88)
91(232)
11(118)142(40)2057(1460)208(144)284(359)McKinley AveTemperance AveMcKinley AveTemperance Ave &3.1359(2091)156(114)119(66)
218(94)
132(89)
57(297)
76(144)
45(109)630(269)555(465)45(61)179(163)Olive AveArmstrong AveOlive AveArmstrong Ave &7.446(680)78(26)109(35)
421(302)
243(106)
30(43)
157(382)
129(358)416(268)1735(1597)62(37)64(114)Olive AveTemperance AveOlive AveTemperance Ave &8.1516(2121)58(46)38(47)
195(90)
197(120)
51(81)
79(114)
215(391)
= STOP SIGN
= FUTURE ROADWAY
= STUDY INTERSECTION#
= PROJECT LOCATION
= AM PEAK HOUR TRIPS
= PM PEAK HOUR TRIPS
XX
(XX)591(186)183(292)81(139)108(144)Belmont AveArmstrong AveBelmont AveArmstrong Ave &9.141(337)217(96)173(148)
498(237)
60(90)
19(132)
172(475)
427(296)65(43)1068(599)63(46)28(86)Floradora AveArmstrong AveFloradora AveArmstrong Ave &5.575(880)58(78)27(63)
90(97)
120(87)
21(81)
76(104)
12(90)110(119)1187(1078)35(17)149(296)Olive AveFowler AveFowler AveOlive Ave &10.952(1105)38(15)3(45)
497(301)
591(373)
35(75)
168(394)
141(247)
10
#= FAIR SHARE ONLY
004-069 - 10/12/18 - JR/JA
1300 E. Shaw Ave., Ste. 103, Fresno, CA 93710
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State Route 180 at Temperance Avenue Interchange - 2035 Project Only Trips
Figure 10
N
Not To Scale
LEGEND9(5)3(10)KINGS CANYON AVE
TULARE ST
TEMPERANCE AVE12(5)3(10)12(5)3(10)12(15)3(10)0(
0
)
0(
0
)
0
(
0
)
0
(
0
)
0
(
0
)
3(0)
0(0)
3(0)
0(
0
)
0(0
)
0(0
)
0
(
0
)9(5)3(10)= AM PROJECT ONLY TRIPS
= PM PROJECT ONLY TRIPS
XX
(XX)
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Queuing Analysis
Table VIII provides a queue length summary for left-turn and right-turn lanes at the study intersections
under all study scenarios. The queuing analyses for the study intersections are contained in the LOS
worksheets for the respective scenarios. Appendix D contains the methodologies used to evaluate these
intersections. Queuing analyses were completed using Sim Traffic output information. Synchro provides
both 50th and 95th percentile maximum queue lengths (in feet). According to the Synchro manual, “the
50th percentile maximum queue is the maximum back of queue on a typical cycle and the 95th percentile
queue is the maximum back of queue with 95th percentile volumes.” The queues shown on Table VIII are
the 95th percentile queue lengths for the respective lane movements.
The Highway Design Manual (HDM) provides guidance for determining deceleration lengths for the left-
turn and right-turn lanes based on design speeds. Per the HDM criteria, “tapers for right-turn lanes are
usually un-necessary since the main line traffic need not be shifted laterally to provide space for the right-
turn lane. If, in some rare instances, a lateral shift was needed, the approach taper would use the same
formula as for a left-turn lane.” Therefore, a bay taper length pursuant to the Caltrans HDM would need to
be added, as necessary, to the recommended storage lengths presented in Table VIII.
Based on the SimTraffic output files and engineering judgement, it is recommended that the storage
capacity for the following be considered for the Cumulative Year 2035 plus Project Traffic Conditions.
While the City of Fresno does not have minimum storage length requirements for left-turn and right-turn
lanes on major streets, it does prefer that these be set at 200 feet for left-turns and 75 feet for right-turns.
At the remaining approaches, the greater of the existing storage capacity or the 200 feet left-turn lanes
and 75 feet right-turn lanes will be sufficient to accommodate the maximum queue.
Clinton Avenue and Armstrong Avenue
o Consider setting the storage capacity of the eastbound left-turn lane to 275 feet.
o Consider setting the storage capacity of the eastbound right-turn lane to 200 feet.
o Consider setting the storage capacity of the westbound left-turn lane to 300 feet.
o Consider setting the storage capacity of the westbound right-turn lane to 200 feet.
o Consider setting the storage capacity of the northbound left-turn lane to 225 feet.
o Consider setting the storage capacity of the northbound right-turn lane to 300 feet.
o Consider setting the storage capacity of the southbound left-turn lane to 300 feet.
o Consider setting the storage capacity of the southbound right-turn lane to 300 feet.
McKinley Avenue and Armstrong Avenue
o Consider setting the storage capacity of the westbound left-turn lane to 300 feet.
o Consider setting the storage capacity of the westbound right-turn lane to 300 feet.
o Consider setting the storage capacity of the northbound right-turn lane to 200 feet.
o Consider setting the storage capacity of the southbound right-turn lane to 150 feet.
McKinley Avenue and Temperance Avenue
o Consider setting the storage capacity of the eastbound left-turn lane to 250 feet.
o Consider setting the storage capacity of the eastbound right-turn lane to 200 feet.
o Consider setting the storage capacity of the westbound left-turn lane to 250 feet.
o Consider setting the storage capacity of the westbound right-turn lane to 100 feet.
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o Consider setting the storage capacity of the northbound left-turn lane to 225 feet.
o Consider setting the storage capacity of the northbound right-turn lane to 200 feet.
o Consider setting the storage capacity of the southbound left-turn lane to 300 feet.
o Consider setting the storage capacity of the southbound right-turn lane to 325 feet.
Floradora Avenue and Armstrong Avenue
o Consider increasing the storage capacity of the northbound left-turn lane to 200 feet.
o Consider setting the storage capacity of the northbound right-turn lane to 200 feet.
Olive Avenue and Armstrong Avenue
o Consider increasing the storage capacity of the eastbound left-turn lane to 250 feet.
o Consider increasing the storage capacity of the westbound left-turn lane to 250 feet.
o Consider setting the storage capacity of the westbound right-turn lane to 100 feet.
o Consider setting the storage capacity of the northbound right-turn lane to 300 feet.
o Consider increasing the storage capacity of the southbound right-turn lane to 200 feet.
Olive Avenue and Temperance Avenue
o Consider setting the storage capacity of the eastbound left-turn lane to 300 feet.
o Consider setting the storage capacity of the westbound left-turn lane to 225 feet.
o Consider setting the storage capacity of the northbound left-turn lane to 250 feet.
o Consider setting the storage capacity of the southbound right-turn lane to 150 feet.
Belmont Avenue and Armstrong Avenue
o Consider increasing the storage capacity of the eastbound left-turn lane to 375 feet.
o Consider setting the storage capacity of the westbound right-turn lane to 100 feet.
o Consider increasing the storage capacity of the northbound left-turn lane to 300 feet.
o Consider increasing the storage capacity of the northbound right-turn lane to 225 feet
Table VIII: Queuing Analysis
ID Intersection Existing Queue
Storage Length (ft.)
Existing Existing
plus Project
Near Term
plus Project
Cumulative
Year 2035
plus Project
AM PM AM PM AM PM AM PM
1
Clinton Avenue
/
Armstrong Avenue
EB Left * * * * * 72 78 119 283
EB Right * * * * * * * 98 189
WB Left * * * * * 91 64 303 58
WB Right * * * * * * * 186 37
NB Left * * * * * 73 61 211 213
NB Right * * * * * * * 19 290
SB Left * * * * * 79 53 303 158
SB Right * * * * * 55 42 300 175
2
McKinley Avenue
/
Armstrong Avenue
EB Left * * * * * * * 26 168
EB Right * * * * * * * 47 50
WB Left * * * * * * * 426 155
WB Right * * * * * * * 410 50
NB Left * * * * * * * 68 155
NB Right * * * * * * * 38 191
SB Left * * * * * * * 97 149
SB Right * * * * * * * 125 139
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Table VIII: Queuing Analysis (cont.)
ID Intersection Existing Queue
Storage Length (ft.)
Existing Existing
plus Project
Near Term
plus Project
Cumulative
Year 2035
plus Project
AM PM AM PM AM PM AM PM
3
McKinley Avenue
/
Temperance Avenue
EB Left * * * * * * * 155 253
EB Right * * * * * * * 62 205
WB LR * 66 51 62 58 162 50 * *
WB Left * * * * * * * 235 126
WB Right * * * * * * * 88 61
NB Left * * * * * * * 221 146
NB Right * * * * * * * 188 137
SB Left * * * * * * * 297 230
SB Right * * * * * * * 327 29
4
Floradora Avenue
/
Fowler Avenue
WB LR * 32 29 30 32 21 26 118 161
NB Right * * * * * 43 37 * *
SB Left * * * * * 41 20 * *
5
Floradora Avenue
/
Armstrong Avenue
EB Left * * * * * * * 95 149
EB Right 100 25 0 24 7 32 * 42 53
WB Left * * * * * * * 171 170
WB Right * * * * * * * 53 65
NB Left 170 8 0 * * * * 188 139
NB Right * * * * * * * 29 185
SB Left 100 * 10 17 22 14 26 73 83
6
Floradora Avenue
/
Temperance Avenue
EB Right * * * * * * * 93 84
WB Right * * * * * * * 22 21
NB Left * * * * * * * 48 71
SB Left * * * * * * * * 9
SB Right * * * * * * * 7 10
7
Olive Avenue
/
Armstrong Avenue
EB Left 150 37 39 30 50 36 75 152 253
WB Left 130 67 37 63 34 66 37 237 109
WB Right * * * * * * * 89 64
NB Left * * * * * * * 136 187
NB Right * * * * * * * 152 439
SB Left * * * * * * * 87 158
SB Right 125 75 42 73 52 108 69 191 77
8
Olive Avenue
/
Temperance Avenue
EB Left * 67 100 77 82 92 113 274 421
EB Right * * * * * * * 53 65
WB Left * 108 89 128 78 118 71 222 142
WB Right * * * * * * * 38 31
NB Left * 38 32 41 35 50 30 138 244
NB Right * * * * * * * 34 58
SB Left * 26 40 32 51 53 74 106 77
SB Right * * * * * * * 134 68
9
Belmont Avenue
/
Armstrong Avenue
EB Left 250 58 51 83 74 97 102 378 378
EB Right * * * * * 17 16 15 49
WB Left 250 5 * 14 * 18 17 146 153
WB Right * * * * * * * 95 78
NB Left 250 16 27 6 18 29 30 316 136
NB Right * * 9 * 7 6 8 91 210
SB Left 250 51 37 40 34 36 36 121 201
SB Right * 85 42 87 54 79 45 306 66
Note: * = Does not exist or is not projected to exist
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Project’s Pro-Rata Fair Share of Future Transportation Improvements
The Project’s fair share percentage impact to study intersections projected to fall below their LOS
threshold and which are not covered by an existing impact fee program is provided in Table IX. The
Project’s fair share percentage impacts were calculated pursuant to the Caltrans Guide for the Preparation
of Traffic Impact Studies. The Project’s pro-rata fair shares were calculated utilizing the Existing volumes,
2035 Project Only Trips and Cumulative Year 2035 plus Project volumes. Figure 2 illustrates the Existing
traffic volumes, Figure 8 illustrates the 2035 Project Only Trips, and Figure 9 illustrates the Cumulative
Year 2035 plus Project traffic volumes. Since the critical peak period for the study facilities was
determined to be during the PM peak, the PM peak volumes are utilized to determine the Project’s pro-
rata fair share.
It is recommended that the Project contribute its equitable fair share as listed in Table IX for the future
improvements necessary to maintain an acceptable LOS. However, fair share contributions should only be
made for those facilities or portion thereof currently not funded by the responsible agencies roadway
impact fee program(s), as appropriate. For those improvements not presently covered by local and
regional roadway impact fee programs or grant funding, it is recommended that the Project contribute its
equitable fair share. Payment of the Project’s equitable fair share in addition to the local and regional
impact fee programs would satisfy the Project’s traffic mitigation measures.
This study does not provide construction costs for the recommended mitigation measures; therefore, if
the recommended mitigation measures are implemented, it is recommended that the developer work
with the City of Fresno to develop the estimated construction cost.
Table IX: Project’s Fair Share of Future Roadway Improvements
ID Intersection
Existing
Traffic Volumes
(PM Peak)
Cumulative Year
2035 plus Project
Traffic Volumes
(PM Peak)
2035 Project
Only Trips
(PM Peak)
Project's Fair
Share (%)
4 Floradora Avenue / Fowler Avenue 989 2,732 4 0.23%
5 Floradora Avenue / Armstrong Avenue 598 2,254 117 7.07%
6 Floradora Avenue / Temperance Avenue 956 4,639 31 0.84%
10 Olive Avenue and Fowler Avenue 1,456 4,065 59 2.26%
Note: Project Fair Share = ((2035 Project Only Trips) / (Cumulative Year 2035 + Project Traffic Volumes - Existing Traffic Volumes)) x 100
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Conclusions and Recommendations
Conclusions and recommendations regarding the proposed Project are presented below.
Existing Traffic Conditions
A five-year collision analysis was completed for the study intersections summarizing the type of
collision, severity, violations and if it involved another vehicle, a pedestrian/bicyclist or a fixed object.
Based on the five (5) year collision data within SWITRS, all study intersections have experienced a
relatively low average number of collisions per year. None of the study intersections have experienced
a number of collisions that would help determine a pattern which in turn can be analyzed to
determine if the existing lane geometrics or traffic controls should be modified. Therefore, the
number of correctable collisions at the study intersections is less than significant.
At present, the intersections of Olive Avenue and Temperance Avenue and Belmont Avenue and
Armstrong Avenue exceed their acceptable LOS threshold during one or both peak periods. The
intersection of Armstrong Avenue and Belmont Avenue is operating at LOS E during the AM peak
period. For two-way stop-controlled intersections, the recorded delay is for the worst approach. In
this case, the worst approach was that for the northbound movement. Furthermore, since the delay
for each approach is an average of the delay experienced by all the movements for that approach, the
LOS results are far worse than reality. Therefore, the LOS operations at this intersection are
considered adverse but not significant.
To improve the LOS of the intersection of Olive Avenue and Temperance Avenue, it is recommended
that the following improvements be implemented.
o Add an eastbound left-turn lane;
o Modify the eastbound left-through-right lane to a through-right lane;
o Add a westbound left-turn lane;
o Modify the westbound left-through-right lane to a through-right lane;
o Add a northbound left-turn lane;
o Modify the northbound left-through-right lane to a through-right lane;
o Add a southbound left-turn lane;
o Modify the southbound left-through-right lane to a through-right lane;
o Signalize the intersection with protective left turn phasing; and
o Modify the intersection to accommodate the added lanes.
Existing plus Project Traffic Conditions
A review of the Project local access roads to be constructed indicates that they are located at points
that minimize traffic operational impacts to the existing roadway network.
It is recommended that the Project incorporate a traffic calming measure such as a residential traffic
circle at the intersection of Carmen Avenue and Apricot Avenue.
At build-out, the Project is estimated to generate a maximum of 2,426 daily trips, 190 AM peak hour
trips and 254 PM peak hour trips.
It is recommended that the Project implement Class II bike lane along its frontage to Armstrong
Avenue.
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To promote alternative modes of transportation to Temperance-Kutner Elementary School, it is
recommended that the Clovis Unified School District work with the City of Fresno and County of
Fresno to implement a Safe Routes to School plan and to seek grant funding to help build bikeways
and walkways where they are lacking within the one-mile radius of the existing school site.
Under this scenario, the intersections of Olive Avenue and Temperance Avenue and Belmont Avenue
and Armstrong Avenue are projected to exceed their LOS threshold during one or both peak periods.
To improve the LOS of these intersections, it is recommended that the following improvements be
implemented.
o Olive Avenue / Temperance Avenue
Add an eastbound left-turn lane;
Modify the eastbound left-through-right lane to a through-right lane;
Add a westbound left-turn lane;
Modify the westbound left-through-right lane to a through-right lane;
Add a northbound left-turn lane;
Modify the northbound left-through-right lane to a through-right lane;
Add a southbound left-turn lane;
Modify the southbound left-through-right lane to a through-right lane;
Signalize the intersection with protective left turn phasing; and
Modify the intersection to accommodate the added lanes.
o Belmont Avenue / Armstrong Avenue
Implement All-Way STOP controls
Near Term plus Project Traffic Conditions
The total trip generation for the Near Term Projects is 111,763 daily trips, 7,843 AM peak hour trips
and 11,004 PM peak hour trips.
Under this scenario, the intersections of Temperance Avenue and Olive Avenue, Floradora Avenue and
Fowler Avenue, and Belmont Avenue and Armstrong Avenue are projected to exceed their LOS
threshold during one or both peak periods. To improve the LOS at the intersections projected to
exceed their LOS threshold, it is recommended that the following improvements be implemented.
o Temperance Avenue and Olive Avenue
Add an eastbound left-turn lane;
Modify the eastbound left-through-right lane to a through-right lane;
Add a westbound left-turn lane;
Modify the westbound left-through-right lane to a through-right lane;
Add a northbound left-turn lane;
Modify the northbound left-through-right lane to a through-right lane;
Add a southbound left-turn lane;
Modify the southbound left-through-right lane to a through-right lane;
Signalize the intersection with protective left-turn phasing; and
Modify the intersection to accommodate the added lanes.
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o Belmont Avenue and Armstrong Avenue
Signalize the intersection with protective left-turn phasing.
o Floradora Avenue and Fowler Avenue
Modify the northbound through-right lane to a through lane;
Add a second northbound through lane,
Add a northbound right turn lane;
Add a southbound left-turn lane;
Modify the southbound left-through lane to a through lane;
Add a southbound through lane; and
Modify the intersection to accommodate the added lanes.
The Project accounts for 2.1 percent of the daily trips, 2.4 percent of the AM peak hour trips and 2.3
percent of the PM peak hour trips of growth in traffic, while the rest can be attributable to the Near
Term Projects. Therefore, one can deduce that the majority of the mitigation measures presented
under this scenario may not be necessary immediately upon completion of the proposed Project.
Cumulative Year 2035 plus Project Traffic Conditions
Under this scenario, all of the study intersections are projected to exceed their LOS threshold during
both peak periods. To improve the LOS at the intersections projected to exceed their LOS threshold, it
is recommended that the following improvements be implemented.
o Clinton Avenue and Armstrong Avenue
Modify the eastbound through-right lane to a through lane;
Add an eastbound right-turn lane;
Modify the westbound through-right lane to a through lane;
Add a westbound right-turn lane;
Modify the northbound through-right lane to a through lane;
Add a northbound right-turn lane; and
Modify the traffic signal to accommodate the added lane geometrics.
o McKinley Avenue and Armstrong Avenue
Modify the eastbound through-right lane to a through lane;
Add an eastbound right-turn lane;
Modify the westbound through-right lane to a through lane;
Add a westbound right-turn lane;
Add a northbound left-turn lane;
Modify the northbound left-through-right lane to a through lane;
Add a northbound right-turn lane;
Add a southbound left-turn lane;
Modify the southbound left-through-right lane to a through lane;
Add a southbound right-turn lane;
Signalize the intersection with protective left-turn phasing; and
Modify the intersection to accommodate the added lanes.
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o McKinley Avenue and Temperance Avenue
Modify the eastbound through-right lane to a through lane;
Add an eastbound right-turn lane;
Add a westbound left-turn lane;
Modify the westbound left-through-right lane to a through lane;
Add a westbound right-turn lane;
Add a northbound left-turn lane;
Modify the northbound left-through-right lane to a through lane;
Add second and third northbound through lanes with receiving lanes north of McKinley
Avenue;
Add a northbound right-turn lane;
Add a southbound left-turn lane;
Modify the southbound left-through-right lane to a through lane;
Add second and third southbound through lanes with receiving lanes south of McKinley
Avenue;
Add a southbound right-turn lane;
Signalize the intersection with protective left-turn phasing; and
Modify the intersection to accommodate the added lanes.
o Floradora Avenue / Fowler Avenue
Add a northbound through lane with a receiving lane north of Floradora Avenue;
Add a southbound through lane with a receiving lane south of Floradora Avenue;
Install a two-lane roundabout; and
Modify the intersection to accommodate the added lanes.
o Floradora Avenue / Armstrong Avenue
Add an eastbound left-turn lane;
Modify the eastbound left-through lane to a through lane;
Add a westbound left-turn lane;
Modify the westbound left-through-right lane to a through lane;
Add a westbound right-turn lane;
Modify the northbound through-right lane to a through lane;
Add a northbound right-turn lane;
Add a second southbound through lane;
Signalize the intersection with protective left-turn phasing; and
Modify the intersection to accommodate the added lanes.
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o Floradora Avenue / Temperance Avenue
Modify the eastbound left-through-right lane to a right-turn lane;
Modify the westbound left-through-right lane to a right-turn lane;
Add a northbound left-turn lane;
Add second and third northbound through lanes with receiving lanes north of Floradora
Avenue;
Modify the northbound left-through-right lane to a through-right lane;
Add a southbound left-turn lane;
Add second and third southbound through lanes with receiving lanes south of Floradora
Avenue;
Add a southbound right-turn lane;
Implement raised median islands along Temperance Avenue to prevent left-turn and through
movements from Floradora Avenue; and
Modify the intersection to accommodate the added lanes.
o Olive Avenue / Armstrong Avenue
Add a second eastbound through lane with a receiving lane east of Armstrong Avenue;
Modify the westbound through-right lane to a through lane;
Add a second westbound through lane;
Add a westbound right-turn lane;
Add a northbound left-turn lane;
Modify the northbound left-through-right lane to a through lane;
Add a northbound right-turn lane;
Add a southbound left-turn lane;
Modify the southbound left-through lane to a through lane;
Signalize the intersection with protective left-turn phasing and phasing overlap of the
southbound right-turn with the eastbound left-turn; and
Modify the intersection to accommodate the added lanes.
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Tentative Tract 6201
Traffic Impact Analysis
October 23, 2018
o Olive Avenue / Temperance Avenue
Add an eastbound left-turn lane;
Modify the eastbound left-through-right lane to a through lane;
Add an eastbound right-turn lane;
Add a westbound left-turn lane;
Modify the westbound left-through-right lane to a through lane;
Add a westbound right-turn lane;
Add a northbound left-turn lane;
Modify the northbound left-through-right lane to a through lane;
Add second and third northbound through lanes with receiving lanes north of Olive Avenue;
Add a northbound right-turn lane;
Add a southbound left-turn lane;
Modify the southbound left-through-right lane to a through lane;
Add second and third southbound through lanes with receiving lanes south of Olive Avenue;
Add a southbound right-turn lane;
Signalize the intersection with protective left-turn phasing; and
Modify the intersection to accommodate the added lanes.
o Belmont Avenue / Armstrong Avenue
Add a second westbound through lane;
Signalize the intersection with protective left-turn phasing and phasing overlap of the
southbound right-turn with the eastbound left-turn; and
Modify the intersection to accommodate the added lanes.
Queuing Analysis
It is recommended that the City consider left- and right-turn lane storage lengths as indicated in the
Queuing Analysis.
Project’s Equitable Fair Share
It is recommended that the Project contribute its equitable Fair Share as presented in Table IX.
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Tentative Tract 6201
Traffic Impact Analysis
October 23, 2018
Study Participants
JLB Traffic Engineering, Inc. Personnel:
Jose Luis Benavides, PE, TE Project Manager
Susana Maciel, EIT Engineer I/II
Alan Miao, EIT Engineering I/II
Javier Rios Engineer I/II
Jove Alcazar Engineer I/II
Dennis Wynn Sr. Engineering Technician
Persons Consulted:
Lorren Smith Harbour & Associates
Jill Gormley, PE City of Fresno
Harpreet Kooner County of Fresno
David Padilla Caltrans
Kai Han, TE Fresno COG
Lang Yu Fresno COG
References
1. City of Fresno, 2035 General Plan.
2. County of Fresno, 2000 General Plan.
3. Guide for the Preparation of Traffic Impact Studies, Caltrans, dated December 2002.
4. Trip Generation, 10th Edition, Washington D.C., Institute of Transportation Engineers, 2017.
5. 2014 California Manual on Uniform Traffic Control Devices, Caltrans, November 7, 2014.
6. City of Fresno Active Transportation Plan, December 2016, adopted March 2, 2107.
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Appendix A: Scope of Work
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August 9, 2018
Mrs. Jill Gormley, P.E.
Traffic Engineer
City of Fresno
2600 Fresno Street
Fresno, CA 93721-3616
Via Email Only: Jill.Gormley@fresno.gov
Subject: Proposed Draft Scope of Work for the Preparation of a Traffic Impact Analysis for Tract
6201 at the Northeast Corner of Armstrong Avenue and Floradora Avenue in the City of
Fresno (JLB Project 004-069)
Dear Mrs. Gormley,
JLB Traffic Engineering, Inc. (JLB) hereby submits this Draft Scope of Work for the preparation of a Traffic
Impact Analysis (TIA) for Tentative Tract Map 6201 located at the northeast corner of Armstrong Avenue
and Floradora Avenue in the City of Fresno (Project). An aerial of the Project vicinity and the Project site
plan are shown in Exhibits A and B respectively. The purpose of this TIA is to evaluate the potential on-
site and off-site traffic impacts, identify short-term roadway and circulation needs, determine potential
mitigation measures, and identify any critical traffic issues that should be addressed in the on-going
planning process.
The Project proposes to develop the site with up to 257 single family residential lots for an overall
density of 6.50 units per acre. Per information provided to JLB, the Project is consistent with the City of
Fresno General Plan. In order to evaluate the on and off-site traffic impacts of the proposed project, JLB
proposes the following draft scope of work.
Scope of Work
Request a Fresno Council of Governments (Fresno COG) traffic forecast model run for the
project (Select Zone Analysis) which will include the project and the streets to be analyzed. The
Fresno COG traffic forecasting model will be used to forecast traffic volumes for the Base Year
2018 and Cumulative Year 2035 plus Project scenarios.
JLB will evaluate existing and forecast levels of service (LOS) at the study intersection(s). JLB will
use HCM 6 or HCM 2000 methodologies (as appropriate) within Synchro to perform this analysis
for the AM and PM peak hours. JLB will identify the causes of poor LOS.
Evaluate onsite circulation and provide recommendations as necessary to improve circulation to
the site and within the project site.
As necessary obtain recent (less than 12 months) or schedule and conduct new traffic counts at
the study facility (ies).
Perform a site visit to observe existing traffic conditions, especially during the AM and PM peak
hours. Existing roadway conditions, including geometrics and traffic controls, will be verified.
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Mrs. Gormley
Tract 6201 TIA Draft Scope of Work
August 9, 2018
Forecast trip distribution based on turn count information, input from Fresno COG staff,
proposed school boundaries, and knowledge of the existing and planned circulation network in
the vicinity of the project.
Prepare Warrant 1 “8-hour” and Warrant 2 "4-hour" under the existing conditions scenario.
Prepare California Manual on Uniform Traffic Control Devices (CA MUTCD) peak hour signal
warrants for un-signalized study intersections under the Existing plus Project, Near Term plus
Project, and Cumulative Year plus Project scenarios.
JLB will conduct a qualitative safe routes to school evaluation from the Project site to the K-12
school(s) which would most likely serve the Project on opening day.
JLB will qualitatively analyze existing and planned transit routes in the project’s vicinity.
JLB will qualitatively analyze existing and planned bikeways in the project’s vicinity.
Study Scenarios:
1. Existing traffic conditions with proposed improvement measures (if any);
2. Existing plus Project traffic conditions with proposed mitigation measures (if any);
3. Near Term plus Project (include pending and approved projects) traffic conditions with
mitigation measures (if any);
4. Cumulative Year (2035) plus Project traffic conditions with mitigation measures (if any).
Weekday peak hours to be analyzed:
1. 7 - 9 AM peak hour
2. 4 - 6 PM peak hour
Study Intersections:
1. Clinton Avenue / Armstrong Avenue
2. McKinley Avenue / Armstrong Avenue
3. McKinley Avenue / Temperance Avenue
4. Floradora Avenue / Armstrong Avenue
5. Floradora Avenue / Temperance Avenue
6. Olive Avenue / Armstrong Avenue
7. Olive Avenue / Temperance Avenue
Queuing analysis is included in the proposed scope of work for the study intersection(s) listed above
under all study scenarios. This analysis will be utilized to recommend minimum storage lengths for
left and right turn lanes at all study intersections.
Study Segments:
1. None
Project Only Trip Assignment to the Following State Facilities:
1. State Route 180 / Temperance Avenue Interchange
Access to the Project
Access to and from the Project site will be located along Armstrong Avenue and Floradora Avenue. Two
access points will be available along Armstrong Avenue and one access point along Floradora Avenue. It
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Mrs. Gormley
Tract 6201 TIA Draft Scope of Work
August 9, 2018
is anticipated that McKinley Avenue will be built in the future and connect Armstrong Avenue to
Temperance Avenue. With this in mind, an additional two access points will available along McKinley
Avenue in the future. Additional Project details are found on Exhibit B.
Trip Generation
Below you will find the trip generation table for the proposed Project pursuant to the 10th Edition of the
Trip Generation Manual with trip generation rates for Single Family Detached Housing units. At build-out
the Project is estimated to generate a maximum of 2,426 daily trips, 190 AM peak hour trips and 254 PM
peak hour trips.
Table I: Project Only Trip Generation
Land Use
(ITE CODE)
Size
Unit
Daily A.M. Peak Hour P.M. Peak Hour
Rate Total Trip
Rate
In : Out In Out Total Trip
Rate
In : Out In Out Total % %
Single Family Detached
Housing (210) 257 d.u. 9.44 2,426 0.74 25 : 75 48 142 190 0.99 63 : 37 160 94 254
Total Project Trips 2,426 48 142 190 160 94 254
Source: ITE Trip Generation Manual, 10th Edition
Near Term Projects to be Included
Based on our local knowledge of the study area, consultation with City of Fresno Planning &
Development staff, JLB proposes to include projects in the vicinity of the proposed Project under the
Near Term plus Project Analysis. The projects proposed to be included in the Near Term Scenario are:
Project Name General Location
1. TT 5171 (portion of) SWQ Church Avenue and Clovis Avenue
2. TT 5341 (portion of) SWC Clinton Avenue and Locan Avenue
3. TT 5424 NWQ Clinton Avenue and Temperance Avenue
4. TT 5427 SWC Dakota Avenue and Temperance Avenue
5. TT 5464 SWC Hamilton Avenue and Temperance Avenue
6. TT 5498 NEC Church Avenue and Peach Avenue
7. TT 5531 (portion of) SEC California Avenue and Armstrong Avenue
8. TT 5592 SWC Shields Avenue and Locan Avenue
9. TT 5605 (portion of) SWQ Ashlan Avenue and DeWolf Avenue
10. TT 5626 (portion of) SEC Hamilton Avenue and Fowler Avenue
11. TT 5638 NWC Church Avenue and Armstrong Avenue
12. TT 5717 (portion of) NEC Clinton Avenue and Fowler Avenue
13. TT 5913 NEC California Avenue and Armstrong Avenue
14. TT 5953 NEC Butler Avenue and Armstrong Avenue
15. TT 5998 (portion of) NEC Dakota Avenue and Leonard Avenue
16. TT 6067 (portion of) SEQ Dakota Avenue alignment and Locan Avenue
17. TT 6095 (portion of) NEQ Church Avenue and Armstrong Avenue
18. TT 6101 SEC Dakota Avenue alignment and Leonard Avenue
19. TT 6107 (portion of) SWQ Shaw Avenue and Highland Avenue
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Mrs. Gormley
Tract 6201 TIA Draft Scope of Work
August 9, 2018
20. TT 6112 (portion of) NWQ Dakota Avenue alignment and Temperance Avenue
21. TT 6114 (portion of) NWQ Dakota Avenue alignment and Leonard Avenue
22. TT 6143 (portion of) NEQ Dakota Avenue alignment and Leonard Avenue
23. TT 6191 NWQ Armstrong Avenue and Fancher Creek Drive
24. TT 6214 SEQ Clinton Avenue and Fowler Avenue
25. TT 6225 NEC Ashlan Avenue and Locan Avenue
26. Fancher Creek Town Center (portion of) SEQ SR 180 and Clovis Avenue
27. Neighborhood Shopping Center (portion of) SWC Shields Avenue and Armstrong Avenue
28. Sunnyside Market NEQ Belmont Avenue and Temperance Avenue
29. CUSD Elementary School NEQ Shields Avenue and Locan Avenue
30. Sanger Education Center NEC Fowler Avenue and Jensen Avenue
31. Fowler-McKinley Elementary School NEC Fowler Avenue and McKinley Avenue
Other Near Term Projects the City, County or Caltrans has knowledge and for which it is anticipated that
said project(s) is/are projected to be whole or partially built by the Near Term Project Year 2020. City,
County and Caltrans as appropriate would provide JLB with project details such as a project description,
location, proposed land uses with breakdowns and type of residential units and amount of square
footages for non-residential uses.
The above scope of work is based on our understanding of this project and our experience with similar
Traffic Impact Analysis projects. In the absence of comments by August 30, 2018, it will be assumed that
the above scope of work is acceptable to the agency (ies) that have not submitted any comments to the
proposed TIA scope of work. If you have any questions or require additional information, please contact
me at (559) 570-8991 or by email at jbenavides@JLBtraffic.com.
Sincerely,
Jose Luis Benavides, P.E., T.E.
President
cc: Harpreet Kooner, County of Fresno
David Padilla, Caltrans
Z:\01 Projects\004 Fresno\004-069 Tract 6201 TIA\Draft Scope of Work\L08082018 Draft Scope of Work.docx
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Mrs. Gormley
Tract 6201 TIA Draft Scope of Work
August 9, 2018
Exhibit A – Aerial
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Mrs. Gormley
Tract 6201 TIA Draft Scope of Work
August 9, 2018
Exhibit B – Site Plan
David Padilla,Associate Transportation Planner
Office of Planning &Local Assistance
1352 W.Olive Avenue
Fresno,CA 93778 2616
Office:(559)444 2493,Fax:(559)445 5875
District 6
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Appendix B: Traffic Counts
File Name : Armstrong at Clinton
Site Code : 00012518
Start Date : 1/25/2018
Page No : 1
Groups Printed- Unshifted - Bank 1
Armstrong Ave
Southbound
Clinton Ave
Westbound
Armstrong Ave
Northbound
Clinton Ave
Eastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
07:00 AM 3 113 16 0 132 5 21 1 0 27 2 26 3 0 31 2 12 4 0 18 208
07:15 AM 3 122 16 0 141 21 25 2 0 48 0 27 2 0 29 7 10 3 0 20 238
07:30 AM 7 122 11 0 140 12 33 9 0 54 5 26 4 0 35 3 11 5 0 19 248
07:45 AM 10 98 14 0 122 13 35 7 0 55 8 55 2 0 65 9 17 8 0 34 276
Total 23 455 57 0 535 51 114 19 0 184 15 134 11 0 160 21 50 20 0 91 970
08:00 AM 22 81 6 0 109 11 38 15 0 64 3 45 2 0 50 11 17 2 0 30 253
08:15 AM 1 68 17 0 86 11 26 8 0 45 3 22 0 0 25 2 7 1 0 10 166
08:30 AM 0 45 5 0 50 1 14 2 0 17 0 14 2 0 16 4 9 2 0 15 98
08:45 AM 2 49 8 0 59 0 6 2 0 8 0 19 0 0 19 5 2 3 0 10 96
Total 25 243 36 0 304 23 84 27 0 134 6 100 4 0 110 22 35 8 0 65 613
******
04:00 PM 1 31 4 0 36 0 4 2 0 6 0 40 1 0 41 16 18 5 0 39 122
04:15 PM 1 40 8 0 49 1 5 0 0 6 2 60 1 0 63 11 15 3 0 29 147
04:30 PM 2 28 2 0 32 5 9 0 0 14 2 69 4 0 75 19 24 5 0 48 169
04:45 PM 4 30 5 0 39 0 4 4 0 8 3 81 4 0 88 10 19 2 0 31 166
Total 8 129 19 0 156 6 22 6 0 34 7 250 10 0 267 56 76 15 0 147 604
05:00 PM 3 36 0 0 39 1 9 0 0 10 4 71 2 0 77 15 32 4 0 51 177
05:15 PM 3 34 7 0 44 0 8 3 0 11 1 86 3 0 90 20 23 2 0 45 190
05:30 PM 8 30 2 0 40 2 4 1 0 7 0 63 6 0 69 26 18 0 0 44 160
05:45 PM 4 21 2 0 27 0 8 4 0 12 2 67 7 0 76 7 15 1 0 23 138
Total 18 121 11 0 150 3 29 8 0 40 7 287 18 0 312 68 88 7 0 163 665
Grand Total 74 948 123 0 1145 83 249 60 0 392 35 771 43 0 849 167 249 50 0 466 2852
Apprch %6.5 82.8 10.7 0 21.2 63.5 15.3 0 4.1 90.8 5.1 0 35.8 53.4 10.7 0
Total %2.6 33.2 4.3 0 40.1 2.9 8.7 2.1 0 13.7 1.2 27 1.5 0 29.8 5.9 8.7 1.8 0 16.3
Unshifted 74 948 123 0 1145 83 249 60 0 392 35 771 43 0 849 167 249 50 0 466 2852
% Unshifted
Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : Armstrong at Clinton
Site Code : 00012518
Start Date : 1/25/2018
Page No : 2
Armstrong Ave
Southbound
Clinton Ave
Westbound
Armstrong Ave
Northbound
Clinton Ave
Eastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 3 122 16 0 141 21 25 2 0 48 0 27 2 0 29 7 10 3 0 20 238
07:30 AM 7 122 11 0 140 12 33 9 0 54 5 26 4 0 35 3 11 5 0 19 248
07:45 AM 10 98 14 0 122 13 35 7 0 55 8 55 2 0 65 9 17 8 0 34 276
08:00 AM 22 81 6 0 109 11 38 15 0 64 3 45 2 0 50 11 17 2 0 30 253
Total Volume 42 423 47 0 512 57 131 33 0 221 16 153 10 0 179 30 55 18 0 103 1015
% App. Total 8.2 82.6 9.2 0 25.8 59.3 14.9 0 8.9 85.5 5.6 0 29.1 53.4 17.5 0
PHF .477 .867 .734 .000 .908 .679 .862 .550 .000 .863 .500 .695 .625 .000 .688 .682 .809 .563 .000 .757 .919
Armstrong Ave Clinton Ave Clinton Ave Armstrong Ave
Right
47
Thru
423
Left
42
Peds
0
InOut Total
216 512 728 Right33 Thru131 Left57 Peds0 OutTotalIn107 221 328 Left
16
Thru
153
Right
10
Peds
0
Out TotalIn
498 179 677 Left30 Thru55 Right18 Peds0 TotalOutIn194 103 297 Peak Hour Begins at 07:15 AM
Unshifted
Bank 1
Peak Hour Data
North
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : Armstrong at Clinton
Site Code : 00012518
Start Date : 1/25/2018
Page No : 3
Armstrong Ave
Southbound
Clinton Ave
Westbound
Armstrong Ave
Northbound
Clinton Ave
Eastbound
Start
Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 2 28 2 0 32 5 9 0 0 14 2 69 4 0 75 19 24 5 0 48 169
04:45 PM 4 30 5 0 39 0 4 4 0 8 3 81 4 0 88 10 19 2 0 31 166
05:00 PM 3 36 0 0 39 1 9 0 0 10 4 71 2 0 77 15 32 4 0 51 177
05:15 PM 3 34 7 0 44 0 8 3 0 11 1 86 3 0 90 20 23 2 0 45 190
Total Volume 12 128 14 0 154 6 30 7 0 43 10 307 13 0 330 64 98 13 0 175 702
% App. Total 7.8 83.1 9.1 0 14 69.8 16.3 0 3 93 3.9 0 36.6 56 7.4 0
PHF .750 .889 .500 .000 .875 .300 .833 .438 .000 .768 .625 .892 .813 .000 .917 .800 .766 .650 .000 .858 .924
Armstrong Ave Clinton Ave Clinton Ave Armstrong Ave
Right
14
Thru
128
Left
12
Peds
0
InOut Total
378 154 532 Right7 Thru30 Left6 Peds0 OutTotalIn123 43 166 Left
10
Thru
307
Right
13
Peds
0
Out TotalIn
147 330 477 Left64 Thru98 Right13 Peds0 TotalOutIn54 175 229 Peak Hour Begins at 04:30 PM
Unshifted
Bank 1
Peak Hour Data
North
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : Fowler at Floradora
Site Code : 00012418
Start Date : 1/24/2018
Page No : 1
Groups Printed- Unshifted - Bank 1
Fowler Ave
Southbound
Floradora Ave
Westbound
Fowler Ave
Northbound
Eastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
07:00 AM 1 104 0 0 105 3 0 0 0 3 0 85 8 0 93 0 0 0 0 0 201
07:15 AM 0 132 0 0 132 5 0 0 0 5 0 80 1 0 81 0 0 0 0 0 218
07:30 AM 6 109 0 0 115 2 0 1 0 3 0 101 2 0 103 0 0 0 0 0 221
07:45 AM 8 95 0 0 103 3 0 1 0 4 0 101 4 0 105 0 0 0 0 0 212
Total 15 440 0 0 455 13 0 2 0 15 0 367 15 0 382 0 0 0 0 0 852
08:00 AM 1 98 0 0 99 3 0 4 0 7 0 79 3 0 82 0 0 0 0 0 188
08:15 AM 2 104 0 0 106 0 0 2 0 2 0 94 4 0 98 0 0 0 0 0 206
08:30 AM 2 97 0 0 99 1 0 2 0 3 0 65 1 0 66 0 0 0 0 0 168
08:45 AM 0 73 0 0 73 3 0 0 0 3 0 55 2 0 57 0 0 0 0 0 133
Total 5 372 0 0 377 7 0 8 0 15 0 293 10 0 303 0 0 0 0 0 695
******
04:00 PM 1 124 0 0 125 0 0 0 0 0 0 101 2 0 103 0 0 0 0 0 228
04:15 PM 2 111 0 0 113 3 0 2 0 5 0 127 2 0 129 0 0 0 0 0 247
04:30 PM 0 116 0 0 116 1 0 4 0 5 0 113 1 0 114 0 0 0 0 0 235
04:45 PM 0 112 0 0 112 1 0 2 0 3 0 116 3 0 119 0 0 0 0 0 234
Total 3 463 0 0 466 5 0 8 0 13 0 457 8 0 465 0 0 0 0 0 944
05:00 PM 0 134 0 0 134 6 0 2 0 8 0 114 3 0 117 0 0 0 0 0 259
05:15 PM 3 136 0 0 139 1 0 2 0 3 0 118 1 0 119 0 0 0 0 0 261
05:30 PM 0 114 0 0 114 1 0 1 0 2 0 114 3 0 117 0 0 0 0 0 233
05:45 PM 1 92 0 0 93 2 0 0 0 2 0 126 0 0 126 0 0 0 0 0 221
Total 4 476 0 0 480 10 0 5 0 15 0 472 7 0 479 0 0 0 0 0 974
Grand Total 27 1751 0 0 1778 35 0 23 0 58 0 1589 40 0 1629 0 0 0 0 0 3465
Apprch %1.5 98.5 0 0 60.3 0 39.7 0 0 97.5 2.5 0 0 0 0 0
Total %0.8 50.5 0 0 51.3 1 0 0.7 0 1.7 0 45.9 1.2 0 47 0 0 0 0 0
Unshifted 27 1751 1589
% Unshifted 100 100 0 0 100 100 0 100 0 100 0 100 100 0 100 0 0 0 0 0 100
Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : Fowler at Floradora
Site Code : 00012418
Start Date : 1/24/2018
Page No : 2
Fowler Ave
Southbound
Floradora Ave
Westbound
Fowler Ave
Northbound
Eastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 1 104 0 0 105 3 0 0 0 3 0 85 8 0 93 0 0 0 0 0 201
07:15 AM 0 132 0 0 132 5 0 0 0 5 0 80 1 0 81 0 0 0 0 0 218
07:30 AM 6 109 0 0 115 2 0 1 0 3 0 101 2 0 103 0 0 0 0 0 221
07:45 AM 8 95 0 0 103 3 0 1 0 4 0 101 4 0 105 0 0 0 0 0 212
Total Volume 15 440 0 0 455 13 0 2 0 15 0 367 15 0 382 0 0 0 0 0 852
% App. Total 3.3 96.7 0 0 86.7 0 13.3 0 0 96.1 3.9 0 0 0 0 0
PHF .469 .833 .000 .000 .862 .650 .000 .500 .000 .750 .000 .908 .469 .000 .910 .000 .000 .000 .000 .000 .964
Fowler Ave Floradora Ave Fowler Ave
Right
0
Thru
440
Left
15
Peds
0
InOut Total
369 455 824 Right2 Thru0 Left13 Peds0 OutTotalIn30 15 45 Left
0
Thru
367
Right
15
Peds
0
Out TotalIn
453 382 835 Left0 Thru0 Right0 Peds0 TotalOutIn0 0 0 Peak Hour Begins at 07:00 AM
Unshifted
Bank 1
Peak Hour Data
North
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : Fowler at Floradora
Site Code : 00012418
Start Date : 1/24/2018
Page No : 3
Fowler Ave
Southbound
Floradora Ave
Westbound
Fowler Ave
Northbound
Eastbound
Start
Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 116 0 0 116 1 0 4 0 5 0 113 1 0 114 0 0 0 0 0 235
04:45 PM 0 112 0 0 112 1 0 2 0 3 0 116 3 0 119 0 0 0 0 0 234
05:00 PM 0 134 0 0 134 6 0 2 0 8 0 114 3 0 117 0 0 0 0 0 259
05:15 PM 3 136 0 0 139 1 0 2 0 3 0 118 1 0 119 0 0 0 0 0 261
Total Volume 3 498 0 0 501 9 0 10 0 19 0 461 8 0 469 0 0 0 0 0 989
% App. Total 0.6 99.4 0 0 47.4 0 52.6 0 0 98.3 1.7 0 0 0 0 0
PHF .250 .915 .000 .000 .901 .375 .000 .625 .000 .594 .000 .977 .667 .000 .985 .000 .000 .000 .000 .000 .947
Fowler Ave Floradora Ave Fowler Ave
Right
0
Thru
498
Left
3
Peds
0
InOut Total
471 501 972 Right10 Thru0 Left9 Peds0 OutTotalIn11 19 30 Left
0
Thru
461
Right
8
Peds
0
Out TotalIn
507 469 976 Left0 Thru0 Right0 Peds0 TotalOutIn0 0 0 Peak Hour Begins at 04:30 PM
Unshifted
Bank 1
Peak Hour Data
North
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
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Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : Armstrong Floradora 08292018
Site Code : 00082918
Start Date : 8/29/2018
Page No : 1
Groups Printed- Unshifted
Armstrong
Southbound
Floradora
Westbound
Armstrong
Northbound
Floradora
Eastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
07:00 AM 0 119 0 1 120 5 1 5 0 11 0 37 0 0 37 1 2 0 0 3 171
07:15 AM 0 168 0 0 168 2 2 2 0 6 1 41 4 0 46 1 0 3 0 4 224
07:30 AM 0 163 1 0 164 10 1 2 0 13 1 46 0 0 47 0 1 5 0 6 230
07:45 AM 0 114 1 0 115 25 2 0 0 27 1 63 2 0 66 1 2 4 0 7 215
Total 0 564 2 1 567 42 6 9 0 57 3 187 6 0 196 3 5 12 0 20 840
08:00 AM 3 105 1 0 109 1 0 1 1 3 2 41 1 0 44 0 1 1 0 2 158
08:15 AM 0 81 1 0 82 3 0 0 1 4 3 13 1 0 17 0 0 3 0 3 106
08:30 AM 1 49 0 0 50 0 1 1 0 2 1 11 0 0 12 1 2 0 0 3 67
08:45 AM 0 43 0 0 43 2 2 2 0 6 0 14 1 0 15 3 0 0 0 3 67
Total 4 278 2 0 284 6 3 4 2 15 6 79 3 0 88 4 3 4 0 11 398
******
04:00 PM 1 46 1 1 49 0 3 2 0 5 1 69 1 0 71 0 2 1 0 3 128
04:15 PM 0 31 1 0 32 0 1 1 0 2 0 69 2 0 71 0 1 1 0 2 107
04:30 PM 2 36 0 0 38 1 1 0 0 2 0 66 3 0 69 1 0 2 0 3 112
04:45 PM 0 44 0 0 44 2 1 2 0 5 0 82 3 0 85 0 1 1 0 2 136
Total 3 157 2 1 163 3 6 5 0 14 1 286 9 0 296 1 4 5 0 10 483
05:00 PM 0 63 1 0 64 0 0 1 0 1 0 92 2 0 94 1 0 0 0 1 160
05:15 PM 1 40 0 0 41 1 0 1 0 2 0 110 1 0 111 0 0 0 0 0 154
05:30 PM 2 50 0 0 52 0 1 0 0 1 1 88 2 0 91 2 2 0 0 4 148
05:45 PM 1 45 0 0 46 1 0 1 0 2 0 79 1 0 80 1 0 0 0 1 129
Total 4 198 1 0 203 2 1 3 0 6 1 369 6 0 376 4 2 0 0 6 591
Grand Total 11 1197 7 2 1217 53 16 21 2 92 11 921 24 0 956 12 14 21 0 47 2312
Apprch %0.9 98.4 0.6 0.2 57.6 17.4 22.8 2.2 1.2 96.3 2.5 0 25.5 29.8 44.7 0
Total %0.5 51.8 0.3 0.1 52.6 2.3 0.7 0.9 0.1 4 0.5 39.8 1 0 41.3 0.5 0.6 0.9 0 2
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : Armstrong Floradora 08292018
Site Code : 00082918
Start Date : 8/29/2018
Page No : 2
Armstrong
Southbound
Floradora
Westbound
Armstrong
Northbound
Floradora
Eastbound
Start
Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 0 119 0 1 120 5 1 5 0 11 0 37 0 0 37 1 2 0 0 3 171
07:15 AM 0 168 0 0 168 2 2 2 0 6 1 41 4 0 46 1 0 3 0 4 224
07:30 AM 0 163 1 0 164 10 1 2 0 13 1 46 0 0 47 0 1 5 0 6 230
07:45 AM 0 114 1 0 115 25 2 0 0 27 1 63 2 0 66 1 2 4 0 7 215
Total Volume 0 564 2 1 567 42 6 9 0 57 3 187 6 0 196 3 5 12 0 20 840
% App. Total 0 99.5 0.4 0.2 73.7 10.5 15.8 0 1.5 95.4 3.1 0 15 25 60 0
PHF .000 .839 .500 .250 .844 .420 .750 .450 .000 .528 .750 .742 .375 .000 .742 .750 .625 .600 .000 .714 .913
Armstrong Floradora Floradora Armstrong
Right
2
Thru
564
Left
0
Peds
1
InOut Total
199 567 766 Right9 Thru6 Left42 Peds0 OutTotalIn11 57 68 Left
3
Thru
187
Right
6
Peds
0
Out TotalIn
618 196 814 Left3 Thru5 Right12 Peds0 TotalOutIn11 20 31 Peak Hour Begins at 07:00 AM
Unshifted
Peak Hour Data
North
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : Armstrong Floradora 08292018
Site Code : 00082918
Start Date : 8/29/2018
Page No : 3
Armstrong
Southbound
Floradora
Westbound
Armstrong
Northbound
Floradora
Eastbound
Start
Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 0 44 0 0 44 2 1 2 0 5 0 82 3 0 85 0 1 1 0 2 136
05:00 PM 0 63 1 0 64 0 0 1 0 1 0 92 2 0 94 1 0 0 0 1 160
05:15 PM 1 40 0 0 41 1 0 1 0 2 0 110 1 0 111 0 0 0 0 0 154
05:30 PM 2 50 0 0 52 0 1 0 0 1 1 88 2 0 91 2 2 0 0 4 148
Total Volume 3 197 1 0 201 3 2 4 0 9 1 372 8 0 381 3 3 1 0 7 598
% App. Total 1.5 98 0.5 0 33.3 22.2 44.4 0 0.3 97.6 2.1 0 42.9 42.9 14.3 0
PHF .375 .782 .250 .000 .785 .375 .500 .500 .000 .450 .250 .845 .667 .000 .858 .375 .375 .250 .000 .438 .934
Armstrong Floradora Floradora Armstrong
Right
1
Thru
197
Left
3
Peds
0
InOut Total
379 201 580 Right4 Thru2 Left3 Peds0 OutTotalIn14 9 23 Left
1
Thru
372
Right
8
Peds
0
Out TotalIn
201 381 582 Left3 Thru3 Right1 Peds0 TotalOutIn4 7 11 Peak Hour Begins at 04:45 PM
Unshifted
Peak Hour Data
North
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : Temperance Floradora
Site Code : 00000000
Start Date : 8/29/2018
Page No : 1
Groups Printed- Unshifted
TEMPERANCE
Southbound
FLORADORA
Westbound
TEMPERANCE
Northbound
FLORADORA
Eastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
07:00 AM 0 139 3 0 142 0 0 0 0 0 0 111 0 0 111 1 0 0 0 1 254
07:15 AM 0 157 3 0 160 0 0 0 0 0 0 123 0 0 123 3 0 2 0 5 288
07:30 AM 0 142 14 0 156 0 0 2 0 2 0 117 0 0 117 2 0 1 0 3 278
07:45 AM 0 103 14 0 117 0 0 1 0 1 2 123 0 0 125 4 0 1 0 5 248
Total 0 541 34 0 575 0 0 3 0 3 2 474 0 0 476 10 0 4 0 14 1068
08:00 AM 0 133 0 0 133 0 0 0 0 0 0 113 0 0 113 2 0 1 0 3 249
08:15 AM 1 109 2 0 112 0 0 0 0 0 0 73 0 0 73 0 0 0 0 0 185
08:30 AM 0 76 1 0 77 0 0 0 0 0 1 61 0 0 62 1 0 1 0 2 141
08:45 AM 0 83 1 0 84 0 0 0 0 0 3 57 0 0 60 0 0 0 0 0 144
Total 1 401 4 0 406 0 0 0 0 0 4 304 0 0 308 3 0 2 0 5 719
******
04:00 PM 0 94 2 0 96 0 0 0 0 0 1 101 0 0 102 1 0 3 0 4 202
04:15 PM 0 69 1 0 70 0 0 0 0 0 0 126 0 0 126 2 0 1 0 3 199
04:30 PM 0 64 1 0 65 0 0 0 0 0 2 121 0 0 123 0 0 0 0 0 188
04:45 PM 0 79 0 0 79 0 0 0 0 0 1 140 0 0 141 0 0 0 0 0 220
Total 0 306 4 0 310 0 0 0 0 0 4 488 0 0 492 3 0 4 0 7 809
05:00 PM 0 75 1 0 76 0 0 1 0 1 0 150 0 0 150 2 0 0 0 2 229
05:15 PM 0 96 3 0 99 0 0 0 0 0 0 136 0 0 136 1 1 1 0 3 238
05:30 PM 1 104 1 0 106 0 1 0 0 1 0 160 0 0 160 1 0 1 0 2 269
05:45 PM 0 64 1 0 65 0 0 0 0 0 1 113 0 0 114 1 0 0 0 1 180
Total 1 339 6 0 346 0 1 1 0 2 1 559 0 0 560 5 1 2 0 8 916
Grand Total 2 1587 48 0 1637 0 1 4 0 5 11 1825 0 0 1836 21 1 12 0 34 3512
Apprch %0.1 96.9 2.9 0 0 20 80 0 0.6 99.4 0 0 61.8 2.9 35.3 0
Total %0.1 45.2 1.4 0 46.6 0 0 0.1 0 0.1 0.3 52 0 0 52.3 0.6 0 0.3 0 1
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : Temperance Floradora
Site Code : 00000000
Start Date : 8/29/2018
Page No : 2
TEMPERANCE
Southbound
FLORADORA
Westbound
TEMPERANCE
Northbound
FLORADORA
Eastbound
Start
Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 0 139 3 0 142 0 0 0 0 0 0 111 0 0 111 1 0 0 0 1 254
07:15 AM 0 157 3 0 160 0 0 0 0 0 0 123 0 0 123 3 0 2 0 5 288
07:30 AM 0 142 14 0 156 0 0 2 0 2 0 117 0 0 117 2 0 1 0 3 278
07:45 AM 0 103 14 0 117 0 0 1 0 1 2 123 0 0 125 4 0 1 0 5 248
Total Volume 0 541 34 0 575 0 0 3 0 3 2 474 0 0 476 10 0 4 0 14 1068
% App. Total 0 94.1 5.9 0 0 0 100 0 0.4 99.6 0 0 71.4 0 28.6 0
PHF .000 .861 .607 .000 .898 .000 .000 .375 .000 .375 .250 .963 .000 .000 .952 .625 .000 .500 .000 .700 .927
TEMPERANCE FLORADORA FLORADORA TEMPERANCE
Right
34
Thru
541
Left
0
Peds
0
InOut Total
487 575 1062 Right3 Thru0 Left0 Peds0 OutTotalIn0 3 3 Left
2
Thru
474
Right
0
Peds
0
Out TotalIn
545 476 1021 Left10 Thru0 Right4 Peds0 TotalOutIn36 14 50 Peak Hour Begins at 07:00 AM
Unshifted
Peak Hour Data
North
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : Temperance Floradora
Site Code : 00000000
Start Date : 8/29/2018
Page No : 3
TEMPERANCE
Southbound
FLORADORA
Westbound
TEMPERANCE
Northbound
FLORADORA
Eastbound
Start
Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 0 79 0 0 79 0 0 0 0 0 1 140 0 0 141 0 0 0 0 0 220
05:00 PM 0 75 1 0 76 0 0 1 0 1 0 150 0 0 150 2 0 0 0 2 229
05:15 PM 0 96 3 0 99 0 0 0 0 0 0 136 0 0 136 1 1 1 0 3 238
05:30 PM 1 104 1 0 106 0 1 0 0 1 0 160 0 0 160 1 0 1 0 2 269
Total Volume 1 354 5 0 360 0 1 1 0 2 1 586 0 0 587 4 1 2 0 7 956
% App. Total 0.3 98.3 1.4 0 0 50 50 0 0.2 99.8 0 0 57.1 14.3 28.6 0
PHF .250 .851 .417 .000 .849 .000 .250 .250 .000 .500 .250 .916 .000 .000 .917 .500 .250 .500 .000 .583 .888
TEMPERANCE FLORADORA FLORADORA TEMPERANCE
Right
5
Thru
354
Left
1
Peds
0
InOut Total
591 360 951 Right1 Thru1 Left0 Peds0 OutTotalIn2 2 4 Left
1
Thru
586
Right
0
Peds
0
Out TotalIn
356 587 943 Left4 Thru1 Right2 Peds0 TotalOutIn7 7 14 Peak Hour Begins at 04:45 PM
Unshifted
Peak Hour Data
North
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : Armstrong Olive 08302018
Site Code : 00000000
Start Date : 8/30/2018
Page No : 1
Groups Printed- Unshifted
ARMSTRONG
Southbound
OLIVE
Westbound
ARMSTRONG
Northbound
OLIVE
Eastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
07:00 AM 3 23 76 0 102 13 48 2 0 63 1 27 13 0 41 8 29 2 0 39 245
07:15 AM 0 56 98 0 154 18 62 1 0 81 2 16 14 0 32 8 22 1 0 31 298
07:30 AM 3 60 111 0 174 20 56 5 0 81 4 37 23 0 64 10 24 3 0 37 356
07:45 AM 10 42 80 0 132 28 55 10 0 93 24 45 23 0 92 5 18 4 0 27 344
Total 16 181 365 0 562 79 221 18 0 318 31 125 73 0 229 31 93 10 0 134 1243
08:00 AM 9 47 75 0 131 21 65 15 0 101 16 36 29 0 81 17 16 4 0 37 350
08:15 AM 2 25 49 0 76 12 49 4 0 65 6 14 9 0 29 10 15 1 0 26 196
08:30 AM 1 14 38 1 54 2 37 1 0 40 3 12 2 0 17 5 13 1 0 19 130
08:45 AM 1 16 25 0 42 1 33 1 0 35 2 10 2 0 14 8 7 0 0 15 106
Total 13 102 187 1 303 36 184 21 0 241 27 72 42 0 141 40 51 6 0 97 782
******
04:00 PM 7 24 19 0 50 3 24 2 0 29 0 23 12 0 35 33 34 4 0 71 185
04:15 PM 8 23 22 0 53 12 24 3 0 39 2 39 19 0 60 30 26 0 0 56 208
04:30 PM 6 21 21 0 48 11 23 2 0 36 1 47 16 0 64 24 27 0 0 51 199
04:45 PM 7 19 7 0 33 3 24 2 0 29 6 56 11 0 73 31 33 2 0 66 201
Total 28 87 69 0 184 29 95 9 0 133 9 165 58 0 232 118 120 6 0 244 793
05:00 PM 3 24 37 0 64 1 17 2 0 20 4 53 10 0 67 30 35 2 0 67 218
05:15 PM 2 20 18 0 40 3 18 1 0 22 2 63 20 0 85 37 36 3 0 76 223
05:30 PM 6 22 27 0 55 5 26 2 0 33 1 58 14 0 73 31 41 3 0 75 236
05:45 PM 8 21 20 0 49 6 31 3 0 40 5 64 17 1 87 35 39 3 0 77 253
Total 19 87 102 0 208 15 92 8 0 115 12 238 61 1 312 133 151 11 0 295 930
Grand Total 76 457 723 1 1257 159 592 56 0 807 79 600 234 1 914 322 415 33 0 770 3748
Apprch %6 36.4 57.5 0.1 19.7 73.4 6.9 0 8.6 65.6 25.6 0.1 41.8 53.9 4.3 0
Total %2 12.2 19.3 0 33.5 4.2 15.8 1.5 0 21.5 2.1 16 6.2 0 24.4 8.6 11.1 0.9 0 20.5
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : Armstrong Olive 08302018
Site Code : 00000000
Start Date : 8/30/2018
Page No : 2
ARMSTRONG
Southbound
OLIVE
Westbound
ARMSTRONG
Northbound
OLIVE
Eastbound
Start
Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 56 98 0 154 18 62 1 0 81 2 16 14 0 32 8 22 1 0 31 298
07:30 AM 3 60 111 0 174 20 56 5 0 81 4 37 23 0 64 10 24 3 0 37 356
07:45 AM 10 42 80 0 132 28 55 10 0 93 24 45 23 0 92 5 18 4 0 27 344
08:00 AM 9 47 75 0 131 21 65 15 0 101 16 36 29 0 81 17 16 4 0 37 350
Total Volume 22 205 364 0 591 87 238 31 0 356 46 134 89 0 269 40 80 12 0 132 1348
% App. Total 3.7 34.7 61.6 0 24.4 66.9 8.7 0 17.1 49.8 33.1 0 30.3 60.6 9.1 0
PHF .550 .854 .820 .000 .849 .777 .915 .517 .000 .881 .479 .744 .767 .000 .731 .588 .833 .750 .000 .892 .947
ARMSTRONG OLIVE OLIVE ARMSTRONG
Right
364
Thru
205
Left
22
Peds
0
InOut Total
205 591 796 Right31 Thru238 Left87 Peds0 OutTotalIn191 356 547 Left
46
Thru
134
Right
89
Peds
0
Out TotalIn
304 269 573 Left40 Thru80 Right12 Peds0 TotalOutIn648 132 780 Peak Hour Begins at 07:15 AM
Unshifted
Peak Hour Data
North
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : Armstrong Olive 08302018
Site Code : 00000000
Start Date : 8/30/2018
Page No : 3
ARMSTRONG
Southbound
OLIVE
Westbound
ARMSTRONG
Northbound
OLIVE
Eastbound
Start
Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 3 24 37 0 64 1 17 2 0 20 4 53 10 0 67 30 35 2 0 67 218
05:15 PM 2 20 18 0 40 3 18 1 0 22 2 63 20 0 85 37 36 3 0 76 223
05:30 PM 6 22 27 0 55 5 26 2 0 33 1 58 14 0 73 31 41 3 0 75 236
05:45 PM 8 21 20 0 49 6 31 3 0 40 5 64 17 1 87 35 39 3 0 77 253
Total Volume 19 87 102 0 208 15 92 8 0 115 12 238 61 1 312 133 151 11 0 295 930
% App. Total 9.1 41.8 49 0 13 80 7 0 3.8 76.3 19.6 0.3 45.1 51.2 3.7 0
PHF .594 .906 .689 .000 .813 .625 .742 .667 .000 .719 .600 .930 .763 .250 .897 .899 .921 .917 .000 .958 .919
ARMSTRONG OLIVE OLIVE ARMSTRONG
Right
102
Thru
87
Left
19
Peds
0
InOut Total
379 208 587 Right8 Thru92 Left15 Peds0 OutTotalIn231 115 346 Left
12
Thru
238
Right
61
Peds
1
Out TotalIn
113 312 425 Left133 Thru151 Right11 Peds0 TotalOutIn206 295 501 Peak Hour Begins at 05:00 PM
Unshifted
Peak Hour Data
North
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : 4.3.18 Belmont Armstrong
Site Code : 00004318
Start Date : 4/3/2018
Page No : 1
Groups Printed- Unshifted - Bank 1
Belmont
Southbound
Armstrong
Westbound
Belmont
Northbound
Armstrong
Eastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
07:00 AM 6 2 25 1 34 0 14 0 0 14 0 0 0 0 0 38 59 0 0 97 145
07:15 AM 7 1 56 0 64 1 27 6 0 34 0 0 0 0 0 43 28 0 0 71 169
07:30 AM 13 1 72 0 86 1 30 13 0 44 1 0 0 0 1 68 36 0 0 104 235
07:45 AM 13 0 75 0 88 2 36 25 0 63 0 0 0 0 0 88 29 0 0 117 268
Total 39 4 228 1 272 4 107 44 0 155 1 0 0 0 1 237 152 0 0 389 817
08:00 AM 5 2 74 0 81 1 21 19 0 41 1 0 0 0 1 62 23 0 0 85 208
08:15 AM 8 2 40 0 50 1 31 2 0 34 0 0 0 0 0 10 26 0 0 36 120
08:30 AM 6 0 22 0 28 2 32 5 0 39 0 0 0 0 0 10 19 0 0 29 96
08:45 AM 3 1 16 0 20 1 9 0 0 10 0 0 2 0 2 12 21 0 0 33 65
Total 22 5 152 0 179 5 93 26 0 124 1 0 2 0 3 94 89 0 0 183 489
******
04:00 PM 12 1 13 1 27 1 24 2 0 27 0 2 1 0 3 40 49 0 0 89 146
04:15 PM 13 1 19 0 33 0 31 6 0 37 2 1 1 0 4 61 33 0 0 94 168
04:30 PM 10 2 31 0 43 1 35 6 0 42 2 0 1 0 3 49 47 0 0 96 184
04:45 PM 6 3 14 0 23 0 37 3 0 40 2 1 1 0 4 63 53 0 0 116 183
Total 41 7 77 1 126 2 127 17 0 146 6 4 4 0 14 213 182 0 0 395 681
05:00 PM 4 0 26 0 30 0 41 8 0 49 0 1 1 0 2 60 50 0 0 110 191
05:15 PM 4 0 27 0 31 1 27 6 0 34 2 0 0 0 2 75 40 0 0 115 182
05:30 PM 6 0 8 0 14 1 24 6 0 31 0 1 1 0 2 61 37 0 0 98 145
05:45 PM 8 0 22 0 30 0 19 8 0 27 0 0 0 0 0 50 28 0 0 78 135
Total 22 0 83 0 105 2 111 28 0 141 2 2 2 0 6 246 155 0 0 401 653
Grand Total 124 16 540 2 682 13 438 115 0 566 10 6 8 0 24 790 578 0 0 1368 2640
Apprch %18.2 2.3 79.2 0.3 2.3 77.4 20.3 0 41.7 25 33.3 0 57.7 42.3 0 0
Total %4.7 0.6 20.5 0.1 25.8 0.5 16.6 4.4 0 21.4 0.4 0.2 0.3 0 0.9 29.9 21.9 0 0 51.8
Unshifted 124 16 540 2 682 13 438 115 0 566 10 6 8 0 24 787 578 0 0 1365 2637
% Unshifted
Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 3
% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.4 0 0 0 0.2 0.1
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : 4.3.18 Belmont Armstrong
Site Code : 00004318
Start Date : 4/3/2018
Page No : 2
Belmont
Southbound
Armstrong
Westbound
Belmont
Northbound
Armstrong
Eastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 7 1 56 0 64 1 27 6 0 34 0 0 0 0 0 43 28 0 0 71 169
07:30 AM 13 1 72 0 86 1 30 13 0 44 1 0 0 0 1 68 36 0 0 104 235
07:45 AM 13 0 75 0 88 2 36 25 0 63 0 0 0 0 0 88 29 0 0 117 268
08:00 AM 5 2 74 0 81 1 21 19 0 41 1 0 0 0 1 62 23 0 0 85 208
Total Volume 38 4 277 0 319 5 114 63 0 182 2 0 0 0 2 261 116 0 0 377 880
% App. Total 11.9 1.3 86.8 0 2.7 62.6 34.6 0 100 0 0 0 69.2 30.8 0 0
PHF .731 .500 .923 .000 .906 .625 .792 .630 .000 .722 .500 .000 .000 .000 .500 .741 .806 .000 .000 .806 .821
Belmont Armstrong Armstrong Belmont
Right
277
Thru
4
Left
38
Peds
0
InOut Total
324 319 643 Right63 Thru114 Left5 Peds0 OutTotalIn154 182 336 Left
2
Thru
0
Right
0
Peds
0
Out TotalIn
9 2 11 Left261 Thru116 Right0 Peds0 TotalOutIn393 377 770 Peak Hour Begins at 07:15 AM
Unshifted
Bank 1
Peak Hour Data
North
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
File Name : 4.3.18 Belmont Armstrong
Site Code : 00004318
Start Date : 4/3/2018
Page No : 3
Belmont
Southbound
Armstrong
Westbound
Belmont
Northbound
Armstrong
Eastbound
Start
Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 10 2 31 0 43 1 35 6 0 42 2 0 1 0 3 49 47 0 0 96 184
04:45 PM 6 3 14 0 23 0 37 3 0 40 2 1 1 0 4 63 53 0 0 116 183
05:00 PM 4 0 26 0 30 0 41 8 0 49 0 1 1 0 2 60 50 0 0 110 191
05:15 PM 4 0 27 0 31 1 27 6 0 34 2 0 0 0 2 75 40 0 0 115 182
Total Volume 24 5 98 0 127 2 140 23 0 165 6 2 3 0 11 247 190 0 0 437 740
% App. Total 18.9 3.9 77.2 0 1.2 84.8 13.9 0 54.5 18.2 27.3 0 56.5 43.5 0 0
PHF .600 .417 .790 .000 .738 .500 .854 .719 .000 .842 .750 .500 .750 .000 .688 .823 .896 .000 .000 .942 .969
Belmont Armstrong Armstrong Belmont
Right
98
Thru
5
Left
24
Peds
0
InOut Total
272 127 399 Right23 Thru140 Left2 Peds0 OutTotalIn217 165 382 Left
6
Thru
2
Right
3
Peds
0
Out TotalIn
7 11 18 Left247 Thru190 Right0 Peds0 TotalOutIn244 437 681 Peak Hour Begins at 04:30 PM
Unshifted
Bank 1
Peak Hour Data
North
JLB Traffic Engineering, Inc.
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570-8991
Traffic Engineering, Transportation Planning & Parking Solutions
www.JLBtraffic.com
Prepared by National Data & Surveying Services
Peak Hour Turning Movement Count
Fowler Ave & Olive Ave
National Data & Surveying ServicesIntersection Turning Movement
Count
Page 1
Station ID: Mini-Tubes: 7-day
Mc Kinley W/O De Wolf
SIN#: 5327
Date Start: 12-Dec-17
Date End: 19-Dec-17
County of Fresno
2220 Tulare St.
Fresno, CA 93721
Volume Report
Start 11-Dec-17 Tue Wed Thu Fri Weekday Average Sat Sun
Time West
Bound
East
Bound
West
Bound
East
Bound
West
Bound
East
Bound
West
Bound
East
Bound
West
Bound
East
Bound
West
Bound
East
Bound
West
Bound
East
Bound
West
Bound
East
Bound
12:00 AM **0 5 0 2 5 2 5 4 2 3 3 9 7 7
01:00 **2 3 3 5 0 0 1 4 2 3 4 2 5 7
02:00 **1 1 2 2 1 0 2 4 2 2 1 5 5 5
03:00 **7 1 4 1 3 3 7 0 5 1 2 1 5 2
04:00 **13 4 10 0 17 1 10 3 12 2 5 2 6 2
05:00 **24 13 25 9 24 12 20 13 23 12 12 9 2 1
06:00 **57 78 60 83 60 72 52 72 57 76 21 25 11 6
07:00 **113 206 114 208 98 214 96 227 105 214 27 46 17 8
08:00 **75 72 81 67 79 77 75 72 78 72 48 35 32 17
09:00 **46 39 44 35 58 52 67 49 54 44 56 48 38 35
10:00 **51 55 50 46 49 44 58 40 52 46 73 45 48 27
11:00 **54 61 61 54 57 46 75 51 62 53 62 56 46 45
12:00 PM **53 63 44 47 69 49 58 49 56 52 73 60 40 40
01:00 **64 40 69 58 57 55 70 58 65 53 63 64 49 43
02:00 **80 106 81 108 87 103 86 108 84 106 75 50 52 48
03:00 **103 107 99 111 118 141 126 120 112 120 70 73 53 44
04:00 **96 106 82 122 80 130 82 132 85 122 76 62 52 48
05:00 **58 102 61 131 70 108 64 109 63 112 64 53 35 33
06:00 **34 50 42 48 29 53 41 58 36 52 39 43 23 28
07:00 **24 37 26 43 25 37 30 31 26 37 31 31 20 25
08:00 **14 26 23 31 11 25 32 30 20 28 23 30 18 23
09:00 **15 14 13 22 20 26 9 25 14 22 27 24 9 17
10:00 **8 18 9 16 8 11 13 24 10 17 13 30 4 9
11:00 **7 9 9 6 9 9 13 15 10 10 11 12 5 8
Total 0 0 999 1216 1012 1255 1034 1270 1092 1298 1035 1259 879 815 582 528
Day 0 2215 2267 2304 2390 2294 1694 1110
AM Peak --07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 10:00 11:00 10:00 11:00
Vol.--113 206 114 208 98 214 96 227 105 214 73 56 48 45
PM Peak --15:00 15:00 15:00 17:00 15:00 15:00 15:00 16:00 15:00 16:00 16:00 15:00 15:00 14:00
Vol.--103 107 99 131 118 141 126 132 112 122 76 73 53 48
Page 2
Station ID: Mini-Tubes: 7-day
Mc Kinley W/O De Wolf
SIN#: 5327
Date Start: 12-Dec-17
Date End: 19-Dec-17
County of Fresno
2220 Tulare St.
Fresno, CA 93721
Volume Report
Start 18-Dec-17 Tue Wed Thu Fri Weekday Average Sat Sun
Time West
Bound
East
Bound
West
Bound
East
Bound
West
Bound
East
Bound
West
Bound
East
Bound
West
Bound
East
Bound
West
Bound
East
Bound
West
Bound
East
Bound
West
Bound
East
Bound
12:00 AM 6 6 1 3 ******4 4 ****
01:00 1 0 0 0 ******0 0 ****
02:00 2 0 3 1 ******2 0 ****
03:00 1 1 0 2 ******0 2 ****
04:00 12 4 12 6 ******12 5 ****
05:00 25 8 23 9 ******24 8 ****
06:00 46 81 55 74 ******50 78 ****
07:00 102 205 93 193 ******98 199 ****
08:00 75 54 85 73 ******80 64 ****
09:00 59 61 51 48 ******55 54 ****
10:00 49 36 69 43 ******59 40 ****
11:00 70 60 55 41 ******62 50 ****
12:00 PM 57 50 64 62 ******60 56 ****
01:00 58 50 60 52 ******59 51 ****
02:00 98 107 86 91 ******92 99 ****
03:00 99 79 130 116 ******114 98 ****
04:00 93 107 89 125 ******91 116 ****
05:00 49 102 62 92 ******56 97 ****
06:00 39 62 43 47 ******41 54 ****
07:00 16 27 23 34 ******20 30 ****
08:00 13 22 18 42 ******16 32 ****
09:00 12 12 14 18 ******13 15 ****
10:00 5 9 13 25 ******9 17 ****
11:00 5 5 8 5 ******6 5 ****
Total 992 1148 1057 1202 0 0 0 0 0 0 1023 1174 0 0 0 0
Day 2140 2259 0 0 0 2197 0 0
AM Peak 07:00 07:00 07:00 07:00 ------07:00 07:00 ----
Vol.102 205 93 193 ------98 199 ----
PM Peak 15:00 14:00 15:00 16:00 ------15:00 16:00 ----
Vol.99 107 130 125 ------114 116 ----
Comb.
Total 2140 4474 2267 2304 2390 4491 1694 1110
ADT ADT 2,047 AADT 2,047
Day:City:Fresno
Date:Project #:CA18_2051_006
NB SB EB WB
0 0 180 97
AM Period NB SB EB WB NB SB EB WB
00:00 0 0 0 2 1 3
00:15 0 0 0 5 1 6
00:30 0 0 0 3 2 5
00:45 0 0 0 5 15 2 6 7 21
01:00 0 0 0 3 2 5
01:15 0 0 0 8 3 11
01:30 0 0 0 4 5 9
01:45 0 0 0 7 22 2 12 9 34
02:00 0 0 0 3 3 6
02:15 0 0 0 0 1 1
02:30 0 0 0 2 0 2
02:45 0 0 0 2 7 3 7 5 14
03:00 0 0 0 4 0 4
03:15 0 0 0 4 1 5
03:30 0 0 0 9 2 11
03:45 1 1 0 1 1 4 21 2 5 6 26
04:00 0 0 0 2 1 3
04:15 0 0 0 4 2 6
04:30 0 0 0 2 0 2
04:45 0 0 0 3 11 1 4 4 15
05:00 0 0 0 2 0 2
05:15 0 0 0 2 1 3
05:30 0 0 0 0 2 2
05:45 3 3 2 2 5 5 2 6 1 4 3 10
06:00 3 0 3 8 1 9
06:15 1 0 1 4 0 4
06:30 1 0 1 3 2 5
06:45 5 10 6 6 11 16 1 16 1 4 2 20
07:00 0 3 3 3 0 3
07:15 2 1 3 1 0 1
07:30 5 0 5 2 1 3
07:45 4 11 3 7 7 18 2 8 1 2 3 10
08:00 4 4 8 2 1 3
08:15 2 3 5 0 0 0
08:30 2 4 6 0 0 0
08:45 1 9 1 12 2 21 1 3 2 3 3 6
09:00 4 2 6 0 1 1
09:15 3 2 5 0 0 0
09:30 0 1 1 0 0 0
09:45 5 12 2 7 7 19 0 0 1 0 1
10:00 3 4 7 0 0 0
10:15 2 1 3 1 0 1
10:30 3 3 6 2 0 2
10:45 1 9 2 10 3 19 0 3 1 1 1 4
11:00 7 0 7 0 0 0
11:15 2 1 3 0 0 0
11:30 1 1 2 0 0 0
11:45 3 13 2 4 5 17 0 0 0
TOTALS 68 48 116 112 49 161
SPLIT %58.6%41.4%41.9%69.6%30.4%58.1%
NB SB EB WB
0 0 180 97
AM Peak Hour 07:15 07:45 07:45 13:00 13:15 13:15
AM Pk Volume 15 14 26 22 13 35
Pk Hr Factor 0.750 0.875 0.813 0.688 0.650 0.795
7 - 9 Volume 0 0 20 19 39 0 0 17 8 25
7 - 9 Peak Hour 07:15 07:45 07:45 16:00 16:00 16:00
7 - 9 Pk Volume 0 0 15 14 26 0 0 11 4 15
Pk Hr Factor 0.000 0.000 0.750 0.875 0.813 0.000 0.000 0.688 0.500 0.625
VOLUME
Prepared by NDS/ATD
13:15
13:30
13:45
12:00
12:15
12:30
12:45
13:00
16:15
16:30
14:00
14:15
14:30
4/25/2018
14:45
15:00
DAILY TOTALS
PM Period
16:45
17:00
17:15
Wednesday
17:30
17:45
15:15
15:30
15:45
16:00
18:00
18:15
18:30
18:45
19:00
19:15
E Floradora Ave Bet. N Fowler Ave & N Armstrong Ave
21:30
21:45
22:00
Total
277
19:30
19:45
20:00
20:15
DAILY TOTALS
22:15
22:30
22:45
23:00
23:15
23:30
TOTAL
23:45
TOTALS
Total
277
DAILY TOTALS
21:00
21:15
20:30
4 - 6 Peak Hour
4 - 6 Pk Volume
SPLIT %
TOTAL
Pk Hr Factor
PM Peak Hour
PM Pk Volume
Pk Hr Factor
4 - 6 Volume
20:45
http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710 Page | C
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Appendix C: Traffic Modeling
www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710 Page | 1
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
August 9 2018
Kai Han, TE
Council of Fresno County Governments
2035 Tulare Street, Suite 201
Fresno, CA 93721
Via E-mail Only: khan@fresnocog.org
Subject: Traffic Modeling Request for the Preparation of a Traffic Impact Analysis in
Support of Tract 6201 at the Northeast Corner of Armstrong Avenue and
Floradora Avenue in the City of Fresno (JLB Project 004-069)
Dear Mr. Han,
JLB Traffic Engineering, Inc. (JLB) hereby requests a traffic modeling for the Project described
below. Tract 6201 (Project) proposes to develop the site with up to 257 single family residential lots for
an overall density of 6.50 units per acre. Per information provided to JLB, the Project is consistent with
the City of Fresno General Plan. An aerial of the Project vicinity is shown in Exhibit A while the Tract
6201 site plan is shown in Exhibit B.
The purpose of this TIA is to evaluate the potential on- and off-site traffic impacts, identify short-term
roadway and circulation needs, determine potential mitigation measures and identify any critical traffic
issues that should be addressed in the on-going planning process.
Scenarios:
The following scenarios are requested:
1. Base Year 2018 (with Link and TAZ modifications)
2. Cumulative Year 2035 plus Project Select Zone (with Link and TAZ modifications)
3. Differences between model runs 3 and 1 above
Changes and/or additions to the Model Network or TAZ’s
JLB reviewed the Fresno COG model network for the Base Year 2018 and Cumulative Year 2035. Based
on this review, JLB requests the following link and TAZ Network modifications. Details on the requested
Link and TAZ modifications for Base Year 2018 and Cumulative Year 2035 are illustrated in Exhibit C.
LINK and TAZ MODIFICATIONS (For Base Year 2018 and Year 2018 plus Project Select Zone
Scenarios):
1. Modify TAZ 1685 to eliminate TAZ Connector to Dakota Avenue (north)
2. Modify Armstrong Avenue as follows:
a. Increase southbound lanes between Node 8378 and Shields Avenue to two lanes
b. Increase northbound lanes between Node 12150 and Node 8378 to two lanes
www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710 Page | 2
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Mr. Han
Fresno COG Modeling Request (Project 004-069)
August 9, 2018
3. Modify Temperance Avenue to increase northbound lanes between Node 8362 and Clinton Avenue
to two lanes
4. Modify TAZ 1415 to eliminate TAZ Connector to Fowler Avenue
LINK and TAZ MODIFICATIONS (For Base Year 2018, Cumulative Year 2035 plus Project Select
Zone Scenarios):
1. Modify TAZ 1056 to create TAZ Connector to Fowler Avenue (east)
2. Modify Fowler Avenue as follows:
a. Increase southbound lanes between Dakota Avenue and Clinton Avenue to two lanes
b. Increase northbound lanes between Clinton Avenue and Node 8380 to two lanes
3. Modify Shields Avenue to increase westbound lanes west of Locan Avenue to two lanes
LINK and TAZ MODIFICATIONS (For Cumulative Year 2035 plus Project Select Zone Scenario
Only):
1. Modify Fowler Avenue as follows:
a. Increase northbound lanes between Node 8380 and Dakota Avenue to two lanes
b. Increase lanes between Clinton Avenue and Node 8238 to two lanes in each direction
2. Modify Sunnyside Avenue to reduce lanes south of Clinton Avenue to one lane in each direction
3. Modify McKinley Avenue to reduce lanes southeast of Node 12414 and east of Fowler Avenue to
one lane in each direction
TAZ A Project Only Trip Generation (Cumulative Year 2035 plus Project Select Zone Scenario
Only)
Table I presents the trip generation for the proposed TAZ A Tract 6201 pursuant to the 10th Edition of
the Trip Generation Manual with trip generation rates for Single-Family Detached Housing. At build-out,
the Tract 6201 is estimated to generate a maximum of 2,426 daily trips, 190 AM peak hour trips and 254
PM peak hour trips.
Table I: TAZ A Project Only Trip Generation
Note: d.u. = Dwelling Units
Access to the Project
Access to and from the Project site will be located along Armstrong Avenue and Floradora Avenue. Two
access points will be available along Armstrong Avenue and one access point along Floradora Avenue. It
is anticipated that McKinley Avenue will be built in the future and connect Armstrong Avenue to
Temperance Avenue. With this in mind, an additional two access points will available along McKinley
Avenue in the future. Additional Project details are found on Exhibit B.
Land Use (ITE Code) Size Unit
Daily AM Peak Hour PM Peak Hour
Rate Total Trip
Rate
In Out In Out Total Trip
Rate
In Out In Out Total % %
Single-Family Detached Housing (210) 257 d.u. 9.44 2,426 0.74 25 75 48 142 190 0.99 63 37 160 94 254
Total Project Trips 2,426 48 142 190 160 94 254
www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710 Page | 3
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Mr. Han
Fresno COG Modeling Request (Project 004-069)
August 9, 2018
Please invoice JLB Traffic Engineering, Inc. and reference JLB Project No. 004-069 on the invoice. If you
have any questions or require additional information, please do not hesitate to contact me by phone at
(559) 570-8991 or by e-mail at amiao@JLBtraffic.com.
Sincerely,
Alan Miao, EIT
Engineer I/II
cc: Jose Benavides, JLB Traffic Engineering, Inc.
Lang Yu, Fresno Council of Governments
Z:\01 Projects\004 Fresno\004-069 Tract 6201 TIA\Modeling\L08082018 Model Request.docx
www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710 Page | 4
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Mr. Han
Fresno COG Modeling Request (Project 004-069)
August 9, 2018
Exhibit A – Aerial
www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710 Page | 5
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Mr. Han
Fresno COG Modeling Request (Project 004-069)
August 9, 2018
Exhibit B – Site Plan
www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710 Page | 6
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Mr. Han
Fresno COG Modeling Request (Project 004-069)
August 9, 2018
Exhibit C – Model TAZ Modifications
www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710 Page | 7
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Mr. Han
Fresno COG Modeling Request (Project 004-069)
August 9, 2018
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
AM, PM, & Daily Volumes
Base Year 2018 384346414764767
9
10
8
10 8
10 8133031212377727407963763773677660557460 0
0
1
0
0
0
33
29
30
32
849
845 114951133202181
5
5
2
24
2711333418264268
Belmont
Belmont
387
355
532
250
4554
2961
Belmont
Belmont
446
404
591
298
4827
3136
ArmstrongArmstrong000000Belmont
Belmont
780
743
1108
666
9442
7495 ArmstrongArmstrong44645056441556255369Belmont
Belmont
807
703
1071
678
9424
7440
Belmont
Belmont
820
733
1101
699
9659
7712
S
R 180
34
67
3166
39548
S
R 180
261
134
8
7
389
2
0
ArmstrongArmstrong
0
000
Armst rongArmstrong
0
0
0
00 000000ArmstrongArmstrong000000ArmstrongArmstrong000000ArmstrongArmstrong44045256040653145066186
92
995
1680
1681
35595559 5706
6679
6680
7070 7071
7072
7073
7074
7075 7078
7080
7081
12146
(Licensed to JLB Traffic Engineering Inc)
AM, PM, & Daily Volumes
Base Year 2018
0
0
0
3
0
8
2626253031632420
11
13
15
188
176
1
3
8
2
3
5
2
2
384346414764769810840150134571071106913303121237274174
106
185
1712 77274079637637386158167390372339074 0
3 8 1
3 7 1
6 6
1 5 9 8
1 5 6 2
5
28
7
6
84
3
2
4
2
43
36 266155344855008
18
24
10
187
172
63323966588595726463618227882
1
12
1
53
14
506868507077110
1
1
0
8
7
71818101521521
4
4
1
29
27
62423916116333
23
19
31
709
773
12
35
41
14
293
270
7821436228219536913322532534822274
6491505
22
68
71
34
478
492
543741909348686863222958490481722634655645732
2
2
2
34
37
4
14
8
6
112
119
701111115736776605574600
0
1
0
0
0
33
29
30
32
849
845 1149511332021853
21
27
54
460
468
1
5
5
2
24
2711333418264268 70396736413342
1
25
1
85
15
41
138
93
116
1427
1746
162172315052760914
5
11
8
149
124
14
49
44
13
389
377 014157253932
58
39
31
757
738
7
17
22
5
152
939636340223263
0000000
0
0
0
0
0
000000FowlerFowler787821688925872310691789834700938Shields
Shields
394
822
806
500
8190
7904
Shields
Shields
376
955
847
452
8132
8168
FowlerFowler5461223113471894569932Shields
Shields
306
680
553
408
5525
6237
Shields
Shields
455
919
835
584
8473
8898
TemperanceTemperance53771676361470817036TeTeFowlerFowler5111029965657841288751223546718113499329456PrincetonPrinceton
39
197
173
63
1086
1094
TemperanceTemperance53771673960370116997TemperanceTemperance61670281869577687557Clinton
Clinton
85
286
276
115
1739
1861
Clinton
Clinton
86
194
249
100
1641
1567
TemperanceTemperance7089229817871060910405McKinley
McKinley
184
303
293
218
3919
3900TemperanceTemperance61571082170177877601
FowlerFowler65873374470093549174FowlerFowler7469088348891137312447Olive
Olive
69
320
358
191
1211
1272
Olive
Olive
172
511
468
400
3367
4681
TemperanceTemperance74459659979070107844TemperanceTemperance9217077859801039810604Olive
Olive
19
264
246
67
1032
1008
Olive
Olive
125
437
478
295
3988
4592
Belmont
Belmont
234
416
451
300
3397
3507
Belmont
Belmont
806
700
1067
681
9402
7431
Belmont
Belmont
184
256
307
228
2204
2308
FowlerFowler1028884111110421115911053Belmont
Belmont
387
355
532
250
4554
2961
TemperanceTemperance41054858239965936518Belmont
Belmont
205
164
400
125
2704
1869TemperanceTemperance59674479060078447010ShieldsShields
322
935
815
400
7651
7703
Shields
Shields
494
929
935
584
9120
9247ArAr
ArmstrongArmstrong45247760343155665358FowlerFowler67075477271592068962Belmont
Belmont
446
404
591
298
4827
3136
ArmstrongArmstrong000000Belmont
Belmont
780
743
1108
666
9442
7495 ArmstrongArmstrong44645056441556255369Shields
Shields
589
1150
1080
743
10496
10218
18412198468512Shield
Shield
229
498
394
318
4090
4775
Olive
Olive
95
318
359
215
1352
1411
807
703
1071
678
9424
7440
Belmont
Belmont
820
733
1101
699
9659
7712
SR 1802376311034115
SR 180860108112546 FowlerFowler8039308629461186112944FowlerFowler3819625521020709112843SR 180
584
434
6364
SR 180534
411
468
350
5446
4975
Belmont
Belmont
203
160
394
123
2630
1844
Clinton
Clinton
200
834
731
255
4894
5307
FowlerFowler73963465574187828993Clinton
Clinton
144
367
384
130
2826
2566
ton
ton
82
62
54
20
89
01
SR 180
411
350
4975
SR 180
3057
2816
34573
SR 180235
3774805FowlerFowler67075477271592068962
wlerwler9785014007299230McKinley
McKinley
178
256
251
206
3623
3596
Olive
Olive
15
227
214
58
798
774Business ParkBusiness Park118419825124681
84
1
2
1
9
8
4
6
8
51
2
ArmstrongArmstrong40156260848150125438ArmstrongArmstrong56240148160854385012ArmstrongArmstrong44045256040653145066ArmstrongArmstrong55140349159454434987Olive
Olive
79
496
428
324
3018
4423
Olive
Olive
136
417
465
310
3777
4479ArmstrongArmstrong40156260848150125438ArmstrongArmstrong40053658447250195399ArmstrongArmstrong35346551938350285154Clinton
Clinton
73
382
366
62
2418
2191
Clinton
Clinton
56
389
368
88
1673
1700
Clinton
Clinton
22
65
127
27
501
431
SR 180
3590
3283
40019
184
185
992
995
1082
1083 1084
1415
1416
1417 1418
1622
1676
1678
1679
1680
1681
1682
16831684
1726
2044
2543 2544
2593
2594
2639
2693 2694
2749 2750
3142
3266
3559
5017 501850245025
5559
5610 5623
5704
5705 5706
5707
6632
667966806681
6839
7049
7055
7081
8228
8236
8238
8240
8296
8342
8344
8346
8360
8362
8397
8462
8464
9002
9234
9235
1210712108 12109
12145
12146
12147
12148
12149
12150
12152 12154 12155
12172 12173
12214
12215
415
12416
12417
12459
12460
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
AM, PM & Daily Volumes
Project Select Zone
Cumulative Year 2035 0000000
0
0
0
0
0
0
0
0
0
2
201100
0
0
0
0
0 1001440000000
0
0
0
0
0
0
0
0
0
6
5 0110200
0
0
0
0
0011044
Belmont
Belmont
2
0
0
3
2
0
Belmont
Belmont
2
0
0
3
2
0
ArmstrongArmstrong1349165254Belmont
Belmont
8
17
20
10
179
170 ArmstrongArmstrong13324019232222mont
mont
8
5
8
9
66
56
Belmont
Belmont
8
16
20
10
175
166
S
R 180
0
0
0
S
R 1800
0
0
ArmstrongArmstrong
4
13
16
950
Francher Cr.Francher Cr.
4
13950
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(Licensed to JLB Traffic Engineering Inc)
AM, PM & Daily Volumes
Project Select Zone
Cumulative Year 2035201210100
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Olive
6
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245
282FowlerFowler000090
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Clinton
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8
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33
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FowlerFowler20271421McKinley
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201
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249
286
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7ArmstrongArmstrong19662239469514ArmstrongArmstrong2582226171166ArmstrongArmstrong1472217132143Clinton
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38
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(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
(Licensed to JLB Traffic Engineering Inc)
AM, PM & Daily Volumes
Cumulative Year 2035 918221117317417
21
2 3
20
2 5 3
2 54
81
72
78
84
892
895
15292785920413000
0
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Belmont
591
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562
7451
6607
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654
953
1058
610
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Belmont
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1432
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943
13502
12415 ArmstrongArmstrong87098711369071083810507mont
mont
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1364
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1021
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12874
SR 1
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430
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430
4294772635
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4 294772635 ArmstrongArmstrong87497711229081021210062186
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7070 7071
7072
7073
7074
7075 7078
7079
7080
7081
12146
(Licensed to JLB Traffic Engineering Inc)
AM, PM & Daily Volumes
Cumulative Year 20354221341904283306335747
38 6
37 3
67
23 14
486278
23
34
1377089148132913370
1
1
0
14
17
1335361830329972221111631653
11
10
58413444318325323 5
2
3
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91
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1338311715566756011748
641121121112229
264
266
45
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1925
1
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15
15
1628421184927
21
2
21
397
481
104
47
58
107
1143
39
14
17433999651734756 8
45
40
2
526
489
3
52
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3
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596
6810311580108310710
8
1
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23
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02540341119
67
22
39
473
517FowlerFowler8781273130910411349313538wlerwler584059876052PrincetonPrinceton
45
188
1911284
FowlerFowler13641618166414312065520609FowlerFowler14601798166217092381424948Olive
Olive
311
823
972
572
3950
3912
Olive
Olive
425
1022
995
876
7181
8322FowlerFowler13591616166114261967819539
Olive
Olive
356
816
970
612
4189
4157
Clinton
Clinton
215
782
760
326
6065
5902
FowlerFowler1331975113013901475614614Clinton
Clinton
285
814
804
378
5947
5880
Clinton
Clinton
523
733
744
596
7758
7646
FowlerFowler10741244130412121469514759McKinley
McKinley
211
500
439
228
5398
5370
McKinley
McKinley
289
491
463
395
4446
4621
McKinley
McKinley
114
547
461
149
4790
4788 ArmstrongArmstrong7301063112489785679062ArmstrongArmstrong1120769950121475817143McKinley
McKinley
84
535
517
167
3476
3419
ArmstrongArmstrong87497711229081021210062ArmstrongArmstrong11928831077128987188126Olive
Olive
264
978
919
716
6479
7750
Olive
Olive
328
835
842
638
8729
9257ArmstrongArmstrong7871186123698976078090ArmstrongArmstrong7651069112593586899210ArmstrongArmstrong6791050107587298079849Clinton
Clinton
179
867
845
271
5678
5477
Clinton
Clinton
136
756
812
251
3620
3898
d4272904050Mc
Kinle
yMc
Kinle
y
2
3
3
4
8
2
4
5
5
3
1
6
4
0
7
4
5
1
2
McKinley
McKinley
233
482
455
316
4407
4512
McKinley
McKinley
233
482
455
316
4407
4512
1082
1415
1416
1417
1622
1681
1684
2593
2693
3266
309
5704
6632
6839
8228
8236
8238
8240
8464
1210712108
12145
12147
12148
12149
12152
12172
414
12415
12416
12417
12459
http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710 Page | D
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Appendix D: Methodology
Levels of Service Methodology
The description and procedures for calculating capacity and level of service (LOS) are found in the
Transportation Research Board, Highway Capacity Manual (HCM). The HCM 2010 represents the
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, comfort and convenience.
Six levels of service are defined for each type of facility that has analysis procedures available. Letters
designate each level of service (LOS), from A to F, with LOS A representing the best operating conditions
and LOS F the worst. Each LOS represents a range of operating conditions and the driver’s perception of
these conditions. Safety is not included in the measures that establish a LOS.
Urban Streets (Automobile Mode)
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 taxicabs,
buses, trucks and parking vehicles that cause turbulence in the traffic flow are typical of downtown
streets.
Flow Characteristics
The speed of vehicles on urban streets is influenced by three main factors, street environment,
interaction among vehicles and traffic control.
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/access point density, spacing between signalized intersections, existence of parking,
level of pedestrian and bicyclist 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 controls (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.
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Levels of Service (automobile Mode)
The average travel speed for through vehicles along an urban street is the determinant of the operating
level of service (LOS). 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.
LOS A describes primarily free-flow operation. Vehicles are completely unimpeded in their ability to
maneuver within the traffic stream. Control delay at signalized intersections is minimal. Travel speeds
exceed 85 of the base free flow speed (FFS).
LOS B describes reasonably unimpeded operation. The ability to maneuver within the traffic stream is
only slightly restricted and control delay at the boundary intersections is not significant. The travel
speed is between 67 and 85 percent of the base FFS.
LOS C describes stable operations. The ability to maneuver and change lanes in midblock location may
be more restricted than at LOS B. Longer queues at the boundary intersections may contribute to lower
travel speeds. The travel speed is between 50 and 67 percent of the base FFS.
LOS D indicates a less stable condition in which small increases in flow may cause substantial increases
in delay and decreases in travel speed. This operation may be due to adverse signal progression, high
volumes, inappropriate signal timing, at the boundary intersections. The travel speed is between 40 and
50 percent of the base FFS.
LOS E is characterized unstable operation and significant delay. Such operations may be due to some
combination of adverse progression, high volume, and inappropriate signal timing at the boundary
intersections. The travel speed is between 30 and 40 percent of the base FFS.
LOS F is characterized by street flow at extremely low speed. Congestion is likely occurring at the
boundary intersections, as indicated by high delay and extensive queuing. The travel speed is 30 percent
or less of the base FFS.
Table A-1: Urban Street Levels of Service (Automobile Mode)
Travel Speed as a Percentage of Base Free-Flow Speed (%) LOS by Critical Volume-to-Capacity Ratioa
>85 A F
>67 to 85 B F
>50 to 67 C F
>40 to 50 D F
>30 to 40 E F
F F
Intersection Levels of Service
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.
Signalized Intersections – Performance Measures
For signalized intersections the performance measures include automobile volume-to-capacity ratio,
automobile delay, queue storage length, ratio of pedestrian delay, pedestrian circulation area,
pedestrian perception score, bicycle delay, and bicycle perception score. LOS is also considered a
performance measure. For the automobile mode 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 LOS designation is given to the weighted average control delay to better describe the
level of operation. A description of LOS for signalized intersections is found in Table A-2.
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Table A-2: Signalized Intersection Level of Service Description (Automobile Mode) Level of Service Description
Average
Control Delay
(seconds per
vehicle)
A
Operations with a control delay of 10 seconds/vehicle or less and a volume-to-capacity
ratio no greater than 1.0. This level is typically assigned when volume-to-capacity ratio is
and either progression is exceptionally favorable or the cycle length is very short. If it’s
due to favorable progression, most vehicles arrive during the green indication and travel
through the intersection without stopping.
10
B
Operations with control delay between 10.1 to 20.0 seconds/vehicle and a volume-to-
capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-
capacity ratio is low and either progression is highly favorable or the cycle length is short.
More vehicles stop than with LOS A.
>10.0 to
20.0
C
Operations with average control delays between 20.1 to 35.0 seconds/vehicle and a
volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the
volume-to-capacity ratio no greater than 1.0. This level is typically assigned when
progression is favorable or the cycle length is moderate. Individual cycle failures (i.e., one
or more queued vehicles are not able to depart as a result of insufficient capacity during the
cycle) may begin to appear at this level. The number of vehicles stopping is significant,
although many vehicles still pass through the intersection without stopping.
>20 to 35
D
Operations with control delay between 35.1 to 55.0 seconds/vehicle and a volume-to-
capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-
capacity ratio is high and either progression is ineffective or the cycle length is long.
Many vehicles stop, and i ndividual cycle failures are noticeable.
>35 to 55
E
Operations with control delay between 55.1 to 80.0 seconds/vehicle and a volume-to-
capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-
capacity ratio is high, progression is unfavorable, and the cycle length is long. Individual
cycle failures are frequent.
>55 to 80
F
Operations with unacceptable control delay exceeding 80.0 seconds/vehicle and a
volume-to-capacity ratio greater than 1.0. This level is typically assigned when the
volume-to-capacity ratio is very high, progression is very poor, and the cycle length is
long. Most cycles fail to clear the queue.
>80
Unsignalized Intersections
The HCM 2010 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.
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All-Way Stop Controlled Intersections
All-way stop controlled intersections is a form of traffic controls in which all approaches to an
intersection are required to stop. Similar to signalized intersections, at all-way stop controlled
intersections 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 as a whole. In
other words the delay measured for all-way stop controlled intersections is a measure of the average
delay for all vehicles passing through the intersection during the peak hour. A LOS designation is given to
the weighted average control delay to better describe the level of operation.
Two-Way Stop Controlled Intersections
Two-way stop controlled (TWSC) 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 TWSC 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 LOS for TWSC intersection is determined by the computed or measured control delay for
each minor movement. LOS is not defined for the intersection as a whole for three main reasons: (a)
major-street through vehicles are assumed to experience zero delay; (b) the disproportionate number of
major-street through vehicles at the typical TWSC intersection skews the weighted average of all
movements, resulting in a very low overall average delay from all vehicles; and (c) the resulting low
delay can mask important LOS deficiencies for minor movements. Table A-3 provides a description of
LOS at unsignalized intersections.
Table A-3: Unsignalized Intersection Level of Service Description (Automobile Mode)
Control Delay (seconds per vehicle) LOS by Volume-to-Capacity Ratio
v/c <
10 A F
>10 to 15 B F
>15 to 25 C F
>25 to 35 D F
>35 to 50 E F
>50 F F
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Appendix E: Existing Traffic Conditions
09/14/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 1
Intersection
Intersection Delay, s/veh 21.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 30 55 18 57 131 33 16 153 10 42 423 47
Future Vol, veh/h 30 55 18 57 131 33 16 153 10 42 423 47
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, %333333333333
Mvmt Flow 33 60 20 62 142 36 17 166 11 46 460 51
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 11.4 13.7 12 29.6
HCM LOS B B B D
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 9% 29% 26% 8%
Vol Thru, % 85% 53% 59% 83%
Vol Right, % 6% 17% 15% 9%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 179 103 221 512
LT Vol 16 30 57 42
Through Vol 153 55 131 423
RT Vol 10 18 33 47
Lane Flow Rate 195 112 240 557
Geometry Grp 1111
Degree of Util (X) 0.329 0.207 0.415 0.832
Departure Headway (Hd) 6.083 6.644 6.331 5.382
Convergence, Y/N Yes Yes Yes Yes
Cap 595 543 572 668
Service Time 4.083 4.656 4.331 3.463
HCM Lane V/C Ratio 0.328 0.206 0.42 0.834
HCM Control Delay 12 11.4 13.7 29.6
HCM Lane LOS B B B D
HCM 95th-tile Q 1.4 0.8 2 9
09/14/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 2
Intersection
Int Delay, s/veh 2.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 41 65 346 153 46 427
Future Vol, veh/h 41 65 346 153 46 427
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 3 33333
Mvmt Flow 44 70 372 165 49 459
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1012 455 0 0 537 0
Stage 1 455 -----
Stage 2 557 -----
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.43 -----
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 264 603 - - 1026 -
Stage 1 637 -----
Stage 2 572 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 247 603 - - 1026 -
Mov Cap-2 Maneuver 247 -----
Stage 1 596 -----
Stage 2 572 -----
Approach WB NB SB
HCM Control Delay, s 18.1 0 0.8
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 387 1026 -
HCM Lane V/C Ratio - - 0.295 0.048 -
HCM Control Delay (s) - - 18.1 8.7 0
HCM Lane LOS - - C A A
HCM 95th %tile Q(veh) - - 1.2 0.2 -
09/14/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 3
Intersection
Intersection Delay, s/veh 12.5
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 13 2 367 15 15 440
Future Vol, veh/h 13 2 367 15 15 440
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles, %333333
Mvmt Flow 14 2 382 16 16 458
Number of Lanes 101001
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 9.1 11.7 13.3
HCM LOS A B B
Lane NBLn1 WBLn1 SBLn1
Vol Left, % 0% 87% 3%
Vol Thru, % 96% 0% 97%
Vol Right, % 4% 13% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 382 15 455
LT Vol 0 13 15
Through Vol 367 0 440
RT Vol 15 2 0
Lane Flow Rate 398 16 474
Geometry Grp 1 1 1
Degree of Util (X) 0.492 0.026 0.58
Departure Headway (Hd) 4.45 5.894 4.406
Convergence, Y/N Yes Yes Yes
Cap 812 606 820
Service Time 2.468 3.945 2.424
HCM Lane V/C Ratio 0.49 0.026 0.578
HCM Control Delay 11.7 9.1 13.3
HCM Lane LOS B A B
HCM 95th-tile Q 2.8 0.1 3.8
09/14/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 4
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 5 12 42 6 9 3 187 6 0 564 2
Future Vol, veh/h 3 5 12 42 6 9 3 187 6 0 564 2
Conflicting Peds, #/hr 0 00000100001
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 100 - - - 170 - - 100 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 3 33333333333
Mvmt Flow 3 5 13 46 7 10 3 205 7 0 620 2
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 845 840 622 845 838 209 623 0 0 212 0 0
Stage 1 622 622 - 215 215 -------
Stage 2 223 218 - 630 623 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver 282 300 485 282 301 829 953 - - 1352 - -
Stage 1 473 477 - 785 723 -------
Stage 2 777 721 - 468 477 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 273 299 485 270 300 829 952 - - 1352 - -
Mov Cap-2 Maneuver 273 299 - 270 300 -------
Stage 1 471 477 - 783 721 -------
Stage 2 758 719 - 450 477 -------
Approach EB WB NB SB
HCM Control Delay, s 14.7 19.8 0.1 0
HCM LOS B C
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 952 - - 289 485 306 1352 - -
HCM Lane V/C Ratio 0.003 - - 0.03 0.027 0.205 - - -
HCM Control Delay (s) 8.8 - - 17.8 12.6 19.8 0 - -
HCM Lane LOS A - - C B C A - -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0.8 0 - -
09/14/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 5
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 10 0400324740054134
Future Vol, veh/h 10 0400324740054134
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 3 33333333333
Mvmt Flow 11 0400325100058237
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1117 1115 601 1117 1133 510 619 0 0 510 0 0
Stage 1 601 601 - 514 514 -------
Stage 2 516 514 - 603 619 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver 184 207 498 184 202 561 956 - - 1050 - -
Stage 1 485 488 - 541 534 -------
Stage 2 540 534 - 484 479 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 183 206 498 182 201 561 956 - - 1050 - -
Mov Cap-2 Maneuver 183 206 - 182 201 -------
Stage 1 484 488 - 539 532 -------
Stage 2 535 532 - 480 479 -------
Approach EB WB NB SB
HCM Control Delay, s 22.3 11.5 0 0
HCM LOS C B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 956 - - 223 561 1050 - -
HCM Lane V/C Ratio 0.002 - - 0.068 0.006 - - -
HCM Control Delay (s) 8.8 0 - 22.3 11.5 0 - -
HCM Lane LOS A A - C B A - -
HCM 95th %tile Q(veh) 0 - - 0.2 0 0 - -
09/14/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 6
Intersection
Intersection Delay, s/veh 18.5
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 40 80 12 87 238 31 46 134 89 22 205 364
Future Vol, veh/h 40 80 12 87 238 31 46 134 89 22 205 364
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, %333333333333
Mvmt Flow 42 84 13 92 251 33 48 141 94 23 216 383
Number of Lanes 110110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2221
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1222
HCM Control Delay 12.9 18.5 19.7 19.2
HCM LOS B C C C
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 17% 100% 0% 100% 0% 10% 0%
Vol Thru, % 50% 0% 87% 0% 88% 90% 0%
Vol Right, % 33% 0% 13% 0% 12% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 269 40 92 87 269 227 364
LT Vol 46 40 0 87 0 22 0
Through Vol 134 0 80 0 238 205 0
RT Vol 89 0 12 0 31 0 364
Lane Flow Rate 283 42 97 92 283 239 383
Geometry Grp 6777777
Degree of Util (X) 0.573 0.101 0.217 0.205 0.587 0.47 0.673
Departure Headway (Hd) 7.284 8.669 8.056 8.056 7.459 7.086 6.322
Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 496 413 445 445 484 509 571
Service Time 5.338 6.432 5.819 5.807 5.209 4.835 4.07
HCM Lane V/C Ratio 0.571 0.102 0.218 0.207 0.585 0.47 0.671
HCM Control Delay 19.7 12.4 13.1 12.9 20.3 16 21.2
HCM Lane LOS C B B B C C C
HCM 95th-tile Q 3.5 0.3 0.8 0.8 3.7 2.5 5.1
09/14/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 7
Intersection
Intersection Delay, s/veh69.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 77 63 19 160 158 28 15 380 46 7 374 89
Future Vol, veh/h 77 63 19 160 158 28 15 380 46 7 374 89
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles, % 3 33333333333
Mvmt Flow 83 68 20 172 170 30 16 409 49 8 402 96
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 20.2 44.3 75.8 98.2
HCM LOS C E F F
Lane NBLn1EBLn1WBLn1SBLn1
Vol Left, % 3% 48% 46% 1%
Vol Thru, % 86% 40% 46% 80%
Vol Right, % 10% 12% 8% 19%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 441 159 346 470
LT Vol 15 77 160 7
Through Vol 380 63 158 374
RT Vol 46 19 28 89
Lane Flow Rate 474 171 372 505
Geometry Grp 1111
Degree of Util (X) 1.017 0.439 0.849 1.095
Departure Headway (Hd) 8.08 9.744 8.607 7.797
Convergence, Y/N Yes Yes Yes Yes
Cap 450 373 424 465
Service Time 6.08 7.744 6.607 5.887
HCM Lane V/C Ratio 1.053 0.458 0.877 1.086
HCM Control Delay 75.8 20.2 44.3 98.2
HCM Lane LOS F C E F
HCM 95th-tile Q 13.5 2.2 8.2 16.7
09/14/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 8
Intersection
Int Delay, s/veh 7.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 261 116 0 5 114 63 2 0 0 38 4 277
Future Vol, veh/h 261 116 0 5 114 63 2 0 0 38 4 277
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 250 - 0 250 - - 300 - 130 250 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82
Heavy Vehicles, % 3 33333333333
Mvmt Flow 318 141 0 6 139 77 2 0 0 46 5 338
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 216 0 0 141 0 0 1138 1005 141 967 967 178
Stage 1 ------777777-190190-
Stage 2 ------361228-777777-
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23
Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 -
Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 -
Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 1348 - - 1436 - - 178 240 904 233 253 862
Stage 1 ------388406-809741-
Stage 2 ------655714-388406-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1348 - - 1436 - - 87 183 904 190 193 862
Mov Cap-2 Maneuver ------87183-190193-
Stage 1 ------296310-618738-
Stage 2 ------394711-296310-
Approach EB WB NB SB
HCM Control Delay, s 5.9 0.2 47.6 14.1
HCM LOS E B
Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3
Capacity (veh/h) 87 - - 1348 - - 1436 - - 190 193 862
HCM Lane V/C Ratio 0.028 - - 0.236 - - 0.004 - - 0.244 0.025 0.392
HCM Control Delay (s) 47.6 0 0 8.5 - - 7.5 - - 30 24.1 11.8
HCM Lane LOS EAAA - -A - -DCB
HCM 95th %tile Q(veh) 0.1 - - 0.9 - - 0 - - 0.9 0.1 1.9
09/14/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 1
Intersection
Intersection Delay, s/veh 10.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 64 98 13 6 30 7 10 307 13 12 128 14
Future Vol, veh/h 64 98 13 6 30 7 10 307 13 12 128 14
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, %333333333333
Mvmt Flow 70 107 14 7 33 8 11 334 14 13 139 15
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 10.4 9 12.1 9.6
HCM LOS BABA
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 3% 37% 14% 8%
Vol Thru, % 93% 56% 70% 83%
Vol Right, % 4% 7% 16% 9%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 330 175 43 154
LT Vol 10 64 6 12
Through Vol 307 98 30 128
RT Vol 13 13 7 14
Lane Flow Rate 359 190 47 167
Geometry Grp 1111
Degree of Util (X) 0.475 0.279 0.072 0.231
Departure Headway (Hd) 4.768 5.288 5.537 4.975
Convergence, Y/N Yes Yes Yes Yes
Cap 750 671 651 713
Service Time 2.84 3.378 3.537 3.064
HCM Lane V/C Ratio 0.479 0.283 0.072 0.234
HCM Control Delay 12.1 10.4 9 9.6
HCM Lane LOS BBAA
HCM 95th-tile Q 2.6 1.1 0.2 0.9
09/14/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 2
Intersection
Int Delay, s/veh 1.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 23 35 526 89 48 269
Future Vol, veh/h 23 35 526 89 48 269
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 3 33333
Mvmt Flow 24 37 554 94 51 283
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 986 601 0 0 648 0
Stage 1 601 -----
Stage 2 385 -----
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.43 -----
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 274 498 - - 933 -
Stage 1 546 -----
Stage 2 686 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 256 498 - - 933 -
Mov Cap-2 Maneuver 256 -----
Stage 1 511 -----
Stage 2 686 -----
Approach WB NB SB
HCM Control Delay, s 17 0 1.4
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 362 933 -
HCM Lane V/C Ratio - - 0.169 0.054 -
HCM Control Delay (s) - - 17 9.1 0
HCM Lane LOS - - C A A
HCM 95th %tile Q(veh) - - 0.6 0.2 -
09/14/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 3
Intersection
Intersection Delay, s/veh 15.3
Intersection LOS C
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 10 461 8 3 498
Future Vol, veh/h 9 10 461 8 3 498
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, %333333
Mvmt Flow 9 11 485 8 3 524
Number of Lanes 101001
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 9.2 14.8 16
HCM LOS A B C
Lane NBLn1 WBLn1 SBLn1
Vol Left, % 0% 47% 1%
Vol Thru, % 98% 0% 99%
Vol Right, % 2% 53% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 469 19 501
LT Vol 0 9 3
Through Vol 461 0 498
RT Vol 8 10 0
Lane Flow Rate 494 20 527
Geometry Grp 1 1 1
Degree of Util (X) 0.622 0.033 0.662
Departure Headway (Hd) 4.539 5.881 4.518
Convergence, Y/N Yes Yes Yes
Cap 795 605 802
Service Time 2.566 3.953 2.544
HCM Lane V/C Ratio 0.621 0.033 0.657
HCM Control Delay 14.8 9.2 16
HCM Lane LOS B A C
HCM 95th-tile Q 4.4 0.1 5.1
09/14/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 4
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 313241372831971
Future Vol, veh/h 3 313241372831971
Conflicting Peds, #/hr 0 00000100001
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 100 - - - 170 - - 100 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 3 33333333333
Mvmt Flow 3 313241400932121
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 630 631 214 628 627 405 214 0 0 409 0 0
Stage 1 220 220 - 407 407 -------
Stage 2 410 411 - 221 220 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver 393 397 823 394 399 644 1350 - - 1144 - -
Stage 1 780 719 - 619 596 -------
Stage 2 617 593 - 779 719 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 387 395 822 390 397 644 1349 - - 1144 - -
Mov Cap-2 Maneuver 387 395 - 390 397 -------
Stage 1 778 716 - 618 595 -------
Stage 2 610 592 - 772 716 -------
Approach EB WB NB SB
HCM Control Delay, s 13.7 12.7 0 0.1
HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 1349 - - 391 822 475 1144 - -
HCM Lane V/C Ratio 0.001 - - 0.017 0.001 0.02 0.003 - -
HCM Control Delay (s) 7.7 - - 14.4 9.4 12.7 8.2 - -
HCM Lane LOS A - -BABA - -
HCM 95th %tile Q(veh) 0 - - 0.1 0 0.1 0 - -
09/14/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 5
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 120111586013545
Future Vol, veh/h 4 120111586013545
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 3 33333333333
Mvmt Flow 4 120111658013986
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1064 1063 401 1065 1066 658 404 0 0 658 0 0
Stage 1 403 403 - 660 660 -------
Stage 2 661 660 - 405 406 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver 200 222 647 199 221 462 1149 - - 925 - -
Stage 1 622 598 - 450 459 -------
Stage 2 450 459 - 620 596 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 198 222 647 197 221 462 1149 - - 925 - -
Mov Cap-2 Maneuver 198 222 - 197 221 -------
Stage 1 621 597 - 450 459 -------
Stage 2 447 459 - 616 595 -------
Approach EB WB NB SB
HCM Control Delay, s 19.7 17.1 0 0
HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1149 - - 252 299 925 - -
HCM Lane V/C Ratio 0.001 - - 0.031 0.008 0.001 - -
HCM Control Delay (s) 8.1 0 - 19.7 17.1 8.9 0 -
HCM Lane LOS A A - C C A A -
HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - -
09/14/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 6
Intersection
Intersection Delay, s/veh 13.5
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 133 151 11 15 92 8 12 238 61 19 87 102
Future Vol, veh/h 133 151 11 15 92 8 12 238 61 19 87 102
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, %333333333333
Mvmt Flow 145 164 12 16 100 9 13 259 66 21 95 111
Number of Lanes 110110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2221
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1222
HCM Control Delay 12.3 11.2 17.5 10.5
HCM LOS B B C B
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 4% 100% 0% 100% 0% 18% 0%
Vol Thru, % 77% 0% 93% 0% 92% 82% 0%
Vol Right, % 20% 0% 7% 0% 8% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 311 133 162 15 100 106 102
LT Vol 12 133 0 15 0 19 0
Through Vol 238 0 151 0 92 87 0
RT Vol 61 0 11 0 8 0 102
Lane Flow Rate 338 145 176 16 109 115 111
Geometry Grp 6777777
Degree of Util (X) 0.581 0.281 0.315 0.033 0.205 0.211 0.179
Departure Headway (Hd) 6.183 6.996 6.438 7.368 6.8 6.603 5.8
Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 581 512 556 483 525 542 614
Service Time 4.243 4.764 4.206 5.152 4.582 4.375 3.572
HCM Lane V/C Ratio 0.582 0.283 0.317 0.033 0.208 0.212 0.181
HCM Control Delay 17.5 12.5 12.2 10.4 11.3 11.2 9.8
HCM Lane LOS C BBBBBA
HCM 95th-tile Q 3.7 1.1 1.3 0.1 0.8 0.8 0.6
09/14/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 7
Intersection
Intersection Delay, s/veh37.2
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 95 79 31 74 45 15 12 477 77 17 300 34
Future Vol, veh/h 95 79 31 74 45 15 12 477 77 17 300 34
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, % 3 33333333333
Mvmt Flow 100 83 33 78 47 16 13 502 81 18 316 36
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 16.2 14.1 60 21.4
HCM LOS C B F C
Lane NBLn1EBLn1WBLn1SBLn1
Vol Left, % 2% 46% 55% 5%
Vol Thru, % 84% 39% 34% 85%
Vol Right, % 14% 15% 11% 10%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 566 205 134 351
LT Vol 12 95 74 17
Through Vol 477 79 45 300
RT Vol 77 31 15 34
Lane Flow Rate 596 216 141 369
Geometry Grp 1111
Degree of Util (X) 0.994 0.444 0.303 0.661
Departure Headway (Hd) 6.004 7.407 7.744 6.554
Convergence, Y/N Yes Yes Yes Yes
Cap 602 490 467 554
Service Time 4.095 5.407 5.757 4.554
HCM Lane V/C Ratio 0.99 0.441 0.302 0.666
HCM Control Delay 60 16.2 14.1 21.4
HCM Lane LOS F C B C
HCM 95th-tile Q 14.6 2.2 1.3 4.8
09/14/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 8
Intersection
Int Delay, s/veh 5.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 247 190 0 2 140 23 6 2 3 24 5 98
Future Vol, veh/h 247 190 0 2 140 23 6 2 3 24 5 98
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 250 - 0 250 - - 300 - 130 250 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 3 33333333333
Mvmt Flow 255 196 0 2 144 24 6 2 3 25 5 101
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 168 0 0 196 0 0 919 878 196 869 866 156
Stage 1 ------706706-160160-
Stage 2 ------213172-709706-
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23
Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 -
Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 -
Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 1404 - - 1371 - - 251 286 843 271 290 887
Stage 1 ------425437-840764-
Stage 2 ------787755-423437-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1404 - - 1371 - - 188 234 843 231 237 887
Mov Cap-2 Maneuver ------188234-231237-
Stage 1 ------348357-687763-
Stage 2 ------692754-343357-
Approach EB WB NB SB
HCM Control Delay, s 4.6 0.1 19.8 12.4
HCM LOS C B
Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3
Capacity (veh/h) 188 234 843 1404 - - 1371 - - 231 237 887
HCM Lane V/C Ratio 0.033 0.009 0.004 0.181 - - 0.002 - - 0.107 0.022 0.114
HCM Control Delay (s) 24.8 20.5 9.3 8.1 - - 7.6 - - 22.4 20.5 9.6
HCM Lane LOS C C A A - - A - - C C A
HCM 95th %tile Q(veh) 0.1 0 0 0.7 - - 0 - - 0.4 0.1 0.4
10/08/2018
Improved Synchro 10 Report
JLB Traffic Engineering, Inc.Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 77 63 19 160 158 28 15 380 46 7 374 89
Future Volume (veh/h) 77 63 19 160 158 28 15 380 46 7 374 89
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 83 68 20 172 170 30 16 409 49 8 402 96
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, %333333333333
Cap, veh/h 124 148 43 219 247 44 35 555 67 19 481 115
Arrive On Green 0.07 0.11 0.11 0.12 0.16 0.16 0.02 0.34 0.34 0.01 0.33 0.33
Sat Flow, veh/h 1767 1377 405 1767 1536 271 1767 1626 195 1767 1448 346
Grp Volume(v), veh/h 83 0 88 172 0 200 16 0 458 8 0 498
Grp Sat Flow(s),veh/h/ln 1767 0 1783 1767 0 1807 1767 0 1820 1767 0 1793
Q Serve(g_s), s 2.2 0.0 2.2 4.5 0.0 4.9 0.4 0.0 10.5 0.2 0.0 12.1
Cycle Q Clear(g_c), s 2.2 0.0 2.2 4.5 0.0 4.9 0.4 0.0 10.5 0.2 0.0 12.1
Prop In Lane 1.00 0.23 1.00 0.15 1.00 0.11 1.00 0.19
Lane Grp Cap(c), veh/h 124 0 191 219 0 291 35 0 622 19 0 595
V/C Ratio(X) 0.67 0.00 0.46 0.79 0.00 0.69 0.45 0.00 0.74 0.43 0.00 0.84
Avail Cap(c_a), veh/h 232 0 604 307 0 688 187 0 840 187 0 801
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 21.4 0.0 19.8 20.1 0.0 18.7 22.9 0.0 13.7 23.2 0.0 14.6
Incr Delay (d2), s/veh 6.1 0.0 1.7 8.6 0.0 2.9 8.7 0.0 2.3 14.8 0.0 5.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 0.0 0.8 2.0 0.0 1.9 0.2 0.0 3.5 0.1 0.0 4.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.5 0.0 21.5 28.7 0.0 21.6 31.6 0.0 16.0 38.1 0.0 20.4
LnGrp LOS C A C C A C C A B D A C
Approach Vol, veh/h 171 372 474 506
Approach Delay, s/veh 24.4 24.9 16.5 20.7
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 4.7 22.1 10.1 10.4 5.1 21.7 7.5 12.9
Change Period (Y+Rc), s * 4.2 * 6 * 4.2 5.3 * 4.2 6.0 * 4.2 5.3
Max Green Setting (Gmax), s * 5 * 22 * 8.2 16.0 * 5 21.1 * 6.2 18.0
Max Q Clear Time (g_c+I1), s 2.2 12.5 6.5 4.2 2.4 14.1 4.2 6.9
Green Ext Time (p_c), s 0.0 1.8 0.1 0.2 0.0 1.5 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 20.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
10/08/2018
Improved Synchro 10 Report
JLB Traffic Engineering, Inc.Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 95 79 31 74 45 15 12 477 77 17 300 34
Future Volume (veh/h) 95 79 31 74 45 15 12 477 77 17 300 34
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 100 83 33 78 47 16 13 502 81 18 316 36
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %333333333333
Cap, veh/h 135 139 55 119 133 45 29 610 98 39 649 74
Arrive On Green 0.08 0.11 0.11 0.07 0.10 0.10 0.02 0.39 0.39 0.02 0.40 0.40
Sat Flow, veh/h 1767 1263 502 1767 1324 451 1767 1559 252 1767 1636 186
Grp Volume(v), veh/h 100 0 116 78 0 63 13 0 583 18 0 352
Grp Sat Flow(s),veh/h/ln 1767 0 1765 1767 0 1774 1767 0 1810 1767 0 1822
Q Serve(g_s), s 2.7 0.0 3.0 2.1 0.0 1.6 0.4 0.0 13.9 0.5 0.0 6.9
Cycle Q Clear(g_c), s 2.7 0.0 3.0 2.1 0.0 1.6 0.4 0.0 13.9 0.5 0.0 6.9
Prop In Lane 1.00 0.28 1.00 0.25 1.00 0.14 1.00 0.10
Lane Grp Cap(c), veh/h 135 0 194 119 0 178 29 0 708 39 0 723
V/C Ratio(X) 0.74 0.00 0.60 0.66 0.00 0.35 0.44 0.00 0.82 0.46 0.00 0.49
Avail Cap(c_a), veh/h 213 0 591 213 0 594 184 0 1095 184 0 1075
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 21.7 0.0 20.4 21.9 0.0 20.2 23.4 0.0 13.2 23.2 0.0 10.8
Incr Delay (d2), s/veh 7.6 0.0 2.9 6.0 0.0 1.2 10.2 0.0 3.0 8.1 0.0 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 0.0 1.2 0.9 0.0 0.6 0.2 0.0 4.5 0.3 0.0 1.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.4 0.0 23.3 27.9 0.0 21.4 33.6 0.0 16.2 31.4 0.0 11.4
LnGrp LOS C A C C A C C A B C A B
Approach Vol, veh/h 216 141 596 370
Approach Delay, s/veh 26.1 25.0 16.6 12.3
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.3 24.8 7.4 10.6 5.0 25.1 7.9 10.1
Change Period (Y+Rc), s * 4.2 * 6 * 4.2 5.3 * 4.2 6.0 * 4.2 5.3
Max Green Setting (Gmax), s * 5 * 29 * 5.8 16.1 * 5 28.4 * 5.8 16.1
Max Q Clear Time (g_c+I1), s 2.5 15.9 4.1 5.0 2.4 8.9 4.7 3.6
Green Ext Time (p_c), s 0.0 2.9 0.0 0.3 0.0 1.7 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 17.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
10/11/2018
Improved SimTraffic Report
JLB Traffic Engineering, Inc.Page 1
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 55 76 73 181
Average Queue (ft) 32 48 41 92
95th Queue (ft) 44 74 60 147
Link Distance (ft) 2329 2588 3273 1774
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement WB NB SB
Directions Served LR TR LT
Maximum Queue (ft) 92 21 94
Average Queue (ft) 39 1 24
95th Queue (ft) 66 7 68
Link Distance (ft) 2293 1266 2582
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement WB NB SB
Directions Served LR TR LT
Maximum Queue (ft) 31 103 166
Average Queue (ft) 11 54 66
95th Queue (ft) 32 80 105
Link Distance (ft) 2517 1223 4006
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
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JLB Traffic Engineering, Inc.Page 2
Movement EB EB WB NB
Directions Served LT R LTR L
Maximum Queue (ft) 22 30 84 18
Average Queue (ft) 6 7 32 1
95th Queue (ft) 21 25 59 8
Link Distance (ft) 2517 2568
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 170
Storage Blk Time (%)
Queuing Penalty (veh)
Movement EB WB NB
Directions Served LTR LTR LTR
Maximum Queue (ft) 53 31 70
Average Queue (ft) 13 2 2
95th Queue (ft) 38 15 23
Link Distance (ft) 2568 638 1289
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement EB EB WB WB NB SB SB
Directions Served L TR L TR LTR LT R
Maximum Queue (ft) 45 45 81 102 91 83 77
Average Queue (ft) 15 20 38 61 47 46 48
95th Queue (ft) 37 39 67 90 74 71 75
Link Distance (ft) 1208 243 1322 1239 1239
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 130
Storage Blk Time (%)
Queuing Penalty (veh)
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JLB Traffic Engineering, Inc.Page 3
Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 94 112 122 157 52 185 31 354
Average Queue (ft) 33 37 58 62 12 95 6 141
95th Queue (ft) 67 79 108 109 38 160 26 240
Link Distance (ft) 2261 2302 1387 1289
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150 150 150
Storage Blk Time (%) 0 1 6
Queuing Penalty (veh) 1 0 0
Movement EB WB WB NB SB SB SB
Directions Served L L TR L L T R
Maximum Queue (ft) 87 16 8 19 71 29 130
Average Queue (ft) 24 1 0 4 25 6 47
95th Queue (ft) 58 5 3 16 51 24 85
Link Distance (ft) 2612 589 589
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 300 250
Storage Blk Time (%)
Queuing Penalty (veh)
Network wide Queuing Penalty: 1
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Improved SimTraffic Report
JLB Traffic Engineering, Inc.Page 1
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 77 48 75 55
Average Queue (ft) 43 22 48 36
95th Queue (ft) 68 43 71 52
Link Distance (ft) 2333 2592 3281 1778
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement WB SB
Directions Served LR LT
Maximum Queue (ft) 74 73
Average Queue (ft) 26 20
95th Queue (ft) 51 58
Link Distance (ft) 2297 2586
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement WB NB SB
Directions Served LR TR LT
Maximum Queue (ft) 32 107 122
Average Queue (ft) 10 65 71
95th Queue (ft) 29 91 100
Link Distance (ft) 2525 1227 4010
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
10/11/2018
Improved SimTraffic Report
JLB Traffic Engineering, Inc.Page 2
Movement EB WB SB
Directions Served LT LTR L
Maximum Queue (ft) 24 30 31
Average Queue (ft) 3 6 1
95th Queue (ft) 16 24 10
Link Distance (ft) 2525 2576
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Movement EB WB
Directions Served LTR LTR
Maximum Queue (ft) 31 31
Average Queue (ft) 4 2
95th Queue (ft) 19 15
Link Distance (ft) 2576 642
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement EB EB WB WB NB SB SB
Directions Served L TR L TR LTR LT R
Maximum Queue (ft) 45 67 52 75 121 48 54
Average Queue (ft) 23 32 11 37 53 24 29
95th Queue (ft) 39 55 37 61 88 41 42
Link Distance (ft) 1216 251 1330 1247 1247
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 130
Storage Blk Time (%)
Queuing Penalty (veh)
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Improved SimTraffic Report
JLB Traffic Engineering, Inc.Page 3
Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 117 140 123 74 49 296 52 139
Average Queue (ft) 54 58 47 32 8 116 12 67
95th Queue (ft) 100 118 89 61 32 211 40 114
Link Distance (ft) 2269 2306 1391 1297
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150 150 150
Storage Blk Time (%) 0 3 0
Queuing Penalty (veh) 0 0 0
Movement EB NB NB SB SB SB
Directions Served L L R L T R
Maximum Queue (ft) 50 69 12 51 29 52
Average Queue (ft) 23 5 2 12 3 28
95th Queue (ft) 51 27 9 37 18 42
Link Distance (ft) 597 597
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 300 130 250
Storage Blk Time (%)
Queuing Penalty (veh)
Network wide Queuing Penalty: 0
http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710 Page | F
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Appendix F: Existing plus Project Traffic Conditions
10/08/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 1
Intersection
Intersection Delay, s/veh 25.2
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 30 55 20 57 131 33 46 167 20 42 430 47
Future Vol, veh/h 30 55 20 57 131 33 46 167 20 42 430 47
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, %333333333333
Mvmt Flow 33 60 22 62 142 36 50 182 22 46 467 51
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 12 14.7 14 37.3
HCM LOS BBBE
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 20% 29% 26% 8%
Vol Thru, % 72% 52% 59% 83%
Vol Right, % 9% 19% 15% 9%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 233 105 221 519
LT Vol 46 30 57 42
Through Vol 167 55 131 430
RT Vol 20 20 33 47
Lane Flow Rate 253 114 240 564
Geometry Grp 1111
Degree of Util (X) 0.435 0.22 0.439 0.888
Departure Headway (Hd) 6.187 6.932 6.573 5.666
Convergence, Y/N Yes Yes Yes Yes
Cap 580 516 548 643
Service Time 4.242 5.002 4.631 3.666
HCM Lane V/C Ratio 0.436 0.221 0.438 0.877
HCM Control Delay 14 12 14.7 37.3
HCM Lane LOS BBBE
HCM 95th-tile Q 2.2 0.8 2.2 10.8
10/08/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 2
Intersection
Int Delay, s/veh 2.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 43 65 348 155 46 432
Future Vol, veh/h 43 65 348 155 46 432
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 3 33333
Mvmt Flow 46 70 374 167 49 465
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1021 458 0 0 541 0
Stage 1 458 -----
Stage 2 563 -----
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.43 -----
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 261 601 - - 1023 -
Stage 1 635 -----
Stage 2 568 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 244 601 - - 1023 -
Mov Cap-2 Maneuver 244 -----
Stage 1 594 -----
Stage 2 568 -----
Approach WB NB SB
HCM Control Delay, s 18.6 0 0.8
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 380 1023 -
HCM Lane V/C Ratio - - 0.306 0.048 -
HCM Control Delay (s) - - 18.6 8.7 0
HCM Lane LOS - - C A A
HCM 95th %tile Q(veh) - - 1.3 0.2 -
10/08/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 3
Intersection
Intersection Delay, s/veh 12.6
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 13 2 367 15 21 440
Future Vol, veh/h 13 2 367 15 21 440
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles, %333333
Mvmt Flow 14 2 382 16 22 458
Number of Lanes 101001
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 9.1 11.7 13.5
HCM LOS A B B
Lane NBLn1 WBLn1 SBLn1
Vol Left, % 0% 87% 5%
Vol Thru, % 96% 0% 95%
Vol Right, % 4% 13% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 382 15 461
LT Vol 0 13 21
Through Vol 367 0 440
RT Vol 15 2 0
Lane Flow Rate 398 16 480
Geometry Grp 1 1 1
Degree of Util (X) 0.493 0.026 0.588
Departure Headway (Hd) 4.457 5.909 4.41
Convergence, Y/N Yes Yes Yes
Cap 812 604 821
Service Time 2.475 3.96 2.427
HCM Lane V/C Ratio 0.49 0.026 0.585
HCM Control Delay 11.7 9.1 13.5
HCM Lane LOS B A B
HCM 95th-tile Q 2.8 0.1 3.9
10/08/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 4
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 7 7 12 48 6 12 3 200 12 7 625 2
Future Vol, veh/h 7 7 12 48 6 12 3 200 12 7 625 2
Conflicting Peds, #/hr 0 00000100001
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 100 - - - 170 - - 100 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 3 33333333333
Mvmt Flow 8 8 13 53 7 13 3 220 13 8 687 2
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 948 944 689 948 939 227 690 0 0 233 0 0
Stage 1 705 705 - 233 233 -------
Stage 2 243 239 - 715 706 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver 240 261 444 240 263 810 900 - - 1329 - -
Stage 1 426 438 - 768 710 -------
Stage 2 758 706 - 420 437 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 230 258 444 226 260 810 899 - - 1329 - -
Mov Cap-2 Maneuver 230 258 - 226 260 -------
Stage 1 424 435 - 766 708 -------
Stage 2 736 704 - 398 434 -------
Approach EB WB NB SB
HCM Control Delay, s 17.4 23.7 0.1 0.1
HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 899 - - 243 444 264 1329 - -
HCM Lane V/C Ratio 0.004 - - 0.063 0.03 0.275 0.006 - -
HCM Control Delay (s) 9 - - 20.8 13.4 23.7 7.7 - -
HCM Lane LOS A - - C B C A - -
HCM 95th %tile Q(veh) 0 - - 0.2 0.1 1.1 0 - -
10/08/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 5
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 14 0 21 00384740054141
Future Vol, veh/h 14 0 21 00384740054141
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 3 33333333333
Mvmt Flow 15 0 23 00395100058244
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1134 1132 604 1144 1154 510 626 0 0 510 0 0
Stage 1 604 604 - 528 528 -------
Stage 2 530 528 - 616 626 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver 179 202 496 176 196 561 951 - - 1050 - -
Stage 1 484 486 - 532 526 -------
Stage 2 531 526 - 476 475 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 176 199 496 166 193 561 951 - - 1050 - -
Mov Cap-2 Maneuver 176 199 - 166 193 -------
Stage 1 478 486 - 525 519 -------
Stage 2 521 519 - 454 475 -------
Approach EB WB NB SB
HCM Control Delay, s 19.4 11.5 0.1 0
HCM LOS C B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 951 - - 287 561 1050 - -
HCM Lane V/C Ratio 0.009 - - 0.131 0.006 - - -
HCM Control Delay (s) 8.8 0 - 19.4 11.5 0 - -
HCM Lane LOS A A - C B A - -
HCM 95th %tile Q(veh) 0 - - 0.4 0 0 - -
10/08/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 6
Intersection
Intersection Delay, s/veh 21.1
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 46 80 12 87 238 31 46 147 89 23 237 398
Future Vol, veh/h 46 80 12 87 238 31 46 147 89 23 237 398
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, %333333333333
Mvmt Flow 48 84 13 92 251 33 48 155 94 24 249 419
Number of Lanes 110110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2221
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1222
HCM Control Delay 13.3 19.6 21.9 23.1
HCM LOS B C C C
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 16% 100% 0% 100% 0% 9% 0%
Vol Thru, % 52% 0% 87% 0% 88% 91% 0%
Vol Right, % 32% 0% 13% 0% 12% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 282 46 92 87 269 260 398
LT Vol 46 46 0 87 0 23 0
Through Vol 147 0 80 0 238 237 0
RT Vol 89 0 12 0 31 0 398
Lane Flow Rate 297 48 97 92 283 274 419
Geometry Grp 6777777
Degree of Util (X) 0.616 0.12 0.223 0.211 0.605 0.548 0.75
Departure Headway (Hd) 7.465 8.922 8.308 8.292 7.693 7.209 6.448
Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 484 401 431 432 470 501 561
Service Time 5.524 6.692 6.077 6.048 5.448 4.966 4.204
HCM Lane V/C Ratio 0.614 0.12 0.225 0.213 0.602 0.547 0.747
HCM Control Delay 21.9 12.9 13.5 13.3 21.6 18.4 26.2
HCM Lane LOS C B B B C C D
HCM 95th-tile Q 4.1 0.4 0.8 0.8 3.9 3.3 6.5
10/08/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 7
Intersection
Intersection Delay, s/veh73.4
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 77 63 19 160 158 28 15 386 46 9 389 89
Future Vol, veh/h 77 63 19 160 158 28 15 386 46 9 389 89
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles, % 3 33333333333
Mvmt Flow 83 68 20 172 170 30 16 415 49 10 418 96
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 20.3 43.5 80.6 105.5
HCM LOS C E F F
Lane NBLn1EBLn1WBLn1SBLn1
Vol Left, % 3% 48% 46% 2%
Vol Thru, % 86% 40% 46% 80%
Vol Right, % 10% 12% 8% 18%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 447 159 346 487
LT Vol 15 77 160 9
Through Vol 386 63 158 389
RT Vol 46 19 28 89
Lane Flow Rate 481 171 372 524
Geometry Grp 1111
Degree of Util (X) 1.034 0.44 0.841 1.117
Departure Headway (Hd) 8.101 9.817 8.683 7.904
Convergence, Y/N Yes Yes Yes Yes
Cap 452 369 420 461
Service Time 6.101 7.817 6.683 5.904
HCM Lane V/C Ratio 1.064 0.463 0.886 1.137
HCM Control Delay 80.6 20.3 43.5 105.5
HCM Lane LOS F C E F
HCM 95th-tile Q 14.1 2.2 8 17.5
10/08/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 8
Intersection
Int Delay, s/veh 8.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 269 116 0 5 114 64 2 4 0 40 17 294
Future Vol, veh/h 269 116 0 5 114 64 2 4 0 40 17 294
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 250 - 0 250 - - 300 - 130 250 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82
Heavy Vehicles, % 3 33333333333
Mvmt Flow 328 141 0 6 139 78 2 5 0 49 21 359
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 217 0 0 141 0 0 1177 1026 141 990 987 178
Stage 1 ------797797-190190-
Stage 2 ------380229-800797-
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23
Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 -
Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 -
Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 1347 - - 1436 - - 167 234 904 224 246 862
Stage 1 ------379397-809741-
Stage 2 ------640713-377397-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1347 - - 1436 - - 72 176 904 178 185 862
Mov Cap-2 Maneuver ------72176-178185-
Stage 1 ------287300-612738-
Stage 2 ------362710-281300-
Approach EB WB NB SB
HCM Control Delay, s 6 0.2 36.2 15.2
HCM LOS E C
Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3
Capacity (veh/h) 72 176 - 1347 - - 1436 - - 178 185 862
HCM Lane V/C Ratio 0.034 0.028 - 0.244 - - 0.004 - - 0.274 0.112 0.416
HCM Control Delay (s) 56.7 26 0 8.5 - - 7.5 - - 32.7 26.9 12.1
HCM Lane LOS F D A A - - A - - D D B
HCM 95th %tile Q(veh) 0.1 0.1 - 1 - - 0 - - 1.1 0.4 2.1
10/08/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 1
Intersection
Intersection Delay, s/veh 12.4
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 64 98 49 6 30 7 20 328 21 12 145 14
Future Vol, veh/h 64 98 49 6 30 7 20 328 21 12 145 14
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, %333333333333
Mvmt Flow 70 107 53 7 33 8 22 357 23 13 158 15
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 11.4 9.4 14.2 10.3
HCM LOS BABB
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 5% 30% 14% 7%
Vol Thru, % 89% 46% 70% 85%
Vol Right, % 6% 23% 16% 8%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 369 211 43 171
LT Vol 20 64 6 12
Through Vol 328 98 30 145
RT Vol 21 49 7 14
Lane Flow Rate 401 229 47 186
Geometry Grp 1111
Degree of Util (X) 0.56 0.348 0.076 0.273
Departure Headway (Hd) 5.026 5.461 5.824 5.279
Convergence, Y/N Yes Yes Yes Yes
Cap 722 658 614 680
Service Time 3.026 3.501 3.875 3.313
HCM Lane V/C Ratio 0.555 0.348 0.077 0.274
HCM Control Delay 14.2 11.4 9.4 10.3
HCM Lane LOS BBAB
HCM 95th-tile Q 3.5 1.6 0.2 1.1
10/08/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 2
Intersection
Int Delay, s/veh 1.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 26 35 528 92 48 282
Future Vol, veh/h 26 35 528 92 48 282
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 3 33333
Mvmt Flow 27 37 556 97 51 297
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1004 605 0 0 653 0
Stage 1 605 -----
Stage 2 399 -----
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.43 -----
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 267 496 - - 929 -
Stage 1 543 -----
Stage 2 676 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 249 496 - - 929 -
Mov Cap-2 Maneuver 249 -----
Stage 1 507 -----
Stage 2 676 -----
Approach WB NB SB
HCM Control Delay, s 17.6 0 1.3
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 349 929 -
HCM Lane V/C Ratio - - 0.184 0.054 -
HCM Control Delay (s) - - 17.6 9.1 0
HCM Lane LOS - - C A A
HCM 95th %tile Q(veh) - - 0.7 0.2 -
10/08/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 3
Intersection
Intersection Delay, s/veh 15.4
Intersection LOS C
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 12 461 8 5 498
Future Vol, veh/h 9 12 461 8 5 498
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, %333333
Mvmt Flow 9 13 485 8 5 524
Number of Lanes 101001
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 9.1 14.9 16.1
HCM LOS A B C
Lane NBLn1 WBLn1 SBLn1
Vol Left, % 0% 43% 1%
Vol Thru, % 98% 0% 99%
Vol Right, % 2% 57% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 469 21 503
LT Vol 0 9 5
Through Vol 461 0 498
RT Vol 8 12 0
Lane Flow Rate 494 22 529
Geometry Grp 1 1 1
Degree of Util (X) 0.624 0.036 0.666
Departure Headway (Hd) 4.549 5.852 4.526
Convergence, Y/N Yes Yes Yes
Cap 795 608 800
Service Time 2.577 3.925 2.553
HCM Lane V/C Ratio 0.621 0.036 0.661
HCM Control Delay 14.9 9.1 16.1
HCM Lane LOS B A C
HCM 95th-tile Q 4.4 0.1 5.2
10/08/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 4
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 516317143221112302
Future Vol, veh/h 3 516317143221112302
Conflicting Peds, #/hr 0 00000100001
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 100 - - - 170 - - 100 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 3 33333333333
Mvmt Flow 3 516318146523122472
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 762 763 249 754 753 477 250 0 0 488 0 0
Stage 1 273 273 - 479 479 -------
Stage 2 489 490 - 275 274 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver 320 333 787 324 338 586 1310 - - 1070 - -
Stage 1 731 682 - 566 553 -------
Stage 2 559 547 - 729 681 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 305 329 786 317 334 586 1309 - - 1070 - -
Mov Cap-2 Maneuver 305 329 - 317 334 -------
Stage 1 730 674 - 565 552 -------
Stage 2 538 546 - 714 673 -------
Approach EB WB NB SB
HCM Control Delay, s 15.8 13.4 0 0.4
HCM LOS C B
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 1309 - - 320 786 457 1070 - -
HCM Lane V/C Ratio 0.001 - - 0.027 0.001 0.061 0.011 - -
HCM Control Delay (s) 7.8 - - 16.6 9.6 13.4 8.4 - -
HCM Lane LOS A - - C A B A - -
HCM 95th %tile Q(veh) 0 - - 0.1 0 0.2 0 - -
10/08/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 5
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 1 13 0 1 1 17 586 0 1 354 21
Future Vol, veh/h 9 1 13 0 1 1 17 586 0 1 354 21
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 3 33333333333
Mvmt Flow 10 1 15 0 1 1 19 658 0 1 398 24
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1109 1108 410 1116 1120 658 422 0 0 658 0 0
Stage 1 412 412 - 696 696 -------
Stage 2 697 696 - 420 424 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver 186 209 639 184 206 462 1132 - - 925 - -
Stage 1 615 593 - 430 442 -------
Stage 2 430 442 - 609 585 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 181 203 639 175 200 462 1132 - - 925 - -
Mov Cap-2 Maneuver 181 203 - 175 200 -------
Stage 1 599 592 - 419 431 -------
Stage 2 417 431 - 593 584 -------
Approach EB WB NB SB
HCM Control Delay, s 17.8 18 0.2 0
HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1132 - - 307 279 925 - -
HCM Lane V/C Ratio 0.017 - - 0.084 0.008 0.001 - -
HCM Control Delay (s) 8.2 0 - 17.8 18 8.9 0 -
HCM Lane LOS A A - C C A A -
HCM 95th %tile Q(veh) 0.1 - - 0.3 0 0 - -
10/08/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 6
Intersection
Intersection Delay, s/veh 15.9
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 164 151 11 15 92 10 12 278 61 19 105 120
Future Vol, veh/h 164 151 11 15 92 10 12 278 61 19 105 120
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, %333333333333
Mvmt Flow 178 164 12 16 100 11 13 302 66 21 114 130
Number of Lanes 110110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2221
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1222
HCM Control Delay 13.6 11.9 22.4 11.4
HCM LOS B B C B
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 3% 100% 0% 100% 0% 15% 0%
Vol Thru, % 79% 0% 93% 0% 90% 85% 0%
Vol Right, % 17% 0% 7% 0% 10% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 351 164 162 15 102 124 120
LT Vol 12 164 0 15 0 19 0
Through Vol 278 0 151 0 92 105 0
RT Vol 61 0 11 0 10 0 120
Lane Flow Rate 382 178 176 16 111 135 130
Geometry Grp 6777777
Degree of Util (X) 0.682 0.362 0.33 0.036 0.225 0.261 0.224
Departure Headway (Hd) 6.431 7.421 6.861 7.9 7.315 6.979 6.186
Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 557 488 526 455 493 518 584
Service Time 4.529 5.121 4.561 5.612 5.027 4.679 3.886
HCM Lane V/C Ratio 0.686 0.365 0.335 0.035 0.225 0.261 0.223
HCM Control Delay 22.4 14.3 12.9 10.9 12.1 12.1 10.7
HCM Lane LOS C BBBBBB
HCM 95th-tile Q 5.2 1.6 1.4 0.1 0.9 1 0.9
10/08/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 7
Intersection
Intersection Delay, s/veh42.2
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 95 79 31 74 45 16 13 492 77 17 311 34
Future Vol, veh/h 95 79 31 74 45 16 13 492 77 17 311 34
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, % 3 33333333333
Mvmt Flow 100 83 33 78 47 17 14 518 81 18 327 36
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 16.1 14.2 70.2 22.4
HCM LOS C B F C
Lane NBLn1EBLn1WBLn1SBLn1
Vol Left, % 2% 46% 55% 5%
Vol Thru, % 85% 39% 33% 86%
Vol Right, % 13% 15% 12% 9%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 582 205 135 362
LT Vol 13 95 74 17
Through Vol 492 79 45 311
RT Vol 77 31 16 34
Lane Flow Rate 613 216 142 381
Geometry Grp 1111
Degree of Util (X) 1.033 0.432 0.301 0.681
Departure Headway (Hd) 6.069 7.507 7.84 6.57
Convergence, Y/N Yes Yes Yes Yes
Cap 600 483 462 553
Service Time 4.092 5.507 5.84 4.57
HCM Lane V/C Ratio 1.022 0.447 0.307 0.689
HCM Control Delay 70.2 16.1 14.2 22.4
HCM Lane LOS F C B C
HCM 95th-tile Q 16.4 2.1 1.3 5.2
10/08/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 8
Intersection
Int Delay, s/veh 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 267 190 0 2 140 26 6 18 3 24 13 108
Future Vol, veh/h 267 190 0 2 140 26 6 18 3 24 13 108
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 250 - 0 250 - - 300 - 130 250 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 3 33333333333
Mvmt Flow 275 196 0 2 144 27 6 19 3 25 13 111
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 171 0 0 196 0 0 970 921 196 919 908 158
Stage 1 ------746746-162162-
Stage 2 ------224175-757746-
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23
Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 -
Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 -
Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 1400 - - 1371 - - 232 269 843 251 274 885
Stage 1 ------404419-838762-
Stage 2 ------776752-398419-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1400 - - 1371 - - 164 216 843 199 220 885
Mov Cap-2 Maneuver ------164216-199220-
Stage 1 ------325337-674761-
Stage 2 ------665751-301337-
Approach EB WB NB SB
HCM Control Delay, s 4.8 0.1 22.7 13.5
HCM LOS C B
Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3
Capacity (veh/h) 164 216 843 1400 - - 1371 - - 199 220 885
HCM Lane V/C Ratio 0.038 0.086 0.004 0.197 - - 0.002 - - 0.124 0.061 0.126
HCM Control Delay (s) 27.8 23.2 9.3 8.2 - - 7.6 - - 25.6 22.4 9.7
HCM Lane LOS D C A A - - A - - D C A
HCM 95th %tile Q(veh) 0.1 0.3 0 0.7 - - 0 - - 0.4 0.2 0.4
10/09/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 77 63 19 160 158 28 15 386 46 9 389 89
Future Volume (veh/h) 77 63 19 160 158 28 15 386 46 9 389 89
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 83 68 20 172 170 30 16 415 49 10 418 96
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, %333333333333
Cap, veh/h 123 143 42 220 244 43 35 573 68 23 504 116
Arrive On Green 0.07 0.10 0.10 0.12 0.16 0.16 0.02 0.35 0.35 0.01 0.35 0.35
Sat Flow, veh/h 1767 1377 405 1767 1536 271 1767 1629 192 1767 1460 335
Grp Volume(v), veh/h 83 0 88 172 0 200 16 0 464 10 0 514
Grp Sat Flow(s),veh/h/ln 1767 0 1783 1767 0 1807 1767 0 1821 1767 0 1795
Q Serve(g_s), s 2.2 0.0 2.3 4.6 0.0 5.1 0.4 0.0 10.7 0.3 0.0 12.7
Cycle Q Clear(g_c), s 2.2 0.0 2.3 4.6 0.0 5.1 0.4 0.0 10.7 0.3 0.0 12.7
Prop In Lane 1.00 0.23 1.00 0.15 1.00 0.11 1.00 0.19
Lane Grp Cap(c), veh/h 123 0 185 220 0 288 35 0 641 23 0 620
V/C Ratio(X) 0.68 0.00 0.47 0.78 0.00 0.70 0.45 0.00 0.72 0.44 0.00 0.83
Avail Cap(c_a), veh/h 303 0 588 357 0 652 182 0 947 182 0 907
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 22.0 0.0 20.5 20.6 0.0 19.3 23.5 0.0 13.7 23.7 0.0 14.6
Incr Delay (d2), s/veh 6.4 0.0 1.9 5.9 0.0 3.0 8.8 0.0 1.6 12.5 0.0 4.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 0.0 0.9 1.9 0.0 2.0 0.2 0.0 3.5 0.2 0.0 4.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.4 0.0 22.4 26.5 0.0 22.3 32.3 0.0 15.2 36.2 0.0 18.9
LnGrp LOS C A C C A C C A B D A B
Approach Vol, veh/h 171 372 480 524
Approach Delay, s/veh 25.3 24.3 15.8 19.2
Approach LOS C C B B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 4.8 23.1 10.2 10.3 5.2 22.7 7.6 13.0
Change Period (Y+Rc), s * 4.2 * 6 * 4.2 5.3 * 4.2 6.0 * 4.2 5.3
Max Green Setting (Gmax), s * 5 * 25 * 9.8 16.0 * 5 24.5 * 8.3 17.5
Max Q Clear Time (g_c+I1), s 2.3 12.7 6.6 4.3 2.4 14.7 4.2 7.1
Green Ext Time (p_c), s 0.0 2.1 0.1 0.2 0.0 2.0 0.1 0.7
Intersection Summary
HCM 6th Ctrl Delay 20.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
10/09/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 2
Intersection
Intersection Delay, s/veh 17.6
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 269 116 0 5 114 64 2 4 0 40 17 294
Future Vol, veh/h 269 116 0 5 114 64 2 4 0 40 17 294
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82
Heavy Vehicles, %333333333333
Mvmt Flow 328 141 0 6 139 78 2 5 0 49 21 359
Number of Lanes 111110111111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3332
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3323
HCM Control Delay 19.1 14.8 11.2 17.4
HCM LOS C B B C
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 100% 0% 100% 100% 0% 64% 0% 100% 0%
Vol Right, % 0% 0% 0% 0% 0% 0% 0% 36% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 2 4 0 269 116 0 5 178 40 17 294
LT Vol 20026900504000
Through Vol 0400116001140170
RT Vol 00000006400294
Lane Flow Rate 2 5 0 328 141 0 6 217 49 21 359
Geometry Grp 88888888888
Degree of Util (X) 0.006 0.011 0 0.649 0.26 0 0.013 0.425 0.101 0.04 0.619
Departure Headway (Hd) 8.738 8.222 8.222 7.119 6.615 6.615 7.813 7.05 7.431 6.924 6.212
Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 411 437 0 505 539 0 461 514 479 513 577
Service Time 6.45 5.934 5.934 4.915 4.41 4.41 5.513 4.75 5.23 4.722 4.01
HCM Lane V/C Ratio 0.005 0.011 0 0.65 0.262 0 0.013 0.422 0.102 0.041 0.622
HCM Control Delay 11.5 11 10.9 22.3 11.8 9.4 10.6 14.9 11.1 10 18.7
HCM Lane LOS B B N C B N BBBAC
HCM 95th-tile Q 0 0 0 4.6 1 0 0 2.1 0.3 0.1 4.2
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JLB Traffic Engineering, Inc.Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 95 79 31 74 45 16 13 492 77 17 311 34
Future Volume (veh/h) 95 79 31 74 45 16 13 492 77 17 311 34
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 100 83 33 78 47 17 14 518 81 18 327 36
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %333333333333
Cap, veh/h 134 164 65 118 128 46 31 596 93 39 632 70
Arrive On Green 0.08 0.13 0.13 0.07 0.10 0.10 0.02 0.38 0.38 0.02 0.38 0.38
Sat Flow, veh/h 1767 1263 502 1767 1300 470 1767 1566 245 1767 1642 181
Grp Volume(v), veh/h 100 0 116 78 0 64 14 0 599 18 0 363
Grp Sat Flow(s),veh/h/ln 1767 0 1765 1767 0 1771 1767 0 1811 1767 0 1823
Q Serve(g_s), s 2.7 0.0 3.0 2.1 0.0 1.7 0.4 0.0 15.1 0.5 0.0 7.5
Cycle Q Clear(g_c), s 2.7 0.0 3.0 2.1 0.0 1.7 0.4 0.0 15.1 0.5 0.0 7.5
Prop In Lane 1.00 0.28 1.00 0.27 1.00 0.14 1.00 0.10
Lane Grp Cap(c), veh/h 134 0 230 118 0 175 31 0 689 39 0 701
V/C Ratio(X) 0.75 0.00 0.50 0.66 0.00 0.37 0.45 0.00 0.87 0.46 0.00 0.52
Avail Cap(c_a), veh/h 194 0 650 194 0 652 191 0 818 191 0 797
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 22.3 0.0 19.9 22.4 0.0 20.7 23.9 0.0 14.1 23.7 0.0 11.6
Incr Delay (d2), s/veh 8.8 0.0 1.7 6.2 0.0 1.3 9.7 0.0 8.8 8.2 0.0 0.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.3 0.0 1.1 1.0 0.0 0.6 0.2 0.0 6.1 0.3 0.0 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.1 0.0 21.6 28.6 0.0 22.0 33.6 0.0 22.9 31.9 0.0 12.2
LnGrp LOS C A C C A C C A C C A B
Approach Vol, veh/h 216 142 613 381
Approach Delay, s/veh 26.0 25.6 23.1 13.1
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.3 24.7 7.5 11.7 5.1 24.9 9.0 10.2
Change Period (Y+Rc), s * 4.2 * 6 * 4.2 5.3 * 4.2 6.0 5.3 * 5.3
Max Green Setting (Gmax), s * 5.3 * 22 * 5.4 18.1 * 5.3 21.5 5.4 * 18
Max Q Clear Time (g_c+I1), s 2.5 17.1 4.1 5.0 2.4 9.5 4.7 3.7
Green Ext Time (p_c), s 0.0 1.6 0.0 0.4 0.0 1.4 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 21.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
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JLB Traffic Engineering, Inc.Page 2
Intersection
Intersection Delay, s/veh 11.7
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 267 190 0 2 140 26 6 18 3 24 13 108
Future Vol, veh/h 267 190 0 2 140 26 6 18 3 24 13 108
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Heavy Vehicles, %333333333333
Mvmt Flow 275 196 0 2 144 27 6 19 3 25 13 111
Number of Lanes 111110111111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2333
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3332
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3323
HCM Control Delay 12.6 11.2 9.9 9.9
HCM LOS BBAA
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 100% 0% 84% 0% 100% 0%
Vol Right, % 0% 0% 100% 0% 0% 0% 0% 16% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 6 18 3 267 190 0 2 166 24 13 108
LT Vol 60026700202400
Through Vol 0 18 0 0 190 0 0 140 0 13 0
RT Vol 00300002600108
Lane Flow Rate 6 19 3 275 196 0 2 171 25 13 111
Geometry Grp 88888888888
Degree of Util (X) 0.013 0.035 0.005 0.464 0.303 0 0.004 0.288 0.049 0.024 0.181
Departure Headway (Hd) 7.39 6.881 6.168 6.065 5.564 5.564 6.672 6.06 7.08 6.572 5.861
Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 485 520 580 595 648 0 537 594 506 545 612
Service Time 5.132 4.623 3.909 3.785 3.284 3.284 4.402 3.79 4.815 4.307 3.596
HCM Lane V/C Ratio 0.012 0.037 0.005 0.462 0.302 0 0.004 0.288 0.049 0.024 0.181
HCM Control Delay 10.2 9.9 8.9 13.9 10.7 8.3 9.4 11.2 10.2 9.5 9.9
HCM Lane LOS BAABBNABBAA
HCM 95th-tile Q 0 0.1 0 2.4 1.3 0 0 1.2 0.2 0.1 0.7
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JLB Traffic Engineering, Inc.Page 1
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 77 94 102 185
Average Queue (ft) 38 53 49 95
95th Queue (ft) 59 84 78 157
Link Distance (ft) 2329 2588 3273 1774
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement WB NB SB
Directions Served LR TR LT
Maximum Queue (ft) 72 20 117
Average Queue (ft) 36 1 21
95th Queue (ft) 62 6 72
Link Distance (ft) 2293 1266 2582
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement WB NB SB
Directions Served LR TR LT
Maximum Queue (ft) 26 100 163
Average Queue (ft) 11 55 81
95th Queue (ft) 30 79 130
Link Distance (ft) 2517 1223 4006
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
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Movement EB EB WB SB
Directions Served LT R LTR L
Maximum Queue (ft) 22 23 71 30
Average Queue (ft) 8 7 30 3
95th Queue (ft) 23 24 51 17
Link Distance (ft) 2517 2568
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 100
Storage Blk Time (%)
Queuing Penalty (veh)
Movement EB WB NB
Directions Served LTR LTR LTR
Maximum Queue (ft) 43 31 87
Average Queue (ft) 16 2 8
95th Queue (ft) 38 15 38
Link Distance (ft) 2568 638 1289
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement EB EB WB WB NB SB SB
Directions Served L TR L TR LTR LT R
Maximum Queue (ft) 24 64 79 110 102 96 74
Average Queue (ft) 14 22 39 62 52 46 52
95th Queue (ft) 30 42 63 91 85 79 73
Link Distance (ft) 1208 2560 1322 1239 1239
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 130
Storage Blk Time (%)
Queuing Penalty (veh)
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Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 96 119 182 118 51 198 31 292
Average Queue (ft) 45 37 69 75 15 105 9 135
95th Queue (ft) 77 81 128 119 41 194 32 228
Link Distance (ft) 2560 2302 1387 1289
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 1
Queuing Penalty (veh) 0
Movement EB EB WB WB NB NB SB SB SB
Directions Served L T L TR L T L T R
Maximum Queue (ft) 97 89 23 103 19 18 43 51 103
Average Queue (ft) 51 32 3 39 1 2 17 12 51
95th Queue (ft) 83 58 14 80 6 12 40 39 87
Link Distance (ft) 2551 2612 1937 589 589
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 300 250
Storage Blk Time (%)
Queuing Penalty (veh)
Network wide Queuing Penalty: 0
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JLB Traffic Engineering, Inc.Page 1
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 95 31 100 68
Average Queue (ft) 48 24 59 37
95th Queue (ft) 75 42 82 56
Link Distance (ft) 2329 2588 3273 1774
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement WB NB SB
Directions Served LR TR LT
Maximum Queue (ft) 68 22 156
Average Queue (ft) 28 1 42
95th Queue (ft) 58 7 102
Link Distance (ft) 2293 1266 2582
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement WB NB SB
Directions Served LR TR LT
Maximum Queue (ft) 31 122 128
Average Queue (ft) 12 68 75
95th Queue (ft) 32 96 106
Link Distance (ft) 2517 1223 4006
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
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Mitigated SimTraffic Report
JLB Traffic Engineering, Inc.Page 2
Movement EB EB WB SB
Directions Served LT R LTR L
Maximum Queue (ft) 23 22 31 30
Average Queue (ft) 8 1 12 5
95th Queue (ft) 25 7 33 22
Link Distance (ft) 2517 2568
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 100
Storage Blk Time (%)
Queuing Penalty (veh)
Movement EB WB NB
Directions Served LTR LTR LTR
Maximum Queue (ft) 31 31 72
Average Queue (ft) 15 3 6
95th Queue (ft) 34 18 31
Link Distance (ft) 2568 638 1289
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement EB EB WB WB NB SB SB
Directions Served L TR L TR LTR LT R
Maximum Queue (ft) 48 68 31 78 111 70 77
Average Queue (ft) 30 31 11 42 53 31 31
95th Queue (ft) 50 57 34 73 79 57 52
Link Distance (ft) 1208 243 1322 1239 1239
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 130
Storage Blk Time (%)
Queuing Penalty (veh)
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JLB Traffic Engineering, Inc.Page 3
Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 94 140 117 72 31 342 75 141
Average Queue (ft) 44 58 42 28 12 157 18 75
95th Queue (ft) 82 112 78 59 35 267 51 137
Link Distance (ft) 2261 2302 1387 1289
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 2
Queuing Penalty (veh) 0
Movement EB EB WB NB NB NB SB SB SB
Directions Served L T TR L T R L T R
Maximum Queue (ft) 86 87 55 19 44 12 30 28 65
Average Queue (ft) 48 36 23 5 9 1 14 5 32
95th Queue (ft) 74 61 44 18 29 7 34 23 54
Link Distance (ft) 2551 2612 1937 554 554
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 300 130 250
Storage Blk Time (%)
Queuing Penalty (veh)
Network wide Queuing Penalty: 0
http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710 Page | G
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Appendix G: Near Term plus Project Traffic Conditions
10/09/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 56 120 28 87 202 51 57 203 34 65 479 72
Future Volume (veh/h) 56 120 28 87 202 51 57 203 34 65 479 72
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 61 130 30 95 220 55 62 221 37 71 521 78
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %333333333333
Cap, veh/h 97 272 63 123 288 72 98 508 85 106 617 523
Arrive On Green 0.05 0.19 0.19 0.07 0.20 0.20 0.06 0.33 0.33 0.06 0.33 0.33
Sat Flow, veh/h 1767 1458 337 1767 1433 358 1767 1549 259 1767 1856 1572
Grp Volume(v), veh/h 61 0 160 95 0 275 62 0 258 71 521 78
Grp Sat Flow(s),veh/h/ln 1767 0 1795 1767 0 1791 1767 0 1809 1767 1856 1572
Q Serve(g_s), s 1.9 0.0 4.4 2.9 0.0 8.0 1.9 0.0 6.2 2.2 14.4 1.9
Cycle Q Clear(g_c), s 1.9 0.0 4.4 2.9 0.0 8.0 1.9 0.0 6.2 2.2 14.4 1.9
Prop In Lane 1.00 0.19 1.00 0.20 1.00 0.14 1.00 1.00
Lane Grp Cap(c), veh/h 97 0 334 123 0 359 98 0 593 106 617 523
V/C Ratio(X) 0.63 0.00 0.48 0.77 0.00 0.77 0.63 0.00 0.43 0.67 0.84 0.15
Avail Cap(c_a), veh/h 160 0 561 310 0 712 160 0 687 233 805 682
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 25.6 0.0 20.1 25.3 0.0 20.9 25.6 0.0 14.6 25.5 17.1 13.0
Incr Delay (d2), s/veh 6.5 0.0 1.1 9.9 0.0 3.4 6.5 0.0 0.5 7.1 6.5 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 0.0 1.7 1.4 0.0 3.2 0.9 0.0 2.0 1.0 6.0 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.1 0.0 21.2 35.2 0.0 24.3 32.1 0.0 15.1 32.5 23.6 13.1
LnGrp LOS C A C D A C C A B C C B
Approach Vol, veh/h 221 370 320 670
Approach Delay, s/veh 24.2 27.1 18.4 23.3
Approach LOS C C B C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.5 24.1 8.0 15.6 7.3 24.4 7.2 16.4
Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.3 * 4.2 * 6 * 4.2 5.3
Max Green Setting (Gmax), s * 7.3 21.0 * 9.7 17.3 * 5 * 24 * 5 22.0
Max Q Clear Time (g_c+I1), s 4.2 8.2 4.9 6.4 3.9 16.4 3.9 10.0
Green Ext Time (p_c), s 0.0 1.0 0.1 0.5 0.0 2.0 0.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 23.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
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Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 2
Intersection
Int Delay, s/veh 2.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 43 72 419 155 62 522
Future Vol, veh/h 43 72 419 155 62 522
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 3 33333
Mvmt Flow 46 77 451 167 67 561
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1230 535 0 0 618 0
Stage 1 535 -----
Stage 2 695 -----
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.43 -----
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 195 543 - - 957 -
Stage 1 585 -----
Stage 2 493 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 175 543 - - 957 -
Mov Cap-2 Maneuver 175 -----
Stage 1 525 -----
Stage 2 493 -----
Approach WB NB SB
HCM Control Delay, s 24.7 0 1
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 304 957 -
HCM Lane V/C Ratio - - 0.407 0.07 -
HCM Control Delay (s) - - 24.7 9 0
HCM Lane LOS - - C A A
HCM 95th %tile Q(veh) - - 1.9 0.2 -
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Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 3
Intersection
Intersection Delay, s/veh 76.6
Intersection LOS F
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 16 3 603 19 21 837
Future Vol, veh/h 16 3 603 19 21 837
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles, %333333
Mvmt Flow 17 3 628 20 22 872
Number of Lanes 101001
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 10.6 31.2 110.9
HCM LOS B D F
Lane NBLn1 WBLn1 SBLn1
Vol Left, % 0% 84% 2%
Vol Thru, % 97% 0% 98%
Vol Right, % 3% 16% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 622 19 858
LT Vol 0 16 21
Through Vol 603 0 837
RT Vol 19 3 0
Lane Flow Rate 648 20 894
Geometry Grp 1 1 1
Degree of Util (X) 0.865 0.038 1.175
Departure Headway (Hd) 5.005 7.318 4.732
Convergence, Y/N Yes Yes Yes
Cap 732 492 769
Service Time 3.005 5.318 2.765
HCM Lane V/C Ratio 0.885 0.041 1.163
HCM Control Delay 31.2 10.6 110.9
HCM Lane LOS D B F
HCM 95th-tile Q 10.4 0.1 28.3
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JLB Traffic Engineering, Inc.Page 4
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 7 7 12 48 6 12 3 255 12 8 704 5
Future Vol, veh/h 7 7 12 48 6 12 3 255 12 8 704 5
Conflicting Peds, #/hr 0 00000100001
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 100 - - - 170 - - 100 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 3 33333333333
Mvmt Flow 8 8 13 53 7 13 3 280 13 9 774 5
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1099 1095 778 1098 1091 287 780 0 0 293 0 0
Stage 1 796 796 - 293 293 -------
Stage 2 303 299 - 805 798 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver 189 213 395 189 214 750 833 - - 1263 - -
Stage 1 379 398 - 713 668 -------
Stage 2 704 664 - 375 397 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 180 210 395 176 211 750 832 - - 1263 - -
Mov Cap-2 Maneuver 180 210 - 176 211 -------
Stage 1 377 395 - 710 665 -------
Stage 2 682 661 - 353 394 -------
Approach EB WB NB SB
HCM Control Delay, s 20.2 31.3 0.1 0.1
HCM LOS C D
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 832 - - 194 395 208 1263 - -
HCM Lane V/C Ratio 0.004 - - 0.079 0.033 0.349 0.007 - -
HCM Control Delay (s) 9.3 - - 25.1 14.4 31.3 7.9 - -
HCM Lane LOS A - - D B D A - -
HCM 95th %tile Q(veh) 0 - - 0.3 0.1 1.5 0 - -
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JLB Traffic Engineering, Inc.Page 5
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 14 0 22 00385450063041
Future Vol, veh/h 14 0 22 00385450063041
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 3 33333333333
Mvmt Flow 15 0 24 00395860067744
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1305 1303 699 1315 1325 586 721 0 0 586 0 0
Stage 1 699 699 - 604 604 -------
Stage 2 606 604 - 711 721 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver 136 160 438 134 155 508 876 - - 984 - -
Stage 1 429 440 - 484 486 -------
Stage 2 482 486 - 422 430 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 134 158 438 125 153 508 876 - - 984 - -
Mov Cap-2 Maneuver 134 158 - 125 153 -------
Stage 1 423 440 - 477 479 -------
Stage 2 472 479 - 399 430 -------
Approach EB WB NB SB
HCM Control Delay, s 23.5 12.1 0.1 0
HCM LOS C B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 876 - - 233 508 984 - -
HCM Lane V/C Ratio 0.01 - - 0.166 0.006 - - -
HCM Control Delay (s) 9.2 0 - 23.5 12.1 0 - -
HCM Lane LOS A A - C B A - -
HCM 95th %tile Q(veh) 0 - - 0.6 0 0 - -
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Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 6
Intersection
Intersection Delay, s/veh 31.8
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 67 95 12 90 253 33 48 183 92 30 256 451
Future Vol, veh/h 67 95 12 90 253 33 48 183 92 30 256 451
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, %333333333333
Mvmt Flow 71 100 13 95 266 35 51 193 97 32 269 475
Number of Lanes 110110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2221
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1222
HCM Control Delay 14.9 24.4 32.3 39.3
HCM LOS B C D E
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 15% 100% 0% 100% 0% 10% 0%
Vol Thru, % 57% 0% 89% 0% 88% 90% 0%
Vol Right, % 28% 0% 11% 0% 12% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 323 67 107 90 286 286 451
LT Vol 48 67 0 90 0 30 0
Through Vol 183 0 95 0 253 256 0
RT Vol 92 0 12 0 33 0 451
Lane Flow Rate 340 71 113 95 301 301 475
Geometry Grp 6777777
Degree of Util (X) 0.758 0.186 0.279 0.233 0.69 0.649 0.921
Departure Headway (Hd) 8.023 9.508 8.904 8.858 8.255 7.759 6.986
Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 449 376 402 405 437 464 517
Service Time 6.103 7.302 6.697 6.635 6.032 5.542 4.768
HCM Lane V/C Ratio 0.757 0.189 0.281 0.235 0.689 0.649 0.919
HCM Control Delay 32.3 14.5 15.1 14.3 27.6 23.9 49
HCM Lane LOS D B C B D C E
HCM 95th-tile Q 6.4 0.7 1.1 0.9 5.1 4.5 11
10/09/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 7
Intersection
Intersection Delay, s/veh134.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 85 79 22 160 163 38 15 438 46 32 441 104
Future Vol, veh/h 85 79 22 160 163 38 15 438 46 32 441 104
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles, % 3 33333333333
Mvmt Flow 91 85 24 172 175 41 16 471 49 34 474 112
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 25.7 58.1 141.9 211.7
HCM LOS D F F F
Lane NBLn1EBLn1WBLn1SBLn1
Vol Left, % 3% 46% 44% 6%
Vol Thru, % 88% 42% 45% 76%
Vol Right, % 9% 12% 11% 18%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 499 186 361 577
LT Vol 15 85 160 32
Through Vol 438 79 163 441
RT Vol 46 22 38 104
Lane Flow Rate 537 200 388 620
Geometry Grp 1111
Degree of Util (X) 1.205 0.522 0.906 1.385
Departure Headway (Hd) 9.01711.123 9.762 8.624
Convergence, Y/N Yes Yes Yes Yes
Cap 408 326 377 428
Service Time 7.017 9.123 7.762 6.624
HCM Lane V/C Ratio 1.316 0.613 1.029 1.449
HCM Control Delay 141.9 25.7 58.1 211.7
HCM Lane LOS F D F F
HCM 95th-tile Q 19.5 2.9 9.2 27.9
10/09/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 8
Intersection
Int Delay, s/veh 11.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 291 121 5 7 118 67 18 21 3 41 21 311
Future Vol, veh/h 291 121 5 7 118 67 18 21 3 41 21 311
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 250 - 0 250 - - 300 - 130 250 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82
Heavy Vehicles, % 3 33333333333
Mvmt Flow 355 148 6 9 144 82 22 26 4 50 26 379
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 226 0 0 154 0 0 1264 1102 148 1079 1067 185
Stage 1 ------858858-203203-
Stage 2 ------406244-876864-
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23
Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 -
Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 -
Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 1337 - - 1420 - - 146 211 896 195 221 855
Stage 1 ------350372-797732-
Stage 2 ------620702-342370-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1337 - - 1420 - - 57 154 896 135 161 855
Mov Cap-2 Maneuver ------57154-135161-
Stage 1 ------257273-585728-
Stage 2 ------331698-227272-
Approach EB WB NB SB
HCM Control Delay, s 6 0.3 61.4 17.3
HCM LOS F C
Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3
Capacity (veh/h) 57 154 896 1337 - - 1420 - - 135 161 855
HCM Lane V/C Ratio 0.385 0.166 0.004 0.265 - - 0.006 - - 0.37 0.159 0.444
HCM Control Delay (s) 103.3 33 9 8.7 - - 7.6 - - 46.6 31.5 12.5
HCM Lane LOS F D A A - - A - - E D B
HCM 95th %tile Q(veh) 1.4 0.6 0 1.1 - - 0 - - 1.5 0.6 2.3
10/09/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 101 195 66 34 97 32 45 390 41 36 208 45
Future Volume (veh/h) 101 195 66 34 97 32 45 390 41 36 208 45
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 110 212 72 37 105 35 49 424 45 39 226 49
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %333333333333
Cap, veh/h 140 283 96 71 233 78 88 499 53 74 548 464
Arrive On Green 0.08 0.21 0.21 0.04 0.17 0.17 0.05 0.30 0.30 0.04 0.30 0.30
Sat Flow, veh/h 1767 1325 450 1767 1332 444 1767 1649 175 1767 1856 1572
Grp Volume(v), veh/h 110 0 284 37 0 140 49 0 469 39 226 49
Grp Sat Flow(s),veh/h/ln 1767 0 1775 1767 0 1776 1767 0 1824 1767 1856 1572
Q Serve(g_s), s 3.0 0.0 7.4 1.0 0.0 3.5 1.3 0.0 11.8 1.1 4.8 1.1
Cycle Q Clear(g_c), s 3.0 0.0 7.4 1.0 0.0 3.5 1.3 0.0 11.8 1.1 4.8 1.1
Prop In Lane 1.00 0.25 1.00 0.25 1.00 0.10 1.00 1.00
Lane Grp Cap(c), veh/h 140 0 379 71 0 310 88 0 552 74 548 464
V/C Ratio(X) 0.79 0.00 0.75 0.52 0.00 0.45 0.56 0.00 0.85 0.53 0.41 0.11
Avail Cap(c_a), veh/h 180 0 766 209 0 796 180 0 680 180 718 609
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 22.2 0.0 18.1 23.1 0.0 18.2 22.8 0.0 16.1 23.0 13.9 12.6
Incr Delay (d2), s/veh 15.9 0.0 3.0 5.7 0.0 1.0 5.5 0.0 8.4 5.6 0.5 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 0.0 2.7 0.5 0.0 1.3 0.6 0.0 4.8 0.5 1.6 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.1 0.0 21.1 28.8 0.0 19.2 28.3 0.0 24.4 28.7 14.4 12.7
LnGrp LOS D A C C A B C A C C B B
Approach Vol, veh/h 394 177 518 314
Approach Delay, s/veh 25.8 21.2 24.8 15.9
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.3 20.9 6.2 15.8 6.6 20.5 8.1 13.9
Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.3 * 4.2 * 6 * 4.2 5.3
Max Green Setting (Gmax), s * 5 18.3 * 5.8 21.2 * 5 * 19 * 5 22.0
Max Q Clear Time (g_c+I1), s 3.1 13.8 3.0 9.4 3.3 6.8 5.0 5.5
Green Ext Time (p_c), s 0.0 1.0 0.0 1.1 0.0 1.0 0.0 0.5
Intersection Summary
HCM 6th Ctrl Delay 22.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
10/09/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 2
Intersection
Int Delay, s/veh 1.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 26 54 656 92 59 380
Future Vol, veh/h 26 54 656 92 59 380
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 3 33333
Mvmt Flow 27 57 691 97 62 400
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1264 740 0 0 788 0
Stage 1 740 -----
Stage 2 524 -----
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.43 -----
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 186 415 - - 827 -
Stage 1 470 -----
Stage 2 592 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 168 415 - - 827 -
Mov Cap-2 Maneuver 168 -----
Stage 1 425 -----
Stage 2 592 -----
Approach WB NB SB
HCM Control Delay, s 23.2 0 1.3
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 281 827 -
HCM Lane V/C Ratio - - 0.3 0.075 -
HCM Control Delay (s) - - 23.2 9.7 0
HCM Lane LOS - - C A A
HCM 95th %tile Q(veh) - - 1.2 0.2 -
10/09/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 3
Intersection
Intersection Delay, s/veh 143
Intersection LOS F
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 17 13 865 16 5 879
Future Vol, veh/h 17 13 865 16 5 879
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, %333333
Mvmt Flow 18 14 911 17 5 925
Number of Lanes 101001
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 11.1 143.8 146.7
HCM LOS B F F
Lane NBLn1 WBLn1 SBLn1
Vol Left, % 0% 57% 1%
Vol Thru, % 98% 0% 99%
Vol Right, % 2% 43% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 881 30 884
LT Vol 0 17 5
Through Vol 865 0 879
RT Vol 16 13 0
Lane Flow Rate 927 32 931
Geometry Grp 1 1 1
Degree of Util (X) 1.254 0.061 1.261
Departure Headway (Hd) 5.143 7.631 5.149
Convergence, Y/N Yes Yes Yes
Cap 714 472 717
Service Time 3.143 5.631 3.149
HCM Lane V/C Ratio 1.298 0.068 1.298
HCM Control Delay 143.8 11.1 146.7
HCM Lane LOS F B F
HCM 95th-tile Q 32.4 0.2 32.9
10/09/2018
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JLB Traffic Engineering, Inc.Page 4
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 5163181543211231810
Future Vol, veh/h 3 5163181543211231810
Conflicting Peds, #/hr 0 00000100001
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 100 - - - 170 - - 100 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 3 33333333333
Mvmt Flow 3 5163191584231334211
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 984 984 349 975 978 596 354 0 0 607 0 0
Stage 1 375 375 - 598 598 -------
Stage 2 609 609 - 377 380 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver 227 247 692 230 249 502 1199 - - 966 - -
Stage 1 644 615 - 487 489 -------
Stage 2 480 484 - 642 612 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 214 243 691 223 245 502 1198 - - 966 - -
Mov Cap-2 Maneuver 214 243 - 223 245 -------
Stage 1 643 606 - 487 489 -------
Stage 2 458 484 - 627 603 -------
Approach EB WB NB SB
HCM Control Delay, s 20 15.9 0 0.3
HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 1198 - - 231 691 360 966 - -
HCM Lane V/C Ratio 0.001 - - 0.037 0.002 0.081 0.013 - -
HCM Control Delay (s) 8 - - 21.2 10.2 15.9 8.8 - -
HCM Lane LOS A - - C B C A - -
HCM 95th %tile Q(veh) 0 - - 0.1 0 0.3 0 - -
10/09/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 5
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 1 14 0 1 1 18 714 0 1 451 21
Future Vol, veh/h 9 1 14 0 1 1 18 714 0 1 451 21
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 3 33333333333
Mvmt Flow 10 1 16 0 1 1 20 802 0 1 507 24
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1364 1363 519 1372 1375 802 531 0 0 802 0 0
Stage 1 521 521 - 842 842 -------
Stage 2 843 842 - 530 533 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver 124 147 555 123 145 382 1031 - - 817 - -
Stage 1 537 530 - 357 379 -------
Stage 2 357 379 - 531 523 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 119 142 555 115 140 382 1031 - - 817 - -
Mov Cap-2 Maneuver 119 142 - 115 140 -------
Stage 1 518 529 - 345 366 -------
Stage 2 342 366 - 514 522 -------
Approach EB WB NB SB
HCM Control Delay, s 23.4 22.8 0.2 0
HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1031 - - 222 205 817 - -
HCM Lane V/C Ratio 0.02 - - 0.121 0.011 0.001 - -
HCM Control Delay (s) 8.6 0 - 23.4 22.8 9.4 0 -
HCM Lane LOS A A - C C A A -
HCM 95th %tile Q(veh) 0.1 - - 0.4 0 0 - -
10/09/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 6
Intersection
Intersection Delay, s/veh 27.1
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 223 192 13 21 112 14 13 333 63 23 146 162
Future Vol, veh/h 223 192 13 21 112 14 13 333 63 23 146 162
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, %333333333333
Mvmt Flow 242 209 14 23 122 15 14 362 68 25 159 176
Number of Lanes 110110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2221
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1222
HCM Control Delay 19.3 14.8 49.4 14.9
HCM LOS C B E B
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 3% 100% 0% 100% 0% 14% 0%
Vol Thru, % 81% 0% 94% 0% 89% 86% 0%
Vol Right, % 15% 0% 6% 0% 11% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 409 223 205 21 126 169 162
LT Vol 13 223 0 21 0 23 0
Through Vol 333 0 192 0 112 146 0
RT Vol 63 0 13 0 14 0 162
Lane Flow Rate 445 242 223 23 137 184 176
Geometry Grp 6777777
Degree of Util (X) 0.912 0.557 0.477 0.057 0.32 0.403 0.348
Departure Headway (Hd) 7.383 8.27 7.708 9.018 8.417 7.903 7.111
Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 489 434 466 396 425 454 504
Service Time 5.45 6.047 5.485 6.811 6.209 5.683 4.89
HCM Lane V/C Ratio 0.91 0.558 0.479 0.058 0.322 0.405 0.349
HCM Control Delay 49.4 21 17.4 12.4 15.2 16 13.7
HCM Lane LOS E C C B C C B
HCM 95th-tile Q 10.5 3.3 2.5 0.2 1.4 1.9 1.5
10/09/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 7
Intersection
Intersection Delay, s/veh107.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 123 98 33 74 60 47 13 562 77 35 376 49
Future Vol, veh/h 123 98 33 74 60 47 13 562 77 35 376 49
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, % 3 33333333333
Mvmt Flow 129 103 35 78 63 49 14 592 81 37 396 52
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 24.7 19.7 197.3 60.9
HCM LOS C C F F
Lane NBLn1EBLn1WBLn1SBLn1
Vol Left, % 2% 48% 41% 8%
Vol Thru, % 86% 39% 33% 82%
Vol Right, % 12% 13% 26% 11%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 652 254 181 460
LT Vol 13 123 74 35
Through Vol 562 98 60 376
RT Vol 77 33 47 49
Lane Flow Rate 686 267 191 484
Geometry Grp 1111
Degree of Util (X) 1.363 0.601 0.444 0.96
Departure Headway (Hd) 7.148 8.998 9.387 7.871
Convergence, Y/N Yes Yes Yes Yes
Cap 508 404 387 465
Service Time 5.23 6.998 7.387 5.871
HCM Lane V/C Ratio 1.35 0.661 0.494 1.041
HCM Control Delay 197.3 24.7 19.7 60.9
HCM Lane LOS F C C F
HCM 95th-tile Q 30.8 3.8 2.2 11.7
10/09/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 8
Intersection
Int Delay, s/veh 7.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 296 198 17 6 146 44 16 29 5 28 33 134
Future Vol, veh/h 296 198 17 6 146 44 16 29 5 28 33 134
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 250 - 0 250 - - 300 - 130 250 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 3 33333333333
Mvmt Flow 305 204 18 6 151 45 16 30 5 29 34 138
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 196 0 0 222 0 0 1086 1022 204 1027 1018 174
Stage 1 ------814814-186186-
Stage 2 ------272208-841832-
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23
Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 -
Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 -
Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 1371 - - 1341 - - 193 235 834 212 236 867
Stage 1 ------370390-813744-
Stage 2 ------732728-358383-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1371 - - 1341 - - 116 182 834 153 183 867
Mov Cap-2 Maneuver ------116182-153183-
Stage 1 ------288303-633741-
Stage 2 ------584725-249298-
Approach EB WB NB SB
HCM Control Delay, s 4.9 0.2 30.7 16.6
HCM LOS D C
Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3
Capacity (veh/h) 116 182 834 1371 - - 1341 - - 153 183 867
HCM Lane V/C Ratio 0.142 0.164 0.006 0.223 - - 0.005 - - 0.189 0.186 0.159
HCM Control Delay (s) 41.1 28.6 9.3 8.4 - - 7.7 - - 33.9 29.1 9.9
HCM Lane LOS E D A A - - A - - D D A
HCM 95th %tile Q(veh) 0.5 0.6 0 0.9 - - 0 - - 0.7 0.7 0.6
10/09/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 1
Intersection
Intersection Delay, s/veh 12.5
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 16 3 603 19 21 837
Future Vol, veh/h 16 3 603 19 21 837
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles, %333333
Mvmt Flow 17 3 628 20 22 872
Number of Lanes 102112
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left NB WB
Conflicting Lanes Left 3 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 3 1 0
HCM Control Delay 10.6 12.5 12.6
HCM LOS B B B
Lane NBLn1 NBLn2 NBLn3 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 0% 84% 100% 0% 0%
Vol Thru, % 100% 100% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 100% 16% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 302 302 19 19 21 419 419
LT Vol 0 0 0 16 21 0 0
Through Vol 302 302 0 0 0 419 419
RT Vol 00193000
Lane Flow Rate 314 314 20 20 22 436 436
Geometry Grp 7777777
Degree of Util (X) 0.464 0.464 0.016 0.042 0.035 0.633 0.421
Departure Headway (Hd) 5.313 5.313 2.858 7.565 5.728 5.227 3.473
Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 672 672 1231 476 624 689 1029
Service Time 3.082 3.082 0.626 5.265 3.471 2.97 1.216
HCM Lane V/C Ratio 0.467 0.467 0.016 0.042 0.035 0.633 0.424
HCM Control Delay 12.7 12.7 5.7 10.6 8.7 16.6 8.7
HCM Lane LOS BBABACA
HCM 95th-tile Q 2.5 2.5 0 0.1 0.1 4.5 2.1
10/09/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 85 79 22 160 163 38 15 438 46 32 441 104
Future Volume (veh/h) 85 79 22 160 163 38 15 438 46 32 441 104
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 91 85 24 172 175 41 16 471 49 34 474 112
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 123 143 40 216 255 60 35 567 59 66 523 124
Arrive On Green 0.07 0.10 0.10 0.12 0.18 0.18 0.02 0.34 0.34 0.04 0.36 0.36
Sat Flow, veh/h 1767 1392 393 1767 1454 341 1767 1653 172 1767 1451 343
Grp Volume(v), veh/h 91 0 109 172 0 216 16 0 520 34 0 586
Grp Sat Flow(s),veh/h/ln1767 0 1785 1767 0 1794 1767 0 1825 1767 0 1794
Q Serve(g_s), s 2.7 0.0 3.1 5.0 0.0 5.9 0.5 0.0 13.8 1.0 0.0 16.3
Cycle Q Clear(g_c), s 2.7 0.0 3.1 5.0 0.0 5.9 0.5 0.0 13.8 1.0 0.0 16.3
Prop In Lane 1.00 0.22 1.00 0.19 1.00 0.09 1.00 0.19
Lane Grp Cap(c), veh/h 123 0 183 216 0 315 35 0 626 66 0 647
V/C Ratio(X) 0.74 0.00 0.60 0.80 0.00 0.69 0.46 0.00 0.83 0.52 0.00 0.91
Avail Cap(c_a), veh/h 208 0 610 238 0 644 168 0 724 168 0 688
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh24.0 0.0 22.6 22.5 0.0 20.3 25.5 0.0 15.9 24.9 0.0 16.0
Incr Delay (d2), s/veh 8.2 0.0 3.1 15.8 0.0 2.6 9.0 0.0 7.2 6.2 0.0 15.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.2 0.0 1.3 2.7 0.0 2.3 0.3 0.0 5.6 0.5 0.0 7.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.3 0.0 25.7 38.3 0.0 23.0 34.5 0.0 23.1 31.0 0.0 31.1
LnGrp LOS C A C D A C C A C C A C
Approach Vol, veh/h 200 388 536 620
Approach Delay, s/veh 28.7 29.8 23.4 31.1
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s6.2 24.1 11.7 10.7 5.2 25.0 7.9 14.5
Change Period (Y+Rc), s* 4.2 * 6 5.3 * 5.3 * 4.2 6.0 * 4.2 5.3
Max Green Setting (Gmax), s* 5 * 21 7.1 * 18 * 5 20.2 * 6.2 18.9
Max Q Clear Time (g_c+I1), s3.0 15.8 7.0 5.1 2.5 18.3 4.7 7.9
Green Ext Time (p_c), s 0.0 1.4 0.0 0.3 0.0 0.6 0.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 28.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
10/09/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 3
Intersection
Intersection Delay, s/veh 21
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 291 121 5 7 118 67 18 21 3 41 21 311
Future Vol, veh/h 291 121 5 7 118 67 18 21 3 41 21 311
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82
Heavy Vehicles, % 3 33333333333
Mvmt Flow 355 148 6 9 144 82 22 26 4 50 26 379
Number of Lanes 1 11110111111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 2 3
HCM Control Delay 23.9 16 11.9 21.3
HCM LOS C C B C
Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2SBLn1SBLn2SBLn3
Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 64% 0% 100% 0%
Vol Right, % 0% 0% 100% 0% 0% 100% 0% 36% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 18 21 3 291 121 5 7 185 41 21 311
LT Vol 180029100704100
Through Vol 0 21 0 0 121 0 0 118 0 21 0
RT Vol 00300506700311
Lane Flow Rate 22 26 4 355 148 6 9 226 50 26 379
Geometry Grp 88888888888
Degree of Util (X) 0.055 0.06 0.008 0.741 0.287 0.011 0.019 0.459 0.109 0.052 0.698
Departure Headway (Hd) 8.974 8.462 7.746 7.516 7.014 6.312 8.078 7.324 7.842 7.335 6.626
Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 399 423 461 483 512 567 443 492 458 489 546
Service Time 6.735 6.223 5.506 5.257 4.755 4.052 5.822 5.068 5.58 5.073 4.363
HCM Lane V/C Ratio 0.055 0.061 0.009 0.735 0.289 0.011 0.02 0.459 0.109 0.053 0.694
HCM Control Delay 12.3 11.8 10.6 28.9 12.6 9.1 11 16.2 11.5 10.5 23.3
HCM Lane LOS B B B D B A B C B B C
HCM 95th-tile Q 0.2 0.2 0 6.1 1.2 0 0.1 2.4 0.4 0.2 5.5
10/09/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 1
Intersection
Intersection Delay, s/veh 18.4
Intersection LOS C
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 17 13 865 16 5 879
Future Vol, veh/h 17 13 865 16 5 879
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, %333333
Mvmt Flow 18 14 911 17 5 925
Number of Lanes 102112
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 3 3
Conflicting Approach Left NB WB
Conflicting Lanes Left 3 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 3 1 0
HCM Control Delay 11.1 20.2 16.9
HCM LOS B C C
Lane NBLn1 NBLn2 NBLn3 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 0% 57% 100% 0% 0%
Vol Thru, % 100% 100% 0% 0% 0% 100% 100%
Vol Right, % 0% 0% 100% 43% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 433 433 16 30 5 440 440
LT Vol 0 0 0 17 5 0 0
Through Vol 433 433 0 0 0 440 440
RT Vol 0 0 16 13 0 0 0
Lane Flow Rate 455 455 17 32 5 463 463
Geometry Grp 7777777
Degree of Util (X) 0.704 0.704 0.015 0.068 0.009 0.739 0.514
Departure Headway (Hd) 5.569 5.569 3.111 7.758 6.256 5.754 3.998
Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 651 651 1146 461 576 634 907
Service Time 3.3 3.3 0.841 5.511 3.956 3.454 1.698
HCM Lane V/C Ratio 0.699 0.699 0.015 0.069 0.009 0.73 0.51
HCM Control Delay 20.5 20.5 5.9 11.1 9 23 10.8
HCM Lane LOS C C A B A C B
HCM 95th-tile Q 5.7 5.7 0 0.2 0 6.5 3
10/09/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 123 98 33 74 60 47 13 562 77 35 376 49
Future Volume (veh/h) 123 98 33 74 60 47 13 562 77 35 376 49
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 129 103 35 78 63 49 14 592 81 37 396 52
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 164 202 68 110 99 77 31 643 88 69 681 89
Arrive On Green 0.09 0.15 0.15 0.06 0.10 0.10 0.02 0.40 0.40 0.04 0.42 0.42
Sat Flow, veh/h 1767 1324 450 1767 968 753 1767 1598 219 1767 1607 211
Grp Volume(v), veh/h 129 0 138 78 0 112 14 0 673 37 0 448
Grp Sat Flow(s),veh/h/ln1767 0 1775 1767 0 1720 1767 0 1816 1767 0 1818
Q Serve(g_s), s 4.1 0.0 4.1 2.5 0.0 3.6 0.4 0.0 20.1 1.2 0.0 10.8
Cycle Q Clear(g_c), s 4.1 0.0 4.1 2.5 0.0 3.6 0.4 0.0 20.1 1.2 0.0 10.8
Prop In Lane 1.00 0.25 1.00 0.44 1.00 0.12 1.00 0.12
Lane Grp Cap(c), veh/h 164 0 270 110 0 176 31 0 731 69 0 770
V/C Ratio(X) 0.79 0.00 0.51 0.71 0.00 0.64 0.45 0.00 0.92 0.54 0.00 0.58
Avail Cap(c_a), veh/h 179 0 512 164 0 481 155 0 769 155 0 770
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh25.4 0.0 22.3 26.3 0.0 24.6 27.8 0.0 16.2 27.0 0.0 12.6
Incr Delay (d2), s/veh 19.0 0.0 1.5 8.2 0.0 3.8 10.1 0.0 16.0 6.4 0.0 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.4 0.0 1.6 1.2 0.0 1.5 0.3 0.0 9.6 0.5 0.0 3.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.4 0.0 23.8 34.5 0.0 28.4 37.9 0.0 32.2 33.4 0.0 13.7
LnGrp LOS D A C C A C D A C C A B
Approach Vol, veh/h 267 190 687 485
Approach Delay, s/veh 33.7 30.9 32.3 15.2
Approach LOS C C C B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s6.4 29.0 7.8 14.0 5.2 30.2 10.6 11.1
Change Period (Y+Rc), s* 4.2 * 6 * 4.2 5.3 * 4.2 6.0 5.3 * 5.3
Max Green Setting (Gmax), s* 5 * 24 * 5.3 16.5 * 5 23.5 5.8 * 16
Max Q Clear Time (g_c+I1), s3.2 22.1 4.5 6.1 2.4 12.8 6.1 5.6
Green Ext Time (p_c), s 0.0 0.9 0.0 0.4 0.0 1.7 0.0 0.3
Intersection Summary
HCM 6th Ctrl Delay 27.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
10/09/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 3
Intersection
Intersection Delay, s/veh 13
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 296 198 17 6 146 44 16 29 5 28 33 134
Future Vol, veh/h 296 198 17 6 146 44 16 29 5 28 33 134
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Heavy Vehicles, % 3 33333333333
Mvmt Flow 305 204 18 6 151 45 16 30 5 29 34 138
Number of Lanes 1 11110111111
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 2 3
HCM Control Delay 14.4 12.4 10.5 10.7
HCM LOS B B B B
Lane NBLn1NBLn2NBLn3EBLn1EBLn2EBLn3WBLn1WBLn2SBLn1SBLn2SBLn3
Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 100% 0% 0% 77% 0% 100% 0%
Vol Right, % 0% 0% 100% 0% 0% 100% 0% 23% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 16 29 5 296 198 17 6 190 28 33 134
LT Vol 160029600602800
Through Vol 0 29 0 0 198 0 0 146 0 33 0
RT Vol 005001704400134
Lane Flow Rate 16 30 5 305 204 18 6 196 29 34 138
Geometry Grp 88888888888
Degree of Util (X) 0.036 0.06 0.009 0.545 0.336 0.025 0.012 0.347 0.059 0.065 0.237
Departure Headway (Hd) 7.758 7.251 6.541 6.427 5.926 5.225 7.036 6.374 7.379 6.873 6.166
Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 460 492 545 561 606 684 508 564 485 520 580
Service Time 5.524 5.017 4.307 4.169 3.668 2.967 4.787 4.125 5.134 4.628 3.92
HCM Lane V/C Ratio 0.035 0.061 0.009 0.544 0.337 0.026 0.012 0.348 0.06 0.065 0.238
HCM Control Delay 10.8 10.5 9.4 16.6 11.7 8.1 9.9 12.5 10.6 10.1 10.8
HCM Lane LOS B B A C BAABBBB
HCM 95th-tile Q 0.1 0.2 0 3.3 1.5 0.1 0 1.5 0.2 0.2 0.9
10/09/2018
Mitigated SimTraffic Report
JLB Traffic Engineering, Inc.Page 1
Movement EB EB WB WB NB NB SB SB SB
Directions Served L TR L TR L TR L T R
Maximum Queue (ft) 87 100 114 184 91 184 96 275 62
Average Queue (ft) 38 50 52 97 36 74 46 140 26
95th Queue (ft) 72 86 91 168 73 124 79 217 55
Link Distance (ft) 2310 2582 3267 1768
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250 100
Storage Blk Time (%) 18
Queuing Penalty (veh) 24
Movement WB SB
Directions Served LR LT
Maximum Queue (ft) 266 266
Average Queue (ft) 65 41
95th Queue (ft) 162 126
Link Distance (ft) 2293 2582
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement WB NB NB NB SB SB SB
Directions Served LR T T R L T T
Maximum Queue (ft) 17 105 76 50 50 103 90
Average Queue (ft) 9 58 44 17 15 54 60
95th Queue (ft) 21 90 65 43 41 82 81
Link Distance (ft) 2486 1223 1223 4005 4005
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 250
Storage Blk Time (%)
Queuing Penalty (veh)
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Mitigated SimTraffic Report
JLB Traffic Engineering, Inc.Page 2
Movement EB EB WB SB
Directions Served LT R LTR L
Maximum Queue (ft) 44 50 96 30
Average Queue (ft) 10 10 33 2
95th Queue (ft) 29 32 68 14
Link Distance (ft) 2486 2568
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 100
Storage Blk Time (%)
Queuing Penalty (veh)
Movement EB WB NB
Directions Served LTR LTR LTR
Maximum Queue (ft) 72 29 25
Average Queue (ft) 25 1 2
95th Queue (ft) 52 9 12
Link Distance (ft) 2568 638 1289
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement EB EB WB WB NB SB SB
Directions Served L TR L TR LTR LT R
Maximum Queue (ft) 44 43 89 135 114 97 133
Average Queue (ft) 18 25 37 67 63 53 69
95th Queue (ft) 36 41 66 113 95 90 108
Link Distance (ft) 1208 2560 1322 1239 1239
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 130
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
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Mitigated SimTraffic Report
JLB Traffic Engineering, Inc.Page 3
Movement EB EB WB WB NB NB SB SB
Directions Served L TR L TR L TR L TR
Maximum Queue (ft) 93 92 132 164 92 325 52 317
Average Queue (ft) 55 43 70 74 14 161 26 180
95th Queue (ft) 92 77 118 130 50 264 53 275
Link Distance (ft) 2560 2302 1387 1289
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250
Storage Blk Time (%) 2 2
Queuing Penalty (veh) 0 1
Movement EB EB EB WB WB NB NB NB SB SB SB
Directions Served L T R L TR L T R L T R
Maximum Queue (ft) 134 82 22 24 140 38 42 12 29 48 88
Average Queue (ft) 56 32 4 4 39 10 7 1 15 14 50
95th Queue (ft) 97 55 17 18 80 29 26 6 36 37 79
Link Distance (ft) 2551 2551 2612 1937 589 589
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 300 130 250
Storage Blk Time (%)
Queuing Penalty (veh)
Network wide Queuing Penalty: 26
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Baseline SimTraffic Report
JLB Traffic Engineering, Inc.Page 1
Movement EB EB WB WB NB NB SB SB SB
Directions Served L TR L TR L TR L T R
Maximum Queue (ft) 134 142 95 160 74 253 109 119 63
Average Queue (ft) 54 77 24 65 36 126 29 63 20
95th Queue (ft) 97 125 61 119 72 199 69 126 47
Link Distance (ft) 2314 2586 3275 1772
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250 100
Storage Blk Time (%) 0 3
Queuing Penalty (veh) 0 3
Movement WB SB
Directions Served LR LT
Maximum Queue (ft) 75 118
Average Queue (ft) 37 36
95th Queue (ft) 63 78
Link Distance (ft) 2297 2586
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement WB NB SB
Directions Served LR TR LT
Maximum Queue (ft) 61 952 557
Average Queue (ft) 21 485 207
95th Queue (ft) 46 924 400
Link Distance (ft) 2525 1227 4010
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
10/09/2018
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.Page 2
Movement EB EB WB SB
Directions Served LT R LTR L
Maximum Queue (ft) 23 23 44 30
Average Queue (ft) 4 2 20 7
95th Queue (ft) 17 11 41 28
Link Distance (ft) 2525 2582
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100 100
Storage Blk Time (%)
Queuing Penalty (veh)
Movement EB WB NB
Directions Served LTR LTR LTR
Maximum Queue (ft) 52 30 72
Average Queue (ft) 16 2 8
95th Queue (ft) 39 12 37
Link Distance (ft) 2582 648 1303
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement EB EB WB WB NB SB SB
Directions Served L TR L TR LTR LT R
Maximum Queue (ft) 71 60 54 71 186 66 70
Average Queue (ft) 47 34 18 42 75 36 31
95th Queue (ft) 72 55 46 67 127 56 48
Link Distance (ft) 1216 251 1330 1247 1247
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 130
Storage Blk Time (%)
Queuing Penalty (veh)
10/09/2018
Baseline SimTraffic Report
JLB Traffic Engineering, Inc.Page 3
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 80 90 576 240
Average Queue (ft) 52 46 319 96
95th Queue (ft) 77 77 572 169
Link Distance (ft) 2275 2312 1398 1303
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Movement EB NB NB NB SB SB SB
Directions Served L L T R L T R
Maximum Queue (ft) 96 20 44 18 49 45 76
Average Queue (ft) 29 6 13 2 16 22 38
95th Queue (ft) 62 20 33 11 39 41 61
Link Distance (ft) 1942 562 562
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 300 130 250
Storage Blk Time (%)
Queuing Penalty (veh)
Network wide Queuing Penalty: 3
http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710 Page | H
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Appendix H: Cumulative Year 2035 plus Project Traffic Conditions
10/11/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 64 120 75 112 418 57 100 420 24 65 873 160
Future Volume (veh/h) 64 120 75 112 418 57 100 420 24 65 873 160
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 70 130 82 122 454 62 109 457 26 71 949 174
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %333333333333
Cap, veh/h 77 236 149 145 417 57 112 878 50 90 914 775
Arrive On Green 0.04 0.22 0.22 0.08 0.26 0.26 0.06 0.50 0.50 0.05 0.49 0.49
Sat Flow, veh/h 1767 1064 671 1767 1598 218 1767 1739 99 1767 1856 1572
Grp Volume(v), veh/h 70 0 212 122 0 516 109 0 483 71 949 174
Grp Sat Flow(s),veh/h/ln 1767 0 1735 1767 0 1816 1767 0 1838 1767 1856 1572
Q Serve(g_s), s 5.6 0.0 15.2 9.6 0.0 36.7 8.7 0.0 24.8 5.6 69.3 8.9
Cycle Q Clear(g_c), s 5.6 0.0 15.2 9.6 0.0 36.7 8.7 0.0 24.8 5.6 69.3 8.9
Prop In Lane 1.00 0.39 1.00 0.12 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 77 0 386 145 0 474 112 0 928 90 914 775
V/C Ratio(X) 0.91 0.00 0.55 0.84 0.00 1.09 0.98 0.00 0.52 0.79 1.04 0.22
Avail Cap(c_a), veh/h 77 0 386 170 0 474 112 0 928 154 914 775
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 67.0 0.0 48.5 63.7 0.0 52.0 65.8 0.0 23.4 66.0 35.7 20.4
Incr Delay (d2), s/veh 74.0 0.0 1.7 27.0 0.0 67.7 77.0 0.0 0.5 14.1 40.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.0 0.0 6.7 5.3 0.0 25.1 6.2 0.0 10.2 2.8 39.5 3.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 141.0 0.0 50.1 90.7 0.0 119.7 142.8 0.0 23.9 80.2 75.9 20.5
LnGrp LOS F A D F A F F A C F F C
Approach Vol, veh/h 282 638 592 1194
Approach Delay, s/veh 72.7 114.1 45.8 68.1
Approach LOS E F D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.4 77.0 15.7 36.6 13.1 75.3 10.3 42.0
Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.3 * 4.2 * 6 * 4.2 5.3
Max Green Setting (Gmax), s * 12 65.2 * 14 29.3 * 8.9 * 69 * 6.1 36.7
Max Q Clear Time (g_c+I1), s 7.6 26.8 11.6 17.2 10.7 71.3 7.6 38.7
Green Ext Time (p_c), s 0.0 2.8 0.0 0.8 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 74.5
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
10/11/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 2
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 11 91 33 54 428 54 37 473 37 50 999 50
Future Vol, veh/h 11 91 33 54 428 54 37 473 37 50 999 50
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length 250 - - 250 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 33333333333
Mvmt Flow 12 99 36 59 465 59 40 514 40 54 1086 54
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 2097 1855 1113 1903 1862 534 1140 0 0 554 0 0
Stage 1 1221 1221 - 614 614 -------
Stage 2 876 634 - 1289 1248 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver 38 ~ 73 252 ~ 52 ~ 73 544 609 - - 1011 - -
Stage 1 219 251 - 477 481 -------
Stage 2 342 471 - 200 ~ 244 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - ~ 56 252 - ~ 56 544 609 - - 1011 - -
Mov Cap-2 Maneuver - ~ 56 - - ~ 56 -------
Stage 1 198 214 - 431 ~ 435 -------
Stage 2 - 426 - 79 ~ 208 -------
Approach EB WB NB SB
HCM Control Delay, s 0.8 0.4
HCM LOS - -
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR
Capacity (veh/h) 609 - - - 71 - 62 1011 - -
HCM Lane V/C Ratio 0.066 - - - 1.898 - 8.45 0.054 - -
HCM Control Delay (s) 11.3 0 - - $ 548 -$ 3480.3 8.8 0 -
HCM Lane LOS B A - - F - F A A -
HCM 95th %tile Q(veh) 0.2 - - - 12.1 - 61 0.2 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
10/11/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 3
Intersection
Int Delay, s/veh 3.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 45 76 57 132 218 119 156 1359 284 208 2057 142
Future Vol, veh/h 45 76 57 132 218 119 156 1359 284 208 2057 142
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length 250 -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 93 92 93 92 93 93 93 93 92
Heavy Vehicles, % 3 33333333333
Mvmt Flow 49 83 62 142 237 128 170 1461 305 224 2212 154
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 4873 4843 2289 4764 4768 1614 2366 0 0 1766 0 0
Stage 1 2737 2737 - 1954 1954 -------
Stage 2 2136 2106 - 2810 2814 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver 0 ~ 1 ~ 50 0 ~ 1 128 204 - - 350 - -
Stage 1 ~ 28 ~ 43 - ~ 82 ~ 109 -------
Stage 2 64 92 - ~ 25 ~ 39 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - ~ 1 ~ 50 - ~ 1 128 204 - - 350 - -
Mov Cap-2 Maneuver - ~ 1 - - ~ 1 -------
Stage 1 ~ 28 ~ 43 - ~ 82 ~ 109 -------
Stage 2 - 92 - ~ 6 ~ 39 -------
Approach EB WB NB SB
HCM Control Delay, s 6.5 2.7
HCM LOS - -
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 204 - - - 2 - 350 - -
HCM Lane V/C Ratio 0.831 - - -72.283 - 0.639 - -
HCM Control Delay (s) 74.4 0 - -$ 35613.9 - 31.8 0 -
HCM Lane LOS F A - - F - D A -
HCM 95th %tile Q(veh) 6.1 - - - 20.5 - 4.2 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
10/11/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 4
Intersection
Intersection Delay, s/veh 273.1
Intersection LOS F
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 97 120 764 39 80 1027
Future Vol, veh/h 97 120 764 39 80 1027
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles, %333333
Mvmt Flow 101 125 796 41 83 1070
Number of Lanes 101001
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 17.2 175 394.4
HCM LOS C F F
Lane NBLn1 WBLn1 SBLn1
Vol Left, % 0% 45% 7%
Vol Thru, % 95% 0% 93%
Vol Right, % 5% 55% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 803 217 1107
LT Vol 0 97 80
Through Vol 764 0 1027
RT Vol 39 120 0
Lane Flow Rate 836 226 1153
Geometry Grp 1 1 1
Degree of Util (X) 1.315 0.427 1.827
Departure Headway (Hd) 6.618 8.193 6.143
Convergence, Y/N Yes Yes Yes
Cap 560 443 600
Service Time 4.618 6.193 4.143
HCM Lane V/C Ratio 1.493 0.51 1.922
HCM Control Delay 175 17.2 394.4
HCM Lane LOS F C F
HCM 95th-tile Q 30.3 2.1 66.6
10/11/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 5
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 12 76 21 120 90 27 58 575 28 63 1068 65
Future Vol, veh/h 12 76 21 120 90 27 58 575 28 63 1068 65
Conflicting Peds, #/hr 0 00000100001
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 100 - - - 170 - - 100 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 33333333333
Mvmt Flow 13 83 23 130 98 29 63 625 30 68 1161 71
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 2164 2115 1198 2152 2135 640 1233 0 0 655 0 0
Stage 1 1334 1334 - 766 766 -------
Stage 2 830 781 - 1386 1369 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver 34 ~ 50 225 ~ 35 ~ 49 474 562 - - 927 - -
Stage 1 189 222 - 394 410 -------
Stage 2 363 404 - 176 213 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - ~ 41 225 - ~ 40 474 561 - - 927 - -
Mov Cap-2 Maneuver - ~ 41 - - ~ 40 -------
Stage 1 168 206 - 350 364 -------
Stage 2 221 359 - ~ 88 197 -------
Approach EB WB NB SB
HCM Control Delay, s 1.1 0.5
HCM LOS - -
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 561 - - - 225 - 927 - -
HCM Lane V/C Ratio 0.112 - - - 0.101 - 0.074 - -
HCM Control Delay (s) 12.2 - - - 22.8 - 9.2 - -
HCM Lane LOS B - - - C - A - -
HCM 95th %tile Q(veh) 0.4 - - - 0.3 - 0.2 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
10/11/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 6
Intersection
Int Delay, s/veh 1755.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 71 0 99 0 0 3 44 1713 0 0 2181 172
Future Vol, veh/h 71 0 99 0 0 3 44 1713 0 0 2181 172
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 3 33333333333
Mvmt Flow 76 0 106 0 0 3 47 1842 0 0 2345 185
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 4376 4374 2438 4427 4466 1842 2530 0 0 1842 0 0
Stage 1 2438 2438 - 1936 1936 -------
Stage 2 1938 1936 - 2491 2530 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver ~ 1 2 ~ 40 1 1 93 176 - - 327 - -
Stage 1 ~ 42 62 - 84 112 -------
Stage 2 84 112 - 39 55 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ 1 2 ~ 40 - 1 93 176 - - 327 - -
Mov Cap-2 Maneuver ~ 1 2 - - 1 -------
Stage 1 ~ 42 62 - 84 112 -------
Stage 2 81 112 - - 55 -------
Approach EB WB NB SB
HCM Control Delay, s$ 44229.1 0.8 0
HCM LOS F -
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 176 - - 2 - 327 - -
HCM Lane V/C Ratio 0.269 - -91.398 ----
HCM Control Delay (s) 32.8 0 -$ 44229.1 - 0 - -
HCM Lane LOS D A - F - A - -
HCM 95th %tile Q(veh) 1 - - 25.3 - 0 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
10/11/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 7
Intersection
Intersection Delay, s/veh 274.7
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 129 157 30 243 421 109 78 446 179 45 555 630
Future Vol, veh/h 129 157 30 243 421 109 78 446 179 45 555 630
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, %333333333333
Mvmt Flow 136 165 32 256 443 115 82 469 188 47 584 663
Number of Lanes 110110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2221
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1222
HCM Control Delay 22.2 166.7 447.2 308.9
HCM LOS C F F F
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 11% 100% 0% 100% 0% 7% 0%
Vol Thru, % 63% 0% 84% 0% 79% 93% 0%
Vol Right, % 25% 0% 16% 0% 21% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 703 129 187 243 530 600 630
LT Vol 78 129 0 243 0 45 0
Through Vol 446 0 157 0 421 555 0
RT Vol 179 0 30 0 109 0 630
Lane Flow Rate 740 136 197 256 558 632 663
Geometry Grp 6777777
Degree of Util (X) 1.927 0.393 0.536 0.694 1.415 1.625 1.571
Departure Headway (Hd) 9.045 10.674 10.015 10.368 9.682 11.293 10.505
Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 407 339 362 350 379 328 351
Service Time 7.045 8.374 7.715 8.068 7.382 8.993 8.205
HCM Lane V/C Ratio 1.818 0.401 0.544 0.731 1.472 1.927 1.889
HCM Control Delay 447.2 20.1 23.7 33.5 227.8 322 296.4
HCM Lane LOS F C C D F F F
HCM 95th-tile Q 51.7 1.8 3 5 26.7 31.1 31
10/11/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 8
Intersection
Intersection Delay, s/veh1816.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 215 79 51 197 195 38 58 1516 64 62 1735 416
Future Vol, veh/h 215 79 51 197 195 38 58 1516 64 62 1735 416
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles, % 3 33333333333
Mvmt Flow 231 85 55 212 210 41 62 1630 69 67 1866 447
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 195.7 254.5 1731.7 2436.1
HCM LOS F F F F
Lane NBLn1EBLn1WBLn1SBLn1
Vol Left, % 4% 62% 46% 3%
Vol Thru, % 93% 23% 45% 78%
Vol Right, % 4% 15% 9% 19%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 1638 345 430 2213
LT Vol 58 215 197 62
Through Vol 1516 79 195 1735
RT Vol 64 51 38 416
Lane Flow Rate 1761 371 462 2380
Geometry Grp 1111
Degree of Util (X) 4.71 0.998 1.244 6.303
Departure Headway (Hd) 26.36947.32138.97721.494
Convergence, Y/N Yes Yes Yes Yes
Cap 159 82 97 214
Service Time 24.36945.32136.97719.494
HCM Lane V/C Ratio 11.075 4.524 4.76311.121
HCM Control Delay 1731.7 195.7 254.52436.1
HCM Lane LOS FFFF
HCM 95th-tile Q 66.9 5.3 8.1 114.5
10/11/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 9
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 427 172 19 60 498 173 217 141 108 81 183 591
Future Vol, veh/h 427 172 19 60 498 173 217 141 108 81 183 591
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 250 - 0 250 - - 300 - 130 250 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 33333333333
Mvmt Flow 464 187 21 65 541 188 236 153 117 88 199 642
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 729 0 0 208 0 0 2301 1974 187 2026 1901 635
Stage 1 ------1115 1115 - 765 765 -
Stage 2 ------1186 859 - 1261 1136 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23
Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 -
Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 -
Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 870 - - 1357 - - ~ 27 ~ 62 852 ~ 42 ~ 69 ~ 477
Stage 1 ------251282-394411-
Stage 2 ------~ 229372-208276-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 870 - - 1357 - - - ~ 28 852 - ~ 31 ~ 477
Mov Cap-2 Maneuver -------~ 28--~ 31-
Stage 1 ------~ 117~ 132-184391-
Stage 2 -------354--~ 129-
Approach EB WB NB SB
HCM Control Delay, s 9.5 0.6
HCM LOS - -
Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3
Capacity (veh/h) - 28 852 870 - - 1357 - - - 31 477
HCM Lane V/C Ratio - 5.474 0.138 0.533 - - 0.048 - - - 6.417 1.347
HCM Control Delay (s) -$ 2293.3 9.9 13.8 - - 7.8 - - -$ 2689.2 193.8
HCM Lane LOS - F A B - - A - - - F F
HCM 95th %tile Q(veh) - 18.7 0.5 3.2 - - 0.2 - - - 24.1 29
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
10/11/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 152 448 52 34 157 32 44 761 62 56 527 61
Future Volume (veh/h) 152 448 52 34 157 32 44 761 62 56 527 61
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 165 487 57 37 171 35 48 827 67 61 573 66
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %333333333333
Cap, veh/h 193 465 54 55 309 63 63 774 63 78 864 732
Arrive On Green 0.11 0.29 0.29 0.03 0.21 0.21 0.04 0.46 0.46 0.04 0.47 0.47
Sat Flow, veh/h 1767 1630 191 1767 1495 306 1767 1694 137 1767 1856 1572
Grp Volume(v), veh/h 165 0 544 37 0 206 48 0 894 61 573 66
Grp Sat Flow(s),veh/h/ln 1767 0 1821 1767 0 1800 1767 0 1831 1767 1856 1572
Q Serve(g_s), s 9.9 0.0 30.7 2.2 0.0 11.0 2.9 0.0 49.2 3.7 25.7 2.5
Cycle Q Clear(g_c), s 9.9 0.0 30.7 2.2 0.0 11.0 2.9 0.0 49.2 3.7 25.7 2.5
Prop In Lane 1.00 0.10 1.00 0.17 1.00 0.07 1.00 1.00
Lane Grp Cap(c), veh/h 193 0 519 55 0 372 63 0 836 78 864 732
V/C Ratio(X) 0.85 0.00 1.05 0.67 0.00 0.55 0.77 0.00 1.07 0.78 0.66 0.09
Avail Cap(c_a), veh/h 194 0 519 84 0 401 89 0 836 87 864 732
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 47.1 0.0 38.5 51.6 0.0 38.3 51.5 0.0 29.3 51.0 22.2 16.1
Incr Delay (d2), s/veh 28.8 0.0 52.7 13.4 0.0 1.4 22.1 0.0 51.3 32.7 1.9 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.7 0.0 20.5 1.2 0.0 4.8 1.6 0.0 30.8 2.3 10.8 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.0 0.0 91.2 65.0 0.0 39.7 73.6 0.0 80.5 83.6 24.2 16.1
LnGrp LOS E A F E A D E A F F C B
Approach Vol, veh/h 709 243 942 700
Approach Delay, s/veh 87.6 43.6 80.2 28.6
Approach LOS F D F C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.0 55.2 7.5 36.0 8.0 56.2 16.0 27.6
Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.3 * 4.2 * 6 * 4.2 5.3
Max Green Setting (Gmax), s * 5.3 49.2 * 5.1 30.7 * 5.4 * 50 * 12 24.0
Max Q Clear Time (g_c+I1), s 5.7 51.2 4.2 32.7 4.9 27.7 11.9 13.0
Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 3.6 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 64.9
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
10/11/2018
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JLB Traffic Engineering, Inc.Page 2
Intersection
Int Delay, s/veh 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 118 232 88 89 100 59 102 733 111 117 384 107
Future Vol, veh/h 118 232 88 89 100 59 102 733 111 117 384 107
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length 250 - - 250 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 33333333333
Mvmt Flow 128 252 96 97 109 64 111 797 121 127 417 116
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1895 1869 475 1983 1867 858 533 0 0 918 0 0
Stage 1 729 729 - 1080 1080 -------
Stage 2 1166 1140 - 903 787 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver ~ 53 ~ 72 588 ~ 46 ~ 72 355 1030 - - 739 - -
Stage 1 413 427 - 263 293 -------
Stage 2 235 275 - 330 401 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - ~ 42 588 - ~ 42 355 1030 - - 739 - -
Mov Cap-2 Maneuver - ~ 42 - - ~ 42 -------
Stage 1 320 321 - 204 227 -------
Stage 2 ~ 78 ~ 213 - ~ 44 301 -------
Approach EB WB NB SB
HCM Control Delay, s 1 2.1
HCM LOS - -
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR
Capacity (veh/h) 1030 - - - 56 - 62 739 - -
HCM Lane V/C Ratio 0.108 - - - 6.211 - 2.788 0.172 - -
HCM Control Delay (s) 8.9 0 - -$ 2488.6 -$ 949.6 10.9 0 -
HCM Lane LOS A A - - F - F B A -
HCM 95th %tile Q(veh) 0.4 - - - 39.8 - 17.5 0.6 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
10/11/2018
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JLB Traffic Engineering, Inc.Page 3
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 109 144 297 89 94 66 114 2091 359 144 1460 40
Future Vol, veh/h 109 144 297 89 94 66 114 2091 359 144 1460 40
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length 250 -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 95 92 95 92 95 95 95 95 92
Heavy Vehicles, % 3 33333333333
Mvmt Flow 118 157 323 94 102 69 124 2201 378 152 1537 43
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 4587 4690 1559 4741 4522 2390 1580 0 0 2579 0 0
Stage 1 1863 1863 - 2638 2638 -------
Stage 2 2724 2827 - 2103 1884 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver ~ 1 ~ 1 ~ 138 0 ~ 1 ~ 43 413 - - 168 - -
Stage 1 ~ 93 ~ 122 - ~ 32 ~ 48 -------
Stage 2 ~ 28 ~ 38 - ~ 67 119 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - 0 ~ 138 - 0 ~ 43 413 - - 168 - -
Mov Cap-2 Maneuver - 0 - - 0 -------
Stage 1 ~ 93 0 - ~ 32 ~ 48 -------
Stage 2 ~ 19 ~ 38 - - 0 -------
Approach EB WB NB SB
HCM Control Delay, s 0.8 8.8
HCM LOS - -
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 413 - - - 138 - 168 - -
HCM Lane V/C Ratio 0.3 - - - 3.474 - 0.902 - -
HCM Control Delay (s) 17.4 0 - -$ 1179.7 - 100.3 0 -
HCM Lane LOS C A - - F - F A -
HCM 95th %tile Q(veh) 1.2 - - - 46.5 - 6.6 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
10/11/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 4
Intersection
Intersection Delay, s/veh 470
Intersection LOS F
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 79 68 1278 98 72 1137
Future Vol, veh/h 79 68 1278 98 72 1137
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, %333333
Mvmt Flow 83 72 1345 103 76 1197
Number of Lanes 101001
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 15.6 546 438.8
HCM LOS C F F
Lane NBLn1 WBLn1 SBLn1
Vol Left, % 0% 54% 6%
Vol Thru, % 93% 0% 94%
Vol Right, % 7% 46% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 1376 147 1209
LT Vol 0 79 72
Through Vol 1278 0 1137
RT Vol 98 68 0
Lane Flow Rate 1448 155 1273
Geometry Grp 1 1 1
Degree of Util (X) 2.167 0.296 1.924
Departure Headway (Hd) 6.337 8.913 6.626
Convergence, Y/N Yes Yes Yes
Cap 594 407 560
Service Time 4.337 6.913 4.626
HCM Lane V/C Ratio 2.438 0.381 2.273
HCM Control Delay 546 15.6 438.8
HCM Lane LOS F C F
HCM 95th-tile Q 88.1 1.2 68.5
10/11/2018
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JLB Traffic Engineering, Inc.Page 5
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 90 104 81 87 97 63 78 880 86 46 599 43
Future Vol, veh/h 90 104 81 87 97 63 78 880 86 46 599 43
Conflicting Peds, #/hr 0 00000100001
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 100 - - - 170 - - 100 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 3 33333333333
Mvmt Flow 97 112 87 94 104 68 84 946 92 49 644 46
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 2012 1972 668 2025 1949 992 691 0 0 1038 0 0
Stage 1 766 766 - 1160 1160 -------
Stage 2 1246 1206 - 865 789 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver ~ 43 ~ 62 456 ~ 43 ~ 64 297 899 - - 666 - -
Stage 1 394 410 - 237 269 -------
Stage 2 212 255 - 347 401 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - ~ 52 456 - ~ 54 297 898 - - 666 - -
Mov Cap-2 Maneuver - ~ 52 - - ~ 54 -------
Stage 1 357 379 - 215 244 -------
Stage 2 ~ 85 231 - 183 371 -------
Approach EB WB NB SB
HCM Control Delay, s 0.7 0.7
HCM LOS - -
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 898 - - - 456 - 666 - -
HCM Lane V/C Ratio 0.093 - - - 0.191 - 0.074 - -
HCM Control Delay (s) 9.4 - - - 14.7 - 10.8 - -
HCM Lane LOS A - - - B - B - -
HCM 95th %tile Q(veh) 0.3 - - - 0.7 - 0.2 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
10/11/2018
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JLB Traffic Engineering, Inc.Page 6
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 65 1 103 0 1 1 55 2490 0 1 1812 110
Future Vol, veh/h 65 1 103 0 1 1 55 2490 0 1 1812 110
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 33333333333
Mvmt Flow 71 1 112 0 1 1 60 2707 0 1 1970 120
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 4860 4859 2030 4916 4919 2707 2090 0 0 2707 0 0
Stage 1 2032 2032 - 2827 2827 -------
Stage 2 2828 2827 - 2089 2092 -------
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - -
Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 -------
Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 -------
Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - -
Pot Cap-1 Maneuver 0 ~ 1 ~ 71 0 ~ 1 27 262 - - 149 - -
Stage 1 74 100 - 24 38 -------
Stage 2 ~ 24 38 - 68 93 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - ~ 1 ~ 71 - ~ 1 27 262 - - 149 - -
Mov Cap-2 Maneuver - ~ 1 - - ~ 1 -------
Stage 1 74 100 - 24 38 -------
Stage 2 ~ 22 38 - - 93 -------
Approach EB WB NB SB
HCM Control Delay, s 0.5 0
HCM LOS - -
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 262 ----149--
HCM Lane V/C Ratio 0.228 ----0.007 - -
HCM Control Delay (s) 22.8 0 - - - 29.3 0 -
HCM Lane LOS C A - - - D A -
HCM 95th %tile Q(veh) 0.9 ----0--
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
10/11/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 7
Intersection
Intersection Delay, s/veh 344.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 358 382 43 106 302 35 26 680 163 61 465 269
Future Vol, veh/h 358 382 43 106 302 35 26 680 163 61 465 269
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, %333333333333
Mvmt Flow 389 415 47 115 328 38 28 739 177 66 505 292
Number of Lanes 110110010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2221
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1222
HCM Control Delay 153.3 70.8 775.7 215.1
HCM LOS FFFF
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 3% 100% 0% 100% 0% 12% 0%
Vol Thru, % 78% 0% 90% 0% 90% 88% 0%
Vol Right, % 19% 0% 10% 0% 10% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 869 358 425 106 337 526 269
LT Vol 26 358 0 106 0 61 0
Through Vol 680 0 382 0 302 465 0
RT Vol 163 0 43 0 35 0 269
Lane Flow Rate 945 389 462 115 366 572 292
Geometry Grp 6777777
Degree of Util (X) 2.656 1.114 1.249 0.332 0.998 1.572 0.742
Departure Headway (Hd) 10.691 13.666 13.042 12.308 11.682 12.639 11.817
Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 349 269 282 294 315 292 310
Service Time 8.691 11.366 10.742 10.008 9.382 10.339 9.517
HCM Lane V/C Ratio 2.708 1.446 1.638 0.391 1.162 1.959 0.942
HCM Control Delay 775.7 128.7 174.1 21 86.4 303.7 42
HCM Lane LOS F F F C F F E
HCM 95th-tile Q 74.2 12.5 16.5 1.4 10.7 26.7 5.5
10/11/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 8
Intersection
Intersection Delay, s/veh1768.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 391 114 81 120 90 47 46 2121 114 37 1597 268
Future Vol, veh/h 391 114 81 120 90 47 46 2121 114 37 1597 268
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles, % 3 33333333333
Mvmt Flow 412 120 85 126 95 49 48 2233 120 39 1681 282
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 340.8 146.7 2273.3 1823
HCM LOS F F F F
Lane NBLn1EBLn1WBLn1SBLn1
Vol Left, % 2% 67% 47% 2%
Vol Thru, % 93% 19% 35% 84%
Vol Right, % 5% 14% 18% 14%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 2281 586 257 1902
LT Vol 46 391 120 37
Through Vol 2121 114 90 1597
RT Vol 114 81 47 268
Lane Flow Rate 2401 617 271 2002
Geometry Grp 1111
Degree of Util (X) 5.939 1.539 0.724 4.922
Departure Headway (Hd) 21.79629.346 56.5324.669
Convergence, Y/N Yes Yes Yes Yes
Cap 192 130 68 180
Service Time 19.79627.346 54.5322.669
HCM Lane V/C Ratio 12.505 4.746 3.98511.122
HCM Control Delay 2273.3 340.8 146.7 1823
HCM Lane LOS FFFF
HCM 95th-tile Q 105.5 13.5 3.2 75.1
10/11/2018
Baseline Synchro 10 Report
JLB Traffic Engineering, Inc.Page 9
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 296 475 132 90 237 148 96 337 144 139 292 186
Future Vol, veh/h 296 475 132 90 237 148 96 337 144 139 292 186
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 250 - 0 250 - - 300 - 130 250 - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 3 33333333333
Mvmt Flow 305 490 136 93 244 153 99 347 148 143 301 192
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 397 0 0 626 0 0 1853 1683 490 1923 1743 321
Stage 1 ------1100 1100 - 507 507 -
Stage 2 ------753583-1416 1236 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23
Critical Hdwy Stg 1 ------6.13 5.53 - 6.13 5.53 -
Critical Hdwy Stg 2 ------6.13 5.53 - 6.13 5.53 -
Follow-up Hdwy 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 1156 - - 951 - - ~ 56 ~ 94 576 ~ 50 ~ 86 718
Stage 1 ------256~ 287-546538-
Stage 2 ------400497-169~ 247-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1156 - - 951 - - - ~ 62 576 - ~ 57 718
Mov Cap-2 Maneuver -------~ 62--~ 57-
Stage 1 ------188~ 211-402485-
Stage 2 ------100448--~ 182-
Approach EB WB NB SB
HCM Control Delay, s 3 1.7
HCM LOS - -
Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3
Capacity (veh/h) - 62 576 1156 - - 951 - - - 57 718
HCM Lane V/C Ratio - 5.604 0.258 0.264 - - 0.098 - - - 5.281 0.267
HCM Control Delay (s) -$ 2203.1 13.4 9.2 - - 9.2 - - -$ 2069.7 11.8
HCM Lane LOS - F B A - - A - - - F B
HCM 95th %tile Q(veh) - 39 1 1.1 - - 0.3 - - - 33.8 1.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
10/11/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 64 120 75 112 418 57 100 420 24 65 873 160
Future Volume (veh/h) 64 120 75 112 418 57 100 420 24 65 873 160
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 70 130 82 122 454 62 109 457 26 71 949 174
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %333333333333
Cap, veh/h 78 372 313 148 428 361 115 889 751 673 1492 1262
Arrive On Green 0.04 0.20 0.20 0.08 0.23 0.23 0.09 0.64 0.64 0.38 0.80 0.80
Sat Flow, veh/h 1767 1856 1561 1767 1856 1562 1767 1856 1568 1767 1856 1570
Grp Volume(v), veh/h 70 130 82 122 454 62 109 457 26 71 949 174
Grp Sat Flow(s),veh/h/ln 1767 1856 1561 1767 1856 1562 1767 1856 1568 1767 1856 1570
Q Serve(g_s), s 4.7 7.2 5.3 8.2 27.7 3.8 7.4 15.9 0.9 3.1 24.6 5.6
Cycle Q Clear(g_c), s 4.7 7.2 5.3 8.2 27.7 3.8 7.4 15.9 0.9 3.1 24.6 5.6
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 78 372 313 148 428 361 115 889 751 673 1492 1262
V/C Ratio(X) 0.90 0.35 0.26 0.83 1.06 0.17 0.95 0.51 0.03 0.11 0.64 0.14
Avail Cap(c_a), veh/h 78 372 313 174 428 361 115 889 751 673 1492 1262
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.89 0.89 0.89 1.00 1.00 1.00
Uniform Delay (d), s/veh 57.1 41.2 40.5 54.1 46.2 37.0 54.6 14.2 19.0 24.0 4.7 9.5
Incr Delay (d2), s/veh 68.1 0.6 0.4 23.8 60.2 0.2 63.4 1.9 0.1 0.1 2.1 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.5 3.3 2.0 4.5 19.5 1.4 5.1 5.8 0.3 1.3 6.7 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 125.2 41.8 40.9 77.9 106.4 37.2 118.0 16.1 19.0 24.0 6.8 9.7
LnGrp LOS F D D E F D F B B C A A
Approach Vol, veh/h 282 638 592 1194
Approach Delay, s/veh 62.2 94.2 35.0 8.2
Approach LOS E F D A
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 52.1 62.8 14.2 29.4 12.0 102.9 10.6 33.0
Change Period (Y+Rc), s 5.3 * 5.3 * 4.2 5.3 * 4.2 5.3 5.3 * 5.3
Max Green Setting (Gmax), s 10.5 * 58 * 12 21.2 * 7.8 60.2 5.3 * 28
Max Q Clear Time (g_c+I1), s 5.1 17.9 10.2 9.2 9.4 26.6 6.7 29.7
Green Ext Time (p_c), s 0.1 2.9 0.0 0.6 0.0 8.9 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 40.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
10/11/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 11 91 33 54 428 54 37 473 87 50 999 50
Future Volume (veh/h) 11 91 33 54 428 54 37 473 87 50 999 50
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 12 99 36 59 465 59 40 514 95 54 1086 54
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 24 134 114 288 428 363 107 1035 877 70 979 829
Arrive On Green 0.01 0.07 0.07 0.33 0.46 0.46 0.06 0.56 0.56 0.04 0.53 0.53
Sat Flow, veh/h 1767 1856 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572
Grp Volume(v), veh/h 12 99 36 59 465 59 40 514 95 54 1086 54
Grp Sat Flow(s),veh/h/ln1767 1856 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572
Q Serve(g_s), s 0.8 6.3 2.6 2.9 27.7 2.6 2.6 20.3 1.5 3.6 63.3 1.6
Cycle Q Clear(g_c), s 0.8 6.3 2.6 2.9 27.7 2.6 2.6 20.3 1.5 3.6 63.3 1.6
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 24 134 114 288 428 363 107 1035 877 70 979 829
V/C Ratio(X) 0.49 0.74 0.32 0.20 1.09 0.16 0.37 0.50 0.11 0.78 1.11 0.07
Avail Cap(c_a), veh/h 74 357 303 288 428 363 107 1035 877 137 979 829
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.77 0.77 0.77 1.00 1.00 1.00 0.23 0.23 0.23
Uniform Delay (d), s/veh58.8 54.5 52.8 34.8 32.3 25.5 54.2 16.2 2.3 57.1 28.3 9.0
Incr Delay (d2), s/veh 14.7 7.6 1.6 0.3 63.5 0.2 2.2 1.7 0.2 4.3 53.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.5 3.1 1.1 1.2 16.2 1.0 1.2 8.4 1.1 1.7 39.7 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.5 62.1 54.4 35.1 95.8 25.7 56.4 17.9 2.6 61.4 81.6 9.0
LnGrp LOS E E D D F C EBAEFA
Approach Vol, veh/h 147 583 649 1194
Approach Delay, s/veh 61.2 82.5 18.1 77.4
Approach LOS E F B E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s8.9 72.2 24.9 14.0 12.6 68.6 5.8 33.0
Change Period (Y+Rc), s* 4.2 5.3 5.3 * 5.3 5.3 * 5.3 * 4.2 5.3
Max Green Setting (Gmax), s* 9.3 59.0 9.6 * 23 5.0 * 63 * 5 27.7
Max Q Clear Time (g_c+I1), s5.6 22.3 4.9 8.3 4.6 65.3 2.8 29.7
Green Ext Time (p_c), s 0.0 3.5 0.0 0.4 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 62.7
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
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Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 121 76 57 132 218 119 156 1359 284 208 2057 142
Future Volume (veh/h) 121 76 57 132 218 119 156 1359 284 208 2057 142
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 132 83 62 142 237 128 170 1461 305 224 2212 154
Peak Hour Factor 0.92 0.92 0.92 0.93 0.92 0.93 0.92 0.93 0.93 0.93 0.93 0.92
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 147 286 241 150 289 244 178 1756 543 424 2525 781
Arrive On Green 0.03 0.05 0.05 0.09 0.16 0.16 0.07 0.23 0.23 0.24 0.50 0.50
Sat Flow, veh/h 1767 1856 1563 1767 1856 1563 1767 5066 1566 1767 5066 1568
Grp Volume(v), veh/h 132 83 62 142 237 128 170 1461 305 224 2212 154
Grp Sat Flow(s),veh/h/ln1767 1856 1563 1767 1856 1563 1767 1689 1566 1767 1689 1568
Q Serve(g_s), s 8.9 5.2 4.6 9.6 14.8 5.5 11.5 32.9 15.4 13.2 46.7 6.6
Cycle Q Clear(g_c), s 8.9 5.2 4.6 9.6 14.8 5.5 11.5 32.9 15.4 13.2 46.7 6.6
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 147 286 241 150 289 244 178 1756 543 424 2525 781
V/C Ratio(X) 0.90 0.29 0.26 0.95 0.82 0.53 0.95 0.83 0.56 0.53 0.88 0.20
Avail Cap(c_a), veh/h 147 402 339 150 405 341 178 1891 585 424 2525 781
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00
Upstream Filter(I) 0.97 0.97 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh57.8 50.6 50.3 54.6 49.0 17.2 55.7 42.7 21.0 39.7 26.8 16.7
Incr Delay (d2), s/veh 44.1 0.5 0.5 57.1 8.9 1.8 53.9 4.8 4.2 1.2 4.7 0.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln5.9 2.5 1.8 6.5 7.3 3.4 7.8 14.7 6.4 5.8 18.6 2.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 102.0 51.2 50.9 111.7 57.9 18.9 109.6 47.5 25.2 40.9 31.5 17.3
LnGrp LOS F D D F E B F DCDCB
Approach Vol, veh/h 277 507 1936 2590
Approach Delay, s/veh 75.3 63.1 49.5 31.4
Approach LOS E E D C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s34.5 47.3 14.4 23.8 16.3 65.5 14.2 24.0
Change Period (Y+Rc), s 5.7 * 5.7 * 4.2 5.3 * 4.2 5.7 * 4.2 5.3
Max Green Setting (Gmax), s19.6 * 45 * 10 26.0 * 12 52.3 * 10 26.2
Max Q Clear Time (g_c+I1), s15.2 34.9 11.6 7.2 13.5 48.7 10.9 16.8
Green Ext Time (p_c), s 0.2 6.7 0.0 0.5 0.0 3.4 0.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 43.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
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JLB Traffic Engineering, Inc.Page 4
Intersection
Intersection Delay, s/veh 7.3
Intersection LOS A
Approach WB NB SB
Entry Lanes 1 2 2
Conflicting Circle Lanes 2 2 2
Adj Approach Flow, veh/h 226 837 1153
Demand Flow Rate, veh/h 233 862 1187
Vehicles Circulating, veh/h 820 85 104
Vehicles Exiting, veh/h 127 1206 949
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 9.5 6.0 7.9
Approach LOS A A A
Lane Left Left Right Left Right
Designated Moves LR LT TR LT TR
Assumed Moves LR LT TR LT TR
RT Channelized
Lane Util 1.000 0.470 0.530 0.470 0.530
Follow-Up Headway, s 2.535 2.667 2.535 2.667 2.535
Critical Headway, s 4.328 4.645 4.328 4.645 4.328
Entry Flow, veh/h 233 405 457 558 629
Cap Entry Lane, veh/h 707 1248 1321 1227 1300
Entry HV Adj Factor 0.970 0.971 0.971 0.971 0.971
Flow Entry, veh/h 226 393 444 542 611
Cap Entry, veh/h 686 1213 1283 1191 1263
V/C Ratio 0.329 0.324 0.346 0.455 0.484
Control Delay, s/veh 9.5 6.0 6.0 7.8 7.9
LOS A A A A A
95th %tile Queue, veh 1 1 2 2 3
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Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 37 51 21 120 90 52 58 575 28 63 1068 65
Future Volume (veh/h) 37 51 21 120 90 52 58 575 28 63 1068 65
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 40 55 23 130 98 57 63 625 30 68 1161 71
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 116 109 91 157 152 126 80 653 551 589 2189 134
Arrive On Green 0.07 0.06 0.06 0.09 0.08 0.08 0.09 0.70 0.70 0.33 0.65 0.65
Sat Flow, veh/h 1767 1856 1548 1767 1856 1544 1767 1856 1566 1767 3374 206
Grp Volume(v), veh/h 40 55 23 130 98 57 63 625 30 68 606 626
Grp Sat Flow(s),veh/h/ln1767 1856 1548 1767 1856 1544 1767 1856 1566 1767 1763 1818
Q Serve(g_s), s 2.6 3.5 1.5 8.7 6.1 4.2 4.2 36.7 0.7 3.2 22.1 22.1
Cycle Q Clear(g_c), s 2.6 3.5 1.5 8.7 6.1 4.2 4.2 36.7 0.7 3.2 22.1 22.1
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 116 109 91 157 152 126 80 653 551 589 1144 1179
V/C Ratio(X) 0.34 0.51 0.25 0.83 0.65 0.45 0.79 0.96 0.05 0.12 0.53 0.53
Avail Cap(c_a), veh/h 116 309 258 233 445 370 130 857 723 589 1144 1179
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.79 0.79 0.79 1.00 1.00 1.00
Uniform Delay (d), s/veh53.6 54.8 40.6 53.8 53.4 52.5 54.0 16.9 11.6 27.8 11.3 11.3
Incr Delay (d2), s/veh 1.7 3.6 1.4 14.3 4.6 2.5 12.4 22.4 0.1 0.1 1.8 1.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.2 1.7 0.7 4.4 3.0 1.7 2.0 10.2 0.3 1.3 8.1 8.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.3 58.4 42.1 68.1 58.0 55.1 66.4 39.4 11.8 27.8 13.0 13.0
LnGrp LOS E E D EEEEDBCBB
Approach Vol, veh/h 118 285 718 1300
Approach Delay, s/veh 54.2 62.0 40.6 13.8
Approach LOS D E D B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s45.3 47.5 14.9 12.3 9.6 83.2 12.1 15.1
Change Period (Y+Rc), s 5.3 * 5.3 4.2 * 5.3 * 4.2 5.3 4.2 * 5.3
Max Green Setting (Gmax), s9.8 * 55 15.8 * 20 * 8.8 56.4 7.0 * 29
Max Q Clear Time (g_c+I1), s5.2 38.7 10.7 5.5 6.2 24.1 4.6 8.1
Green Ext Time (p_c), s 0.0 3.6 0.1 0.2 0.0 9.1 0.0 0.6
Intersection Summary
HCM 6th Ctrl Delay 29.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
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JLB Traffic Engineering, Inc.Page 6
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 99 0 0 3 44 1713 0 0 2181 172
Future Vol, veh/h 0 0 99 0 0 3 44 1713 0 0 2181 172
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - 0 150 ----250
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 3 33333333333
Mvmt Flow 0 0 106 0 0 3 47 1842 0 0 2345 185
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 1173 - - 921 2530 0 0 - - 0
Stage 1 ------------
Stage 2 ------------
Critical Hdwy - - 7.16 - - 7.16 5.36 -----
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy - - 3.93 - - 3.93 3.13 -----
Pot Cap-1 Maneuver 0 0 158 0 0 233 66 - - 0 - -
Stage 1 0 0 - 0 0 ----0--
Stage 2 0 0 - 0 0 ----0--
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 158 - - 233 66 -----
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Control Delay, s 65.3 20.7 3.6 0
HCM LOS F C
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBT SBR
Capacity (veh/h) 66 - - 158 233 - -
HCM Lane V/C Ratio 0.717 - - 0.674 0.014 - -
HCM Control Delay (s) 143 - - 65.3 20.7 - -
HCM Lane LOS F - - F C - -
HCM 95th %tile Q(veh) 3.2 - - 3.9 0 - -
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Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 129 157 30 243 421 109 78 446 179 45 555 630
Future Volume (veh/h) 129 157 30 243 421 109 78 446 179 45 555 630
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 136 165 32 256 443 115 82 469 188 47 584 663
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %333333333333
Cap, veh/h 165 255 48 559 1123 499 103 734 621 60 672 715
Arrive On Green 0.09 0.09 0.09 0.10 0.11 0.11 0.06 0.40 0.40 0.06 0.60 0.60
Sat Flow, veh/h 1767 2948 559 1767 3526 1565 1767 1856 1569 1767 1856 1569
Grp Volume(v), veh/h 136 97 100 256 443 115 82 469 188 47 584 663
Grp Sat Flow(s),veh/h/ln 1767 1763 1743 1767 1763 1565 1767 1856 1569 1767 1856 1569
Q Serve(g_s), s 9.1 6.4 6.7 16.4 14.1 8.1 5.5 24.5 3.3 3.1 31.5 38.8
Cycle Q Clear(g_c), s 9.1 6.4 6.7 16.4 14.1 8.1 5.5 24.5 3.3 3.1 31.5 38.8
Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 165 152 151 559 1123 499 103 734 621 60 672 715
V/C Ratio(X) 0.82 0.64 0.66 0.46 0.39 0.23 0.79 0.64 0.30 0.78 0.87 0.93
Avail Cap(c_a), veh/h 350 351 347 559 1123 499 130 734 621 127 707 744
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.67 1.67 1.67
Upstream Filter(I) 1.00 1.00 1.00 0.80 0.80 0.80 1.00 1.00 1.00 0.79 0.79 0.79
Uniform Delay (d), s/veh 53.4 53.0 53.1 44.1 42.9 40.2 55.8 29.3 2.7 56.1 21.4 9.8
Incr Delay (d2), s/veh 9.9 18.7 20.7 0.5 0.8 0.9 22.7 1.9 0.3 15.7 8.9 14.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.4 3.6 3.7 7.8 6.8 3.3 3.0 10.8 3.2 1.6 10.6 7.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.3 71.7 73.8 44.5 43.7 41.1 78.4 31.2 3.0 71.8 30.2 24.4
LnGrp LOS E E E D D D E C A E C C
Approach Vol, veh/h 333 814 739 1294
Approach Delay, s/veh 68.9 43.6 29.3 28.8
Approach LOS E D C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.3 52.8 43.3 15.7 12.3 48.8 15.4 43.5
Change Period (Y+Rc), s * 4.2 5.3 5.3 * 5.3 5.3 * 5.3 * 4.2 5.3
Max Green Setting (Gmax), s * 8.6 45.9 22.6 * 24 8.8 * 46 * 24 22.7
Max Q Clear Time (g_c+I1), s 5.1 26.5 18.4 8.7 7.5 40.8 11.1 16.1
Green Ext Time (p_c), s 0.0 3.2 0.3 0.8 0.0 2.7 0.2 1.7
Intersection Summary
HCM 6th Ctrl Delay 36.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
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Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 215 79 51 197 195 38 58 1516 64 62 1735 416
Future Volume (veh/h) 215 79 51 197 195 38 58 1516 64 62 1735 416
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 231 85 55 212 210 41 62 1630 69 67 1866 447
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 260 301 253 239 262 221 219 2511 777 86 2082 645
Arrive On Green 0.05 0.05 0.05 0.14 0.14 0.14 0.12 0.50 0.50 0.05 0.41 0.41
Sat Flow, veh/h 1767 1856 1564 1767 1856 1562 1767 5066 1568 1767 5066 1569
Grp Volume(v), veh/h 231 85 55 212 210 41 62 1630 69 67 1866 447
Grp Sat Flow(s),veh/h/ln1767 1856 1564 1767 1856 1562 1767 1689 1568 1767 1689 1569
Q Serve(g_s), s 15.6 5.3 3.0 14.1 13.2 2.4 3.8 28.7 2.8 4.5 41.2 28.2
Cycle Q Clear(g_c), s 15.6 5.3 3.0 14.1 13.2 2.4 3.8 28.7 2.8 4.5 41.2 28.2
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 260 301 253 239 262 221 219 2511 777 86 2082 645
V/C Ratio(X) 0.89 0.28 0.22 0.89 0.80 0.19 0.28 0.65 0.09 0.78 0.90 0.69
Avail Cap(c_a), veh/h 277 405 341 274 402 339 219 2511 777 108 2128 659
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh56.1 50.1 27.6 51.0 49.9 32.9 47.7 22.5 16.0 56.5 33.0 29.1
Incr Delay (d2), s/veh 25.8 0.5 0.4 25.2 6.5 0.4 0.7 1.3 0.2 24.8 6.6 6.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln9.2 2.5 1.6 7.8 6.4 1.1 1.7 10.9 1.0 2.5 17.1 11.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 81.9 50.6 28.0 76.1 56.4 33.3 48.4 23.8 16.2 81.3 39.5 35.2
LnGrp LOS F D C E E C D C B F D D
Approach Vol, veh/h 371 463 1761 2380
Approach Delay, s/veh 66.7 63.4 24.4 39.9
Approach LOS E E C D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s10.0 64.8 20.5 24.8 20.2 54.6 23.0 22.2
Change Period (Y+Rc), s* 4.2 5.3 * 4.2 5.3 5.3 * 5.3 5.3 * 5.3
Max Green Setting (Gmax), s* 7.3 48.9 * 19 26.2 5.8 * 50 18.8 * 26
Max Q Clear Time (g_c+I1), s6.5 30.7 16.1 7.3 5.8 43.2 17.6 15.2
Green Ext Time (p_c), s 0.0 10.8 0.1 0.5 0.0 6.1 0.1 0.8
Intersection Summary
HCM 6th Ctrl Delay 38.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
10/11/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 427 172 19 60 498 173 217 141 108 81 183 591
Future Volume (veh/h) 427 172 19 60 498 173 217 141 108 81 183 591
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 464 187 21 65 541 188 236 153 117 88 199 642
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 483 776 655 83 645 285 253 213 178 446 432 795
Arrive On Green 0.27 0.42 0.42 0.05 0.18 0.18 0.14 0.11 0.11 0.25 0.23 0.23
Sat Flow, veh/h 1767 1856 1567 1767 3526 1560 1767 1856 1552 1767 1856 1566
Grp Volume(v), veh/h 464 187 21 65 541 188 236 153 117 88 199 642
Grp Sat Flow(s),veh/h/ln1767 1856 1567 1767 1763 1560 1767 1856 1552 1767 1856 1566
Q Serve(g_s), s 31.0 7.8 0.9 4.4 17.8 13.4 15.8 9.5 7.4 4.7 11.1 14.9
Cycle Q Clear(g_c), s 31.0 7.8 0.9 4.4 17.8 13.4 15.8 9.5 7.4 4.7 11.1 14.9
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 483 776 655 83 645 285 253 213 178 446 432 795
V/C Ratio(X) 0.96 0.24 0.03 0.78 0.84 0.66 0.93 0.72 0.66 0.20 0.46 0.81
Avail Cap(c_a), veh/h 483 776 655 147 734 325 253 473 396 446 432 795
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh43.0 22.6 20.6 56.5 47.3 45.6 50.8 51.2 37.4 35.3 39.5 8.5
Incr Delay (d2), s/veh 31.0 0.2 0.0 14.4 7.7 4.0 38.5 18.8 17.4 0.2 3.5 8.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln17.2 3.3 0.3 2.2 8.3 5.4 9.5 5.4 4.1 2.0 5.3 6.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.0 22.8 20.6 70.9 55.1 49.6 89.3 70.0 54.7 35.5 43.0 17.1
LnGrp LOS E C C E E D F E D D D B
Approach Vol, veh/h 672 794 506 929
Approach Delay, s/veh 58.1 55.1 75.5 24.4
Approach LOS E E E C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s35.6 19.1 9.9 55.5 21.4 33.3 38.1 27.2
Change Period (Y+Rc), s 5.3 * 5.3 * 4.2 5.3 * 4.2 5.3 5.3 * 5.3
Max Green Setting (Gmax), s12.6 * 31 * 10 47.8 * 17 26.0 32.8 * 25
Max Q Clear Time (g_c+I1), s6.7 11.5 6.4 9.8 17.8 16.9 33.0 19.8
Green Ext Time (p_c), s 0.1 1.0 0.0 1.0 0.0 2.6 0.0 1.8
Intersection Summary
HCM 6th Ctrl Delay 49.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
10/11/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 152 448 52 34 157 32 44 761 62 56 527 61
Future Volume (veh/h) 152 448 52 34 157 32 44 761 62 56 527 61
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 165 487 57 37 171 35 48 827 67 61 573 66
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %333333333333
Cap, veh/h 192 513 432 52 383 322 128 897 758 77 826 697
Arrive On Green 0.11 0.28 0.28 0.03 0.21 0.21 0.02 0.16 0.16 0.04 0.44 0.44
Sat Flow, veh/h 1767 1856 1564 1767 1856 1561 1767 1856 1568 1767 1856 1567
Grp Volume(v), veh/h 165 487 57 37 171 35 48 827 67 61 573 66
Grp Sat Flow(s),veh/h/ln 1767 1856 1564 1767 1856 1561 1767 1856 1568 1767 1856 1567
Q Serve(g_s), s 11.0 30.9 3.3 2.5 9.7 2.2 3.2 52.7 3.4 4.1 29.8 1.9
Cycle Q Clear(g_c), s 11.0 30.9 3.3 2.5 9.7 2.2 3.2 52.7 3.4 4.1 29.8 1.9
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 192 513 432 52 383 322 128 897 758 77 826 697
V/C Ratio(X) 0.86 0.95 0.13 0.71 0.45 0.11 0.37 0.92 0.09 0.80 0.69 0.09
Avail Cap(c_a), veh/h 224 521 439 74 383 322 131 897 758 77 826 697
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.52 0.52 0.52 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.6 42.6 32.6 57.7 41.6 38.7 55.9 48.2 16.6 56.9 26.7 8.4
Incr Delay (d2), s/veh 24.3 27.1 0.1 16.4 0.8 0.1 0.9 9.7 0.1 42.7 4.8 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.1 17.4 1.2 1.3 4.4 0.8 1.5 28.5 1.6 2.7 13.5 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.8 69.7 32.7 74.1 42.4 38.8 56.8 57.9 16.7 99.6 31.5 8.7
LnGrp LOS E E C E D D E E B F C A
Approach Vol, veh/h 709 243 942 700
Approach Delay, s/veh 68.4 46.7 54.9 35.3
Approach LOS E D D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.4 63.3 8.8 38.5 14.0 58.7 17.2 30.1
Change Period (Y+Rc), s * 4.2 5.3 5.3 * 5.3 5.3 * 5.3 * 4.2 5.3
Max Green Setting (Gmax), s * 5.2 57.1 5.0 * 34 8.9 * 53 * 15 23.5
Max Q Clear Time (g_c+I1), s 6.1 54.7 4.5 32.9 5.2 31.8 13.0 11.7
Green Ext Time (p_c), s 0.0 1.3 0.0 0.3 0.0 3.6 0.1 0.7
Intersection Summary
HCM 6th Ctrl Delay 52.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
10/11/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 118 233 88 89 101 59 102 733 141 117 384 107
Future Volume (veh/h) 118 233 88 89 101 59 102 733 141 117 384 107
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 128 253 96 96 110 63 111 788 152 126 413 116
Peak Hour Factor 0.92 0.92 0.92 0.93 0.92 0.93 0.92 0.93 0.93 0.93 0.93 0.92
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 154 288 244 120 253 214 645 991 840 149 454 384
Arrive On Green 0.09 0.16 0.16 0.02 0.04 0.04 0.36 0.53 0.53 0.17 0.49 0.49
Sat Flow, veh/h 1767 1856 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572
Grp Volume(v), veh/h 128 253 96 96 110 63 111 788 152 126 413 116
Grp Sat Flow(s),veh/h/ln1767 1856 1572 1767 1856 1572 1767 1856 1572 1767 1856 1572
Q Serve(g_s), s 8.6 16.0 3.1 6.5 6.9 4.7 5.1 41.3 6.0 8.3 24.6 4.1
Cycle Q Clear(g_c), s 8.6 16.0 3.1 6.5 6.9 4.7 5.1 41.3 6.0 8.3 24.6 4.1
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 154 288 244 120 253 214 645 991 840 149 454 384
V/C Ratio(X) 0.83 0.88 0.39 0.80 0.44 0.29 0.17 0.80 0.18 0.84 0.91 0.30
Avail Cap(c_a), veh/h 174 342 290 143 309 262 645 991 840 159 835 708
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.87 0.87 0.87 1.00 1.00 1.00 0.78 0.78 0.78
Uniform Delay (d), s/veh53.9 49.6 9.8 57.8 52.8 51.7 25.8 22.7 14.4 49.1 29.5 14.9
Incr Delay (d2), s/veh 25.5 19.8 1.0 20.5 1.0 0.7 0.1 6.6 0.5 25.1 20.8 1.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln4.8 8.8 2.5 3.6 3.4 1.9 2.1 18.2 2.1 4.3 10.0 1.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.4 69.4 10.8 78.3 53.8 52.4 25.9 29.2 14.9 74.2 50.2 16.5
LnGrp LOS E E B E DDCCBEDB
Approach Vol, veh/h 477 269 1051 655
Approach Delay, s/veh 60.3 62.2 26.8 48.9
Approach LOS E E C D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s14.4 69.4 12.4 23.9 49.1 34.6 14.6 21.6
Change Period (Y+Rc), s* 4.2 5.3 * 4.2 5.3 5.3 * 5.3 * 4.2 5.3
Max Green Setting (Gmax), s* 11 58.4 * 9.7 22.1 15.2 * 54 * 12 20.0
Max Q Clear Time (g_c+I1), s10.3 43.3 8.5 18.0 7.1 26.6 10.6 8.9
Green Ext Time (p_c), s 0.0 5.0 0.0 0.6 0.1 2.7 0.0 0.5
Intersection Summary
HCM 6th Ctrl Delay 43.1
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
10/11/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 171 157 298 89 94 66 115 2091 355 144 1460 40
Future Volume (veh/h) 171 157 298 89 94 66 115 2091 355 144 1460 40
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 186 171 324 94 102 69 125 2201 374 152 1537 43
Peak Hour Factor 0.92 0.92 0.92 0.95 0.92 0.95 0.92 0.95 0.95 0.95 0.95 0.92
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 188 411 347 117 336 284 149 2170 671 194 2362 731
Arrive On Green 0.18 0.37 0.37 0.07 0.18 0.18 0.17 0.86 0.86 0.11 0.47 0.47
Sat Flow, veh/h 1767 1856 1566 1767 1856 1565 1767 5066 1567 1767 5066 1567
Grp Volume(v), veh/h 186 171 324 94 102 69 125 2201 374 152 1537 43
Grp Sat Flow(s),veh/h/ln1767 1856 1566 1767 1856 1565 1767 1689 1567 1767 1689 1567
Q Serve(g_s), s 12.6 8.2 23.9 6.3 5.7 3.4 8.2 51.4 5.8 10.1 27.9 1.8
Cycle Q Clear(g_c), s 12.6 8.2 23.9 6.3 5.7 3.4 8.2 51.4 5.8 10.1 27.9 1.8
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 188 411 347 117 336 284 149 2170 671 194 2362 731
V/C Ratio(X) 0.99 0.42 0.93 0.80 0.30 0.24 0.84 1.01 0.56 0.78 0.65 0.06
Avail Cap(c_a), veh/h 188 452 381 141 402 339 177 2170 671 194 2362 731
HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 0.73 0.73 0.73 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh49.2 32.0 36.9 55.2 42.6 23.9 49.1 8.6 3.0 52.0 24.5 17.6
Incr Delay (d2), s/veh 52.2 0.5 23.0 23.5 0.5 0.4 25.4 23.0 3.3 18.8 1.4 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln7.7 3.4 9.5 3.5 2.6 1.7 4.3 7.7 2.1 5.4 10.9 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 101.4 32.5 59.9 78.7 43.1 24.4 74.5 31.6 6.3 70.9 26.0 17.7
LnGrp LOS F C E E D C E F A E C B
Approach Vol, veh/h 681 265 2700 1732
Approach Delay, s/veh 64.4 50.8 30.1 29.7
Approach LOS E D C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s18.9 57.1 12.2 31.9 14.3 61.6 17.0 27.0
Change Period (Y+Rc), s 5.7 * 5.7 * 4.2 5.3 * 4.2 5.7 * 4.2 5.3
Max Green Setting (Gmax), s10.4 * 51 * 9.6 29.2 * 12 49.8 * 13 26.0
Max Q Clear Time (g_c+I1), s12.1 53.4 8.3 25.9 10.2 29.9 14.6 7.7
Green Ext Time (p_c), s 0.0 0.0 0.0 0.7 0.0 10.9 0.0 0.6
Intersection Summary
HCM 6th Ctrl Delay 35.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
10/11/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 4
Intersection
Intersection Delay, s/veh 9.4
Intersection LOS A
Approach WB NB SB
Entry Lanes 1 2 2
Conflicting Circle Lanes 2 2 2
Adj Approach Flow, veh/h 155 1448 1273
Demand Flow Rate, veh/h 159 1491 1311
Vehicles Circulating, veh/h 1385 78 85
Vehicles Exiting, veh/h 184 1318 1459
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 15.0 9.6 8.4
Approach LOS B A A
Lane Left Left Right Left Right
Designated Moves LR LT TR LT TR
Assumed Moves LR LT TR LT TR
RT Channelized
Lane Util 1.000 0.470 0.530 0.470 0.530
Follow-Up Headway, s 2.535 2.667 2.535 2.667 2.535
Critical Headway, s 4.328 4.645 4.328 4.645 4.328
Entry Flow, veh/h 159 701 790 616 695
Cap Entry Lane, veh/h 437 1256 1329 1248 1321
Entry HV Adj Factor 0.975 0.971 0.971 0.971 0.971
Flow Entry, veh/h 155 680 767 598 675
Cap Entry, veh/h 426 1219 1291 1213 1283
V/C Ratio 0.363 0.558 0.594 0.493 0.526
Control Delay, s/veh 15.0 9.4 9.8 8.3 8.5
LOS B A A A A
95th %tile Queue, veh 2 4 4 3 3
10/11/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 110 83 81 87 97 63 78 890 76 46 599 43
Future Volume (veh/h) 110 83 81 87 97 63 78 890 76 46 599 43
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 118 89 87 94 104 68 84 957 82 49 644 46
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 143 200 168 117 156 130 105 799 675 403 2029 145
Arrive On Green 0.08 0.11 0.11 0.07 0.08 0.08 0.12 0.86 0.86 0.23 0.61 0.61
Sat Flow, veh/h 1767 1856 1559 1767 1856 1544 1767 1856 1567 1767 3337 238
Grp Volume(v), veh/h 118 89 87 94 104 68 84 957 82 49 340 350
Grp Sat Flow(s),veh/h/ln1767 1856 1559 1767 1856 1544 1767 1856 1567 1767 1763 1812
Q Serve(g_s), s 7.9 5.4 6.3 6.3 6.5 5.1 5.6 51.7 0.7 2.6 11.2 11.3
Cycle Q Clear(g_c), s 7.9 5.4 6.3 6.3 6.5 5.1 5.6 51.7 0.7 2.6 11.2 11.3
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.13
Lane Grp Cap(c), veh/h 143 200 168 117 156 130 105 799 675 403 1072 1102
V/C Ratio(X) 0.83 0.45 0.52 0.80 0.67 0.52 0.80 1.20 0.12 0.12 0.32 0.32
Avail Cap(c_a), veh/h 144 312 262 141 309 257 183 1024 864 403 1072 1102
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.27 0.27 0.27 1.00 1.00 1.00
Uniform Delay (d), s/veh54.3 50.2 50.6 55.2 53.3 52.7 52.1 8.3 2.7 36.8 11.4 11.4
Incr Delay (d2), s/veh 30.7 1.6 2.5 23.4 4.9 3.3 3.8 92.4 0.1 0.1 0.8 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln4.6 2.5 2.5 3.5 3.2 2.0 2.4 23.9 0.3 1.1 4.2 4.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 85.0 51.7 53.1 78.7 58.2 55.9 55.9 100.7 2.8 36.9 12.2 12.2
LnGrp LOS F D D EEEEFADBB
Approach Vol, veh/h 294 266 1123 739
Approach Delay, s/veh 65.5 64.9 90.2 13.8
Approach LOS E E F B
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s28.8 60.8 12.2 18.2 11.3 78.3 15.0 15.4
Change Period (Y+Rc), s 5.3 * 5.3 * 4.2 5.3 * 4.2 5.3 5.3 * 5.3
Max Green Setting (Gmax), s5.0 * 66 * 9.6 20.2 * 12 58.8 9.8 * 20
Max Q Clear Time (g_c+I1), s4.6 53.7 8.3 8.3 7.6 13.3 9.9 8.5
Green Ext Time (p_c), s 0.0 5.6 0.0 0.5 0.1 4.2 0.0 0.5
Intersection Summary
HCM 6th Ctrl Delay 61.1
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
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JLB Traffic Engineering, Inc.Page 6
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 103 0 0 2 55 2490 0 2 1812 110
Future Vol, veh/h 0 0 103 0 0 2 55 2490 0 2 1812 110
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - 0 150 - - 150 - 250
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 3 33333333333
Mvmt Flow 0 0 112 0 0 2 60 2707 0 2 1970 120
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 985 - - 1354 2090 0 0 2707 0 0
Stage 1 ------------
Stage 2 ------------
Critical Hdwy - - 7.16 - - 7.16 5.36 - - 5.36 - -
Critical Hdwy Stg 1 ------------
Critical Hdwy Stg 2 ------------
Follow-up Hdwy - - 3.93 - - 3.93 3.13 - - 3.13 - -
Pot Cap-1 Maneuver 0 0 211 0 0 119 111 - - 53 - -
Stage 1 0 0 - 0 0 -------
Stage 2 0 0 - 0 0 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 211 - - 119 111 - - 53 - -
Mov Cap-2 Maneuver ------------
Stage 1 ------------
Stage 2 ------------
Approach EB WB NB SB
HCM Control Delay, s 39.9 35.8 1.5 0.1
HCM LOS E E
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 111 - - 211 119 53 - -
HCM Lane V/C Ratio 0.539 - - 0.531 0.018 0.041 - -
HCM Control Delay (s) 70.1 - - 39.9 35.8 75.8 - -
HCM Lane LOS F - - E E F - -
HCM 95th %tile Q(veh) 2.5 - - 2.8 0.1 0.1 - -
10/11/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 358 382 43 106 302 35 26 680 163 61 465 269
Future Volume (veh/h) 358 382 43 106 302 35 26 680 163 61 465 269
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 389 415 47 115 328 38 28 739 177 66 505 292
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %333333333333
Cap, veh/h 460 512 58 393 430 190 45 753 637 78 805 1090
Arrive On Green 0.26 0.16 0.16 0.07 0.04 0.04 0.03 0.41 0.41 0.09 0.87 0.87
Sat Flow, veh/h 1767 3190 359 1767 3526 1553 1767 1856 1569 1767 1856 1569
Grp Volume(v), veh/h 389 228 234 115 328 38 28 739 177 66 505 292
Grp Sat Flow(s),veh/h/ln 1767 1763 1787 1767 1763 1553 1767 1856 1569 1767 1856 1569
Q Serve(g_s), s 25.0 15.0 15.2 7.4 11.1 2.8 1.9 47.2 9.1 4.4 9.5 0.5
Cycle Q Clear(g_c), s 25.0 15.0 15.2 7.4 11.1 2.8 1.9 47.2 9.1 4.4 9.5 0.5
Prop In Lane 1.00 0.20 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 460 283 287 393 430 190 45 753 637 78 805 1090
V/C Ratio(X) 0.85 0.81 0.82 0.29 0.76 0.20 0.63 0.98 0.28 0.85 0.63 0.27
Avail Cap(c_a), veh/h 460 463 469 393 593 261 91 753 637 78 805 1090
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 0.93 0.93 0.93
Uniform Delay (d), s/veh 42.1 48.6 48.7 46.7 55.9 51.9 57.9 35.2 23.9 54.3 5.1 0.5
Incr Delay (d2), s/veh 13.5 21.4 22.0 0.4 11.3 2.2 13.5 28.1 0.2 51.2 1.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 12.2 8.1 8.3 3.4 5.8 1.2 1.0 25.8 3.3 3.0 2.2 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.6 70.0 70.6 47.1 67.1 54.1 71.4 63.3 24.1 105.5 6.6 0.6
LnGrp LOS E E E D E D E E C F A A
Approach Vol, veh/h 851 481 944 863
Approach Delay, s/veh 63.6 61.3 56.2 12.1
Approach LOS EEEB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.6 54.0 30.9 24.5 7.2 57.4 35.5 19.9
Change Period (Y+Rc), s 5.3 * 5.3 4.2 * 5.3 * 4.2 5.3 4.2 * 5.3
Max Green Setting (Gmax), s 5.3 * 49 15.5 * 32 * 6.2 47.8 26.8 * 20
Max Q Clear Time (g_c+I1), s 6.4 49.2 9.4 17.2 3.9 11.5 27.0 13.1
Green Ext Time (p_c), s 0.0 0.0 0.1 2.1 0.0 4.2 0.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 46.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
10/11/2018
Mitigated Synchro 10 Report
JLB Traffic Engineering, Inc.Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 391 114 81 120 90 47 46 2121 114 37 1597 268
Future Volume (veh/h) 391 114 81 120 90 47 46 2121 114 37 1597 268
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 412 120 85 126 95 49 48 2233 120 39 1681 282
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 350 381 321 153 157 131 289 2632 815 54 1911 592
Arrive On Green 0.33 0.34 0.34 0.09 0.08 0.08 0.16 0.52 0.52 0.01 0.12 0.12
Sat Flow, veh/h 1767 1856 1566 1767 1856 1556 1767 5066 1568 1767 5066 1569
Grp Volume(v), veh/h 412 120 85 126 95 49 48 2233 120 39 1681 282
Grp Sat Flow(s),veh/h/ln1767 1856 1566 1767 1856 1556 1767 1689 1568 1767 1689 1569
Q Serve(g_s), s 23.8 5.7 3.2 8.4 5.9 3.1 2.8 45.5 4.8 2.6 39.2 20.1
Cycle Q Clear(g_c), s 23.8 5.7 3.2 8.4 5.9 3.1 2.8 45.5 4.8 2.6 39.2 20.1
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 350 381 321 153 157 131 289 2632 815 54 1911 592
V/C Ratio(X) 1.18 0.32 0.26 0.82 0.61 0.37 0.17 0.85 0.15 0.73 0.88 0.48
Avail Cap(c_a), veh/h 350 520 438 239 402 337 289 2632 815 74 1950 604
HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33
Upstream Filter(I) 0.74 0.74 0.74 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh40.1 33.2 15.4 53.9 53.0 40.3 43.2 24.8 15.0 58.9 49.8 41.5
Incr Delay (d2), s/veh 99.2 0.3 0.3 12.4 3.8 1.8 0.3 3.6 0.4 20.3 6.2 2.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln18.2 2.4 1.7 4.2 2.9 1.4 1.2 17.4 1.7 1.5 18.7 8.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 139.4 33.6 15.7 66.3 56.8 42.0 43.4 28.4 15.4 79.2 56.0 44.2
LnGrp LOS F C B E E D D C B E E D
Approach Vol, veh/h 617 270 2401 2002
Approach Delay, s/veh 101.7 58.5 28.1 54.8
Approach LOS F E C D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.8 67.6 14.6 29.9 24.9 50.6 29.1 15.4
Change Period (Y+Rc), s* 4.2 5.3 * 4.2 5.3 5.3 * 5.3 5.3 * 5.3
Max Green Setting (Gmax), s* 5 46.2 * 16 33.6 5.0 * 46 23.8 * 26
Max Q Clear Time (g_c+I1), s4.6 47.5 10.4 7.7 4.8 41.2 25.8 7.9
Green Ext Time (p_c), s 0.0 0.0 0.1 0.8 0.0 4.1 0.0 0.5
Intersection Summary
HCM 6th Ctrl Delay 48.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
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JLB Traffic Engineering, Inc.Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 296 475 132 90 237 148 96 337 144 139 292 186
Future Volume (veh/h) 296 475 132 90 237 148 96 337 144 139 292 186
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 305 490 136 93 244 153 99 347 148 143 301 192
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 335 540 455 116 589 261 502 721 609 170 355 598
Arrive On Green 0.19 0.29 0.29 0.07 0.17 0.17 0.28 0.39 0.39 0.10 0.19 0.19
Sat Flow, veh/h 1767 1856 1564 1767 3526 1558 1767 1856 1566 1767 1856 1565
Grp Volume(v), veh/h 305 490 136 93 244 153 99 347 148 143 301 192
Grp Sat Flow(s),veh/h/ln1767 1856 1564 1767 1763 1558 1767 1856 1566 1767 1856 1565
Q Serve(g_s), s 20.3 30.5 3.8 6.2 7.4 10.9 5.1 16.9 7.7 9.5 18.8 3.5
Cycle Q Clear(g_c), s 20.3 30.5 3.8 6.2 7.4 10.9 5.1 16.9 7.7 9.5 18.8 3.5
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 335 540 455 116 589 261 502 721 609 170 355 598
V/C Ratio(X) 0.91 0.91 0.30 0.80 0.41 0.59 0.20 0.48 0.24 0.84 0.85 0.32
Avail Cap(c_a), veh/h 424 665 561 159 734 325 502 721 609 218 563 773
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh47.6 41.0 7.4 55.3 44.7 46.1 32.6 27.6 24.8 53.3 46.8 10.4
Incr Delay (d2), s/veh 20.2 14.2 0.4 18.0 0.5 2.1 0.2 2.3 0.9 20.1 21.4 1.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln10.5 15.5 2.9 3.3 3.2 4.3 2.2 7.6 2.9 5.1 10.5 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.8 55.2 7.8 73.3 45.2 48.2 32.8 29.9 25.7 73.5 68.2 11.8
LnGrp LOS E E A E DDCCCEEB
Approach Vol, veh/h 931 490 594 636
Approach Delay, s/veh 52.4 51.5 29.3 52.4
Approach LOS DDCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s15.7 51.9 12.1 40.2 39.4 28.3 27.0 25.4
Change Period (Y+Rc), s* 4.2 5.3 * 4.2 5.3 5.3 * 5.3 * 4.2 5.3
Max Green Setting (Gmax), s* 15 32.4 * 11 43.0 10.8 * 36 * 29 25.0
Max Q Clear Time (g_c+I1), s11.5 18.9 8.2 32.5 7.1 20.8 22.3 12.9
Green Ext Time (p_c), s 0.1 2.0 0.0 2.4 0.1 2.0 0.5 1.5
Intersection Summary
HCM 6th Ctrl Delay 47.1
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
10/11/2018
Mitigated SimTraffic Report
JLB Traffic Engineering, Inc.Page 1
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T R L T R L T R L T R
Maximum Queue (ft) 155 201 153 370 610 370 369 420 43 370 1792 220
Average Queue (ft) 57 63 41 135 299 39 82 81 4 100 1089 173
95th Queue (ft) 119 129 98 303 476 186 211 231 19 303 1735 300
Link Distance (ft) 2314 2574 2579 1760
Upstream Blk Time (%)2
Queuing Penalty (veh)0
Storage Bay Dist (ft) 250 250 250 250 250 250 250 100
Storage Blk Time (%) 24 1 1 42 1
Queuing Penalty (veh) 41 2 1 95 6
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T R L T R L T R L T R
Maximum Queue (ft) 26 196 66 369 1113 370 85 404 43 110 580 370
Average Queue (ft) 9 70 18 153 676 133 28 104 13 52 262 16
95th Queue (ft) 26 146 47 426 1050 410 68 255 38 97 487 125
Link Distance (ft) 2403 2534 693 2579
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250 250 250 250 250
Storage Blk Time (%) 71 1 6
Queuing Penalty (veh) 77 1 6
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Movement EB EB EB WB WB WB NB NB NB NB NB SB
Directions Served L T R L T R L T T T R L
Maximum Queue (ft) 176 190 84 257 262 109 201 334 371 373 365 370
Average Queue (ft) 83 50 29 126 133 42 135 132 145 136 64 166
95th Queue (ft) 155 113 62 235 226 88 221 268 291 296 188 297
Link Distance (ft) 2534 2255 1256 1256 1256
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250 250 250 250
Storage Blk Time (%) 1 0 3 3 0
Queuing Penalty (veh) 3 1 4 10 1
Movement SB SB SB SB
Directions Served T T T R
Maximum Queue (ft) 442 510 527 370
Average Queue (ft) 289 327 340 108
95th Queue (ft) 409 461 470 327
Link Distance (ft) 2562 2562 2562
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250
Storage Blk Time (%) 12 22
Queuing Penalty (veh) 24 31
Movement WB NB NB SB SB
Directions Served LR T TR LT T
Maximum Queue (ft) 162 102 46 56 48
Average Queue (ft) 61 33 2 34 2
95th Queue (ft) 118 79 15 65 16
Link Distance (ft) 2456 1166 1166 3936 3936
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
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JLB Traffic Engineering, Inc.Page 3
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T R L T R L T R L T TR
Maximum Queue (ft) 131 181 51 209 131 86 270 581 42 112 250 231
Average Queue (ft) 44 46 18 87 63 21 70 288 7 35 110 98
95th Queue (ft) 95 110 42 171 115 53 188 508 29 73 212 198
Link Distance (ft) 2456 2527 1230 516 516
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 100 250 250 170 250 250
Storage Blk Time (%) 2 22 0
Queuing Penalty (veh) 1 19 0
Movement EB WB NB SB SB
Directions Served R R L T R
Maximum Queue (ft) 172 31 52 1225 22
Average Queue (ft) 39 5 19 41 1
95th Queue (ft) 93 22 48 404 7
Link Distance (ft) 2527 619 1256
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 250
Storage Blk Time (%)
Queuing Penalty (veh)
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JLB Traffic Engineering, Inc.Page 4
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L T TR L T T R L T R L T
Maximum Queue (ft) 172 132 103 229 316 272 131 160 546 370 139 539
Average Queue (ft) 100 77 47 157 137 119 40 72 174 52 39 227
95th Queue (ft) 152 127 94 237 243 184 89 136 347 152 87 398
Link Distance (ft) 1211 1211 2513 2513 1317 1230
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 130 250 250 250 250
Storage Blk Time (%) 2 0 22 9 0 6 10
Queuing Penalty (veh) 1 0 47 21 0 14 4
Movement SB
Directions Served R
Maximum Queue (ft) 275
Average Queue (ft) 88
95th Queue (ft) 191
Link Distance (ft) 1230
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
10/11/2018
Mitigated SimTraffic Report
JLB Traffic Engineering, Inc.Page 5
Movement EB EB EB WB WB WB NB NB NB NB NB SB
Directions Served L T R L T R L T T T R L
Maximum Queue (ft) 324 177 63 240 217 55 250 338 308 264 45 118
Average Queue (ft) 164 60 21 145 123 15 73 219 188 145 13 57
95th Queue (ft) 274 128 53 222 197 38 138 325 287 252 34 106
Link Distance (ft) 2513 2513 2270 1381 1381 1381
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250 250 250
Storage Blk Time (%) 3 0 0 5 1
Queuing Penalty (veh) 3 0 0 3 0
Movement SB SB SB SB
Directions Served T T T R
Maximum Queue (ft) 339 271 256 180
Average Queue (ft) 95 108 106 71
95th Queue (ft) 206 207 205 134
Link Distance (ft) 1279 1279 1279
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 1
10/11/2018
Mitigated SimTraffic Report
JLB Traffic Engineering, Inc.Page 6
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L T R L T T R L T R L T
Maximum Queue (ft) 370 534 17 198 252 234 118 376 186 198 166 196
Average Queue (ft) 265 155 4 69 157 149 48 183 89 34 63 92
95th Queue (ft) 378 389 15 146 241 239 95 316 161 91 121 158
Link Distance (ft) 2555 2555 2617 2617 1942 575
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 300 130 250
Storage Blk Time (%) 16 0 0 0 4 6
Queuing Penalty (veh) 28 1 0 0 9 18
Movement SB
Directions Served R
Maximum Queue (ft) 372
Average Queue (ft) 182
95th Queue (ft) 306
Link Distance (ft) 575
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network wide Queuing Penalty: 475
10/11/2018
Mitigated SimTraffic Report
JLB Traffic Engineering, Inc.Page 1
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T R L T R L T R L T R
Maximum Queue (ft) 370 571 370 69 231 63 369 465 370 369 433 220
Average Queue (ft) 141 316 42 24 100 14 71 258 74 54 239 46
95th Queue (ft) 283 482 189 58 181 37 213 462 290 158 368 175
Link Distance (ft) 2314 2574 2579 1760
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250 250 250 250 100
Storage Blk Time (%) 25 0 10 26
Queuing Penalty (veh) 50 0 10 31
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T R L T R L T R L T R
Maximum Queue (ft) 217 298 66 178 221 62 184 414 370 199 373 370
Average Queue (ft) 95 185 23 83 62 20 71 202 44 85 160 31
95th Queue (ft) 168 282 50 155 155 50 155 346 191 149 320 139
Link Distance (ft) 2403 2534 693 2579
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250 250 250 250 250
Storage Blk Time (%) 4 4 4
Queuing Penalty (veh) 8 10 9
10/11/2018
Mitigated SimTraffic Report
JLB Traffic Engineering, Inc.Page 2
Movement EB EB EB WB WB WB NB NB NB NB NB SB
Directions Served L T R L T R L T T T R L
Maximum Queue (ft) 329 362 302 176 115 81 179 240 295 312 190 297
Average Queue (ft) 145 95 98 64 51 27 79 147 164 168 70 123
95th Queue (ft) 253 210 205 126 99 61 146 230 255 264 137 230
Link Distance (ft) 2534 2255 1256 1256 1256
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250 250 250 250
Storage Blk Time (%) 3 0 1 0 1 3
Queuing Penalty (veh) 13 0 3 0 4 13
Movement SB SB SB SB
Directions Served T T T R
Maximum Queue (ft) 306 283 282 44
Average Queue (ft) 199 206 209 11
95th Queue (ft) 262 263 270 29
Link Distance (ft) 2562 2562 2562
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250
Storage Blk Time (%) 1 1
Queuing Penalty (veh) 1 0
Movement WB NB NB SB
Directions Served LR T TR LT
Maximum Queue (ft) 205 157 151 97
Average Queue (ft) 85 72 18 41
95th Queue (ft) 161 130 90 81
Link Distance (ft) 2456 1166 1166 3936
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
10/11/2018
Mitigated SimTraffic Report
JLB Traffic Engineering, Inc.Page 3
Movement EB EB EB WB WB WB NB NB NB SB SB SB
Directions Served L T R L T R L T R L T TR
Maximum Queue (ft) 158 178 63 183 193 108 269 550 370 131 292 229
Average Queue (ft) 87 81 31 97 82 26 65 288 36 39 98 76
95th Queue (ft) 149 137 53 170 153 65 139 493 185 83 212 173
Link Distance (ft) 2456 2527 1230 516 516
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 100 250 250 170 250 250
Storage Blk Time (%) 6 16 0
Queuing Penalty (veh) 12 24 0
Movement EB WB NB NB NB SB SB
Directions Served R R L T T L R
Maximum Queue (ft) 104 31 92 1222 1224 26 22
Average Queue (ft) 36 4 30 41 41 1 1
95th Queue (ft) 84 21 71 403 403 9 10
Link Distance (ft) 2527 619 1279 1279
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150 250
Storage Blk Time (%)
Queuing Penalty (veh)
10/11/2018
Mitigated SimTraffic Report
JLB Traffic Engineering, Inc.Page 4
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L T TR L T T R L T R L T
Maximum Queue (ft) 225 704 703 111 133 154 120 370 674 370 369 448
Average Queue (ft) 213 367 233 67 89 102 20 37 393 172 52 178
95th Queue (ft) 253 601 498 109 128 151 64 187 619 439 158 357
Link Distance (ft) 1211 1211 2513 2513 1317 1230
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 130 250 250 250 250
Storage Blk Time (%) 41 11 0 2 28 6
Queuing Penalty (veh) 79 38 0 2 53 4
Movement SB
Directions Served R
Maximum Queue (ft) 88
Average Queue (ft) 32
95th Queue (ft) 77
Link Distance (ft) 1230
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
10/11/2018
Mitigated SimTraffic Report
JLB Traffic Engineering, Inc.Page 5
Movement EB EB EB WB WB WB NB NB NB NB NB SB
Directions Served L T R L T R L T T T R L
Maximum Queue (ft) 370 896 103 174 160 42 369 440 424 399 91 97
Average Queue (ft) 300 251 22 89 69 13 79 298 273 255 23 35
95th Queue (ft) 421 663 65 142 126 31 244 406 374 364 58 77
Link Distance (ft) 2513 2513 2270 1381 1381 1381
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 250 250 250
Storage Blk Time (%) 43 0 13 7
Queuing Penalty (veh) 49 0 6 8
Movement SB SB SB SB
Directions Served T T T R
Maximum Queue (ft) 328 292 306 68
Average Queue (ft) 124 151 152 36
95th Queue (ft) 227 245 248 68
Link Distance (ft) 1279 1279 1279
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250
Storage Blk Time (%) 1 2
Queuing Penalty (veh) 0 4
10/11/2018
Mitigated SimTraffic Report
JLB Traffic Engineering, Inc.Page 6
Movement EB EB EB WB WB WB WB NB NB NB SB SB
Directions Served L T R L T T R L T R L T
Maximum Queue (ft) 370 609 64 199 133 131 105 160 307 205 245 303
Average Queue (ft) 251 306 24 80 74 63 39 82 184 89 106 133
95th Queue (ft) 378 490 49 153 122 124 78 136 303 210 201 260
Link Distance (ft) 2555 2555 2617 2617 1942 575
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 250 300 130 250
Storage Blk Time (%) 8 15 23 0 0 2
Queuing Penalty (veh) 37 45 54 0 1 3
Movement SB
Directions Served R
Maximum Queue (ft) 90
Average Queue (ft) 29
95th Queue (ft) 66
Link Distance (ft) 575
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network wide Queuing Penalty: 572
http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710 Page | I
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Appendix I: Signal Warrants
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570 - 8991
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570 - 8991
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570 - 8991
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570 - 8991
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570 - 8991
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570 - 8991
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570 - 8991
1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710
(559) 570 - 8991
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions
1. Armstrong Avenue / Clinton Avenue
1 Lane
&
1 Lane
2 or More
Lanes &
1 Lane
2 or More
Lanes & 2
or More
Lanes
7:00 AM
Volume
3:00 PM
Volume
4:00 PM
Volume
5:00 PM
Volume
Major Street
(Total of Both Approaches) ☒ ☐ ☐
746 444 478 532
Minor Street
(Higher Volume Approach) 175 128 153 161
Satisfied: ☐ Yes ☒ No
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions
3. Temperance Avenue / McKinley Avenue
1 Lane
&
1 Lane
2 or More
Lanes &
1 Lane
2 or More
Lanes & 2
or More
Lanes
7:00 AM
Volume
3:00 PM
Volume
4:00 PM
Volume
5:00 PM
Volume
Major Street
(Total of Both Approaches) ☒ ☐ ☐
934 787 890 911
Minor Street
(Higher Volume Approach) 98 118 80 70
Satisfied: ☒ Yes ☐ No
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions
4. Fowler Avenue / Floradora Avenue
1 Lane
&
1 Lane
2 or More
Lanes &
1 Lane
2 or More
Lanes & 2
or More
Lanes
2:00 PM
Volume
3:00 PM
Volume
4:00 PM
Volume
5:00 PM
Volume
Major Street
(Total of Both Approaches) ☒ ☐ ☐
861 913 900 902
Minor Street
(Higher Volume Approach) 7 5 4 4
Satisfied: ☐ Yes ☒ No
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions
5. Armstrong Avenue / Floradora Avenue
1 Lane
&
1 Lane
2 or More
Lanes &
1 Lane
2 or More
Lanes & 2
or More
Lanes
7:00 AM
Volume
8:00 AM
Volume
4:00 PM
Volume
5:00 PM
Volume
Major Street
(Total of Both Approaches) ☒ ☐ ☐
755 456 536 572
Minor Street
(Higher Volume Approach) 29 9 11 8
Satisfied: ☐ Yes ☒ No
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions
6. Temperance Avenue / Floradora Avenue
1 Lane
&
1 Lane
2 or More
Lanes &
1 Lane
2 or More
Lanes & 2
or More
Lanes
7:00 AM
Volume
3:00 PM
Volume
4:00 PM
Volume
5:00 PM
Volume
Major Street
(Total of Both Approaches) ☒ ☐ ☐
954 829 876 910
Minor Street
(Higher Volume Approach) 6 15 13 10
Satisfied: ☐ Yes ☒ No
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions
7. Armstrong Avenue / Olive Avenue
1 Lane
&
1 Lane
2 or More
Lanes &
1 Lane
2 or More
Lanes & 2
or More
Lanes
7:00 AM
Volume
8:00 AM
Volume
4:00 PM
Volume
5:00 PM
Volume
Major Street
(Total of Both Approaches) ☒ ☐ ☐
1025 479 438 485
Minor Street
(Higher Volume Approach) 304 186 253 316
Satisfied: ☒ Yes ☐ No
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions
8. Temperance Avenue / Olive Avenue
1 Lane
&
1 Lane
2 or More
Lanes &
1 Lane
2 or More
Lanes & 2
or More
Lanes
7:00 AM
Volume
3:00 PM
Volume
4:00 PM
Volume
5:00 PM
Volume
Major Street
(Total of Both Approaches) ☒ ☐ ☐
908 759 832 878
Minor Street
(Higher Volume Approach) 320 205 182 211
Satisfied: ☒ Yes ☐ No
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 2: Four-Hour Vehicular Volume (Rural)
Existing Traffic Conditions
9. Belmont Avenue / Armstrong Avenue
1 Lane
&
1 Lane
2 or More
Lanes &
1 Lane
2 or More
Lanes & 2
or More
Lanes
7:00 AM
Volume
3:00 PM
Volume
4:00 PM
Volume
5:00 PM
Volume
Major Street
(Total of Both Approaches) ☒ ☐ ☐
544 533 523 609
Minor Street
(Higher Volume Approach) 279 174 114 128
Satisfied: ☒ Yes ☐ No
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions
1. Armstrong Ave / Clinton Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals
November 7, 2014
Clinton Ave
Highest
Approach
Volume =
205 (187) VPH
Armstrong Ave Total of Both Approaches =
752 (540) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions
3. Temperance Ave / McKinley Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals
November 7, 2014
McKinley Ave
Highest
Approach
Volume =
76 (44) VPH
Temperance Ave Total of Both Approaches =
981 (950) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions
4. Fowler Ave / Floradora Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals
November 7, 2014
Floradora Ave
Highest
Approach
Volume =
14 (15) VPH
Fowler Ave Total of Both Approaches =
843 (972) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions
5. Armstrong Ave / Floradora Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals
November 7, 2014
Floradora Ave
Highest
Approach
Volume =
60 (18) VPH
Armstrong Ave Total of Both Approaches =
849 (697) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions
6. Temperance Ave / Floradora Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Floradora Ave
Highest
Approach
Volume =
25 (17) VPH
Temperance Ave Total of Both Approaches =
1064 (979) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions
7. Armstrong Ave / Olive Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals
November 7, 2014
Olive Ave
Highest
Approach
Volume =
341 (321) VPH
Armstrong Ave Total of Both Approaches =
940 (595) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions
8. Temperance Ave / Olive Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals
November 7, 2014
Olive Ave
Highest
Approach
Volume =
332 (190) VPH
Temperance Ave Total of Both Approaches =
934 (944) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing plus Project Traffic Conditions
9. Armstrong Ave / Belmont Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies Part 4: Highway Traffic Signals
November 7, 2014
Armstrong
Ave
Highest
Approach
Volume =
204 (91) VPH
Belmont Ave Total of Both Approaches =
568 (625) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions
3. Temperance Ave / McKinley Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
McKinley Ave
Highest
Approach
Volume =
79 (53) VPH
Temperance Ave Total of Both Approaches =
1158 (1187) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions
4. Fowler Ave / Floradora Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Floradora Ave
Highest
Approach
Volume =
18 (24) VPH
Fowler Ave Total of Both Approaches =
1480 (1765) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions
5. Armstrong Ave / Floradora Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Floradora Ave
Highest
Approach
Volume =
60 (18) VPH
Armstrong Ave Total of Both Approaches =
987 (905) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions
6. Temperance Ave / Floradora Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Not Met
PM Peak Hour – Signal Warrant is Not Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Floradora Ave
Highest
Approach
Volume =
25 (17) VPH
Temperance Ave Total of Both Approaches =
1224 (1205) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions
7. Armstrong Ave / Olive Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Olive Ave
Highest
Approach
Volume =
360 (422) VPH
Armstrong Ave Total of Both Approaches =
1060 (740) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions
8. Temperance Ave / Olive Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Olive Ave
Highest
Approach
Volume =
342 (238) VPH
Temperance Ave Total of Both Approaches =
1076 (1112) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Near Term plus Project Traffic Conditions
9. Armstrong Ave / Belmont Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Armstrong
Ave
Highest
Approach
Volume =
218 (128) VPH
Belmont Ave Total of Both Approaches =
609 (707) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 Plus Project Traffic Conditions
2. McKinley Ave / Armstrong Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
McKinley Ave
Highest
Approach
Volume =
509 (394) VPH
Armstrong Ave Total of Both Approaches =
1646 (1554) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 Plus Project Traffic Conditions
3. Temperance Ave / McKinley Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
McKinley Ave
Highest
Approach
Volume =
410 (402) VPH
Temperance Ave Total of Both Approaches =
4206 (4208) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 Plus Project Traffic Conditions
4. Fowler Ave / Floradora Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Floradora Ave
Highest
Approach
Volume =
157 (113) VPH
Fowler Ave Total of Both Approaches =
1910 (2585) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 Plus Project Traffic Conditions
5. Armstrong Ave / Floradora Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Floradora Ave
Highest
Approach
Volume =
224 (235) VPH
Armstrong Ave Total of Both Approaches =
1857 (1732) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 Plus Project Traffic Conditions
6. Temperance Ave / Floradora Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Floradora Ave
Highest
Approach
Volume =
121 (118) VPH
Temperance Ave Total of Both Approaches =
4110 (4468) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 Plus Project Traffic Conditions
7. Armstrong Ave / Olive Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Olive Ave
Highest
Approach
Volume =
719 (762) VPH
Armstrong Ave Total of Both Approaches =
1933 (1664) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 Plus Project Traffic Conditions
8. Temperance Ave / Olive Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Olive Ave
Highest
Approach
Volume =
411 (546) VPH
Temperance Ave Total of Both Approaches =
3851 (4183) VPH
1300 E. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93710
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Year 2035 Plus Project Traffic Conditions
9. Armstrong Ave / Belmont Ave
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition)
Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Armstrong
Ave
Highest
Approach
Volume =
560 (524) VPH
Belmont Ave Total of Both Approaches =
1349 (1378) VPH
http://www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103
Fresno, CA 93710 Page | J
Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991
Appendix J: Collision History
01/01/2013 thru 12/31/2013
Report Run On: 08/25/2018
Total Count: 1466
Include State Highways cases
Jurisdiction(s): ALL
Primary Rd FOWLER AV Distance (ft)1000 Direction S Secondary Rd ELKHORN AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist Beat 040 Type 3 CalTrans Badge 17579 Collision Date 20130519 Time 2500 Day SUN
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20140905
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 998 -IMP UNK IMP UNK RAN OFF RD S A 0700 CHEVR 2002 -3 N ---
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FOWLER AV Distance (ft)0 Direction Secondary Rd OLIVE AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist Beat 030 Type 3 CalTrans Badge 017686 Collision Date 20131014 Time 1620 Day MON
Primary Collision Factor R-O-W AUTO Violation 21800C Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20141120
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 998 M W IMP UNK IMP UNK PROC ST S A 0100 FORD -3 N -B -
2 DRVR 33 F W HNBD PROC ST E A 0100 HONDA 2012 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FRESNO ST Distance (ft)0 Direction Secondary Rd E ST NCIC 1005 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist SW275 Beat 00G Type 0 CalTrans Badge P1409 Collision Date 20130225 Time 1949 Day MON
Primary Collision Factor DRVR ALC|DRG Violation 23153A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away?N Process Date 20150105
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - ST Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 49 M H HBD-UI PROC ST E A 0700 TOYOT 2002 -3 A 21453 -P G
2 DRVR 24 F A HNBD PROC ST S A 0100 TOYOT 1998 -3 N -L G DRVR COMP PN 24 F 1 0 --
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FRESNO ST Distance (ft)0 Direction Secondary Rd MERCED NCIC 1005 State Hwy?Y Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist SQ285 Beat 00G Type 0 CalTrans Badge P1131 Collision Date 20130325 Time 1011 Day MON
Primary Collision Factor WRONG SIDE Violation 216501 Collision Type REAR END Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20150106
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 55 M H HNBD PROC ST N O 0500 SUZUK 2006 -3 --M G DRVR COMP PN 55 M 1 1 --
2 DRVR 59 F B HNBD LFT TURN N A 0100 BUICK 1986 -3 --P G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FRESNO ST Distance (ft)0 Direction Secondary Rd N ST NCIC 1005 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist SW265 Beat 00F Type 0 CalTrans Badge P1578 Collision Date 20130108 Time 0530 Day TUE
Primary Collision Factor R-O-W PED Violation 21950A Collision Type AUTO/PED Severity INJURY #Killed 0 #Injured 1 Tow Away?N Process Date 20150106
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithPED Lighting DARK - ST Ped Action X-WLK AT Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 51 F W HNBD LFT TURN N A 0700 DODGE 2003 -3 N -M G
2 PED 56 F W HNBD PROC ST S N 6000 --3 N ---PED COMP PN 56 F 9 3 --
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 26 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2013 thru 12/31/2013
Report Run On: 08/24/2018
Total Count: 5386
Include State Highways cases
County: Fresno
Primary Rd FOWLER AV Distance (ft)12 Direction N Secondary Rd MOUNTAIN VIEW NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 040 Type 3 CalTrans Badge 15966 Collision Date 20130910 Time 1512 Day TUE
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20141029
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 41 M W HNBD LFT TURN E G 2531 FREIG 2009 -3 N -M G
2 DRVR 32 F H HNBD SLOWING S A 0100 FORD 2008 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FOWLER AV Distance (ft)298 Direction S Secondary Rd NEES AV NCIC 1001 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Clovis County Fresno Population 5 Rpt Dist CL Beat 007 Type 0 CalTrans Badge 5463 Collision Date 20131120 Time 2304 Day WED
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20141205
Weather1 CLOUDY Weather2 Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 19 F HNBD PROC ST S A 0100 MERCE 2010 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FOWLER AV Distance (ft)700 Direction S Secondary Rd OLIVE AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 014547 Collision Date 20130816 Time 0545 Day FRI
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20141015
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 33 M A HNBD UNS TURN S D 2200 TOYOT 1989 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FOWLER AV Distance (ft)0 Direction Secondary Rd OLIVE AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist Beat 030 Type 3 CalTrans Badge 017686 Collision Date 20131014 Time 1620 Day MON
Primary Collision Factor R-O-W AUTO Violation 21800C Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20141120
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 998 M W IMP UNK IMP UNK PROC ST S A 0100 FORD -3 N -B -
2 DRVR 33 F W HNBD PROC ST E A 0100 HONDA 2012 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FOWLER AV Distance (ft)15 Direction S Secondary Rd PARLIER AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 015 Type 3 CalTrans Badge 014915 Collision Date 20131008 Time 0933 Day TUE
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20140418
Weather1 CLOUDY Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 34 M W HNBD PROC ST N D 2200 CHEVR 2008 -3 N -P G
2 DRVR 21 M H HNBD RGT TURN N D 2200 CHEVR 1997 -3 N -P G DRVR OTH VIS 21 M 1 0 P G
PASS 77 F 3 0 P G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 266 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2013 thru 12/31/2013
Report Run On: 08/24/2018
Total Count: 5386
Include State Highways cases
County: Fresno
Primary Rd OAK ST Distance (ft)281 Direction E Secondary Rd FAIRBANKS NCIC 1013 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Sanger County Fresno Population 3 Rpt Dist 1013 Beat 001 Type 0 CalTrans Badge MSIMS Collision Date 20130324 Time 0329 Day SUN
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20140808
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - ST Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 36 F H HNBD PROC ST E A 0100 PONTI 2006 -3 --L G
2 PRKD 998 -PARKED E A 0100 NISSA 2003 --N ---
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd OAKLAND AV Distance (ft)0 Direction Secondary Rd RT 269 NCIC 9495 State Hwy?Y Route 269 Postmile Prefix -Postmile 18.76 Side of Hwy S
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 054 Type 3 CalTrans 6 Badge 018253 Collision Date 20130903 Time 2134 Day TUE
Primary Collision Factor R-O-W AUTO Violation 21803B Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20140403
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - NO Ped Action Cntrl Dev FNCTNG Loc Type I Ramp/Int 5
1F DRVR 25 M W HNBD PROC ST E A 0100 VOLKS 2006 -3 J -L G
2 DRVR 37 M W HNBD PROC ST S D 2200 CHEVR 2007 -3 N -M G DRVR COMP PN 37 M 1 0 M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd OLIVE AV Distance (ft)103 Direction E Secondary Rd ADLER AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 18934 Collision Date 20131212 Time 1840 Day THU
Primary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20141222
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithPKD MV Lighting DARK - ST Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 38 M H HBD-UI UNS TURN E D 2200 TOYOT 1978 -3 N -P G
2 PRKD 998 -PARKED E D 2200 CHEVR 2005 --N ---
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd OLIVE AV Distance (ft)0 Direction Secondary Rd ARMSTRONG AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 18914 Collision Date 20130617 Time 1745 Day MON
Primary Collision Factor R-O-W AUTO Violation 21802B Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20140915
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 54 F A HNBD PROC ST E D 2200 TOYOT 2002 -3 N -M G
2 DRVR 38 M H HNBD LFT TURN W D 2200 TOYOT 2002 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd OLIVE AV Distance (ft)1584 Direction W Secondary Rd DEL REY AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 014286 Collision Date 20130619 Time 1726 Day WED
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20140911
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 25 F O HNBD RAN OFF RD W A 0100 CADIL 1979 -3 N -M H PASS 31 M 1 0 M H
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 504 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2013 thru 12/31/2013
Report Run On: 08/24/2018
Total Count: 5386
Include State Highways cases
County: Fresno
Primary Rd OLIVE AV Distance (ft)528 Direction W Secondary Rd DEWOLF AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 014547 Collision Date 20131219 Time 0630 Day THU
Primary Collision Factor IMPROP PASS Violation 21750 Collision Type OTHER Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20140516
Weather1 CLOUDY Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithBICYCLE Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 55 F A HNBD PASSING E A 0100 FORD 2003 -3 N -M G PASS 55 F 3 0 M G
PASS 48 F 4 0 M G
PASS 70 F 5 0 P G
PASS 75 M 6 0 P G
2 BICY 54 M H HNBD PROC ST E L 0400 --3 N ---BICY COMP PN 54 M 1 2 P W
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd OLIVE AV Distance (ft)145 Direction E Secondary Rd LAFAYETTE AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 010 Type 3 CalTrans Badge 014590 Collision Date 20130930 Time 0804 Day MON
Primary Collision Factor R-O-W AUTO Violation 21801A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20140409
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 52 M H HNBD U-TURN W A 0700 HONDA 2011 -3 N -M G
2 DRVR 22 M H HNBD PROC ST E C 0200 OTHER -3 N -P W DRVR COMP PN 22 M 1 1 P W
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd OLIVE AV Distance (ft)100 Direction N Secondary Rd OLIVE AV 1382 NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist Beat 720 Type 1 CalTrans Badge 13780 Collision Date 20130110 Time 2225 Day THU
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type OVERTURNED Severity INJURY #Killed 0 #Injured 1 Tow Away?N Process Date 20130212
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithNON-CLSN Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 39 M W HNBD UNS TURN S J 4900 BMW 2009 -3 N -P W DRVR COMP PN 39 M 1 1 P W
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd OLIVE AV Distance (ft)650 Direction W Secondary Rd TEMPERANCE AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 18935 Collision Date 20130706 Time 1439 Day SAT
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity INJURY #Killed 0 #Injured 1 Tow Away?N Process Date 20140312
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 45 M H HNBD PROC ST W A 0100 CHRYS 2005 -3 N -M G DRVR COMP PN 45 M 1 0 M G
2 DRVR 21 M W HNBD STOPPED W A 0100 HONDA 2009 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd OLIVE AV Distance (ft)0 Direction Secondary Rd TEMPERANCE AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 018896 Collision Date 20130713 Time 1133 Day SAT
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type SIDESWIPE Severity INJURY #Killed 0 #Injured 2 Tow Away?Y Process Date 20140321
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 29 M A HNBD LFT TURN W D 2200 TOYOT 2012 -2 N -M G
2 DRVR 51 M H HNBD STOPPED N A 0800 DODGE 1997 -2 N -M G DRVR COMP PN 51 M 1 0 M G
PASS COMP PN 18 F 3 0 M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 505 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2013 thru 12/31/2013
Report Run On: 08/24/2018
Total Count: 5386
Include State Highways cases
County: Fresno
Primary Rd BELMONT AV Distance (ft)0 Direction Secondary Rd ARMSTRONG AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 013780 Collision Date 20130502 Time 1725 Day THU
Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 5 Tow Away?Y Process Date 20140226
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 1
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 51 F O HNBD LFT TURN S A 0100 NISSA 2005 -3 N -M G PASS 17 F 3 0 M G
2 DRVR 43 F W HNBD PROC ST W H 1300 OTHER 2012 -3 N -P G PASS COMP PN 13 F 9 0 P A
PASS COMP PN 14 F 9 0 P A
PASS COMP PN 14 F 9 0 P A
PASS COMP PN 17 F 9 0 P A
PASS COMP PN 14 F 9 0 P A
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd BELMONT AV Distance (ft)0 Direction Secondary Rd BISHOP AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 010 Type 3 CalTrans Badge 17686 Collision Date 20130304 Time 1230 Day MON
Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away?N Process Date 20140205
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 43 M W HNBD STOPPED N G 2731 STERL 2003 -3 N -P G
2 DRVR 35 M W HNBD PROC ST W D 2200 NISSA 1992 -3 N -P G DRVR SEVERE 35 M 1 0 P G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd BELMONT AV Distance (ft)100 Direction E Secondary Rd BLYTHE AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 010 Type 3 CalTrans Badge 018860 Collision Date 20130615 Time 2130 Day SAT
Primary Collision Factor R-O-W AUTO Violation 21804A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20140911
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - ST Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 88 F W HNBD ENT TRAF N A 0100 MERCE 2010 -3 N -M G PASS 0 F 5 0 P Q
2 DRVR 25 M H HNBD PROC ST E A 0100 CHEVR 2004 -3 N -M G PASS 28 F 4 0 P G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd BELMONT AV Distance (ft)1056 Direction W Secondary Rd BRAWLEY AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 010 Type 3 CalTrans Badge 18823 Collision Date 20130520 Time 0849 Day MON
Primary Collision Factor R-O-W AUTO Violation 21804A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 3 Tow Away?Y Process Date 20140226
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 43 M H HNBD LFT TURN S D 2200 FREIG 2007 -3 E -M G DRVR COMP PN 43 M 1 0 M G
2 DRVR 36 F H HNBD PROC ST W A 0800 DODGE 2012 -3 N -L G DRVR COMP PN 36 F 1 0 L G
PASS COMP PN 16 F 3 0 L G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 92 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2014 thru 12/31/2014
Report Run On: 08/27/2018
Total Count: 7529
Include State Highways cases
County: Fresno
Primary Rd TEMPERANCE AV Distance (ft)8 Direction N Secondary Rd JENSEN AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist Beat 034 Type 3 CalTrans Badge 18746 Collision Date 20140412 Time 2340 Day SAT
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20150307
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithOTHER MV Lighting DARK - ST Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 998 M W IMP UNK IMP UNK RGT TURN W -9900 --3 N -B -
2 DRVR 21 F H HNBD STOPPED S A 0100 MERCE 2004 -3 N -M G PASS 23 M 3 0 M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE AV Distance (ft)1056 Direction S Secondary Rd JENSEN AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 15095 Collision Date 20141115 Time 0930 Day SAT
Primary Collision Factor NOT STATED Violation Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20150623
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 30 M W HNBD PROC ST S A 0700 TOYOT 2010 -3 N -L G
2 DRVR 60 M A HNBD LFT TURN S D 2200 TOYOT 1994 -3 N -M G PASS 47 M 3 0 P G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE AV Distance (ft)330 Direction S Secondary Rd MCKENZIE AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 014547 Collision Date 20140430 Time 0540 Day WED
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type OTHER Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20140714
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 OBSTR ON RD Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DUSK/DAWNPed Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 31 F A HNBD UNS TURN N A 0700 TOYOT 2001 -3 A 22350 -M G DRVR OTH VIS 31 F 1 0 M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE AV Distance (ft)150 Direction N Secondary Rd MCKINLEY AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 15806 Collision Date 20140207 Time 0935 Day FRI
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20150128
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 54 M W HNBD U-TURN S D 2200 CHEVR 2004 -3 N -M G
2 DRVR 73 F W HNBD PROC ST N A 0100 CHEVR 2009 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE AV Distance (ft)475 Direction N Secondary Rd MUSCAT AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 017138 Collision Date 20141011 Time 0700 Day SAT
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20150601
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 22 M H HNBD RAN OFF RD S A 0100 CHEVR 1994 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 1420 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2014 thru 12/31/2014
Report Run On: 08/27/2018
Total Count: 7529
Include State Highways cases
County: Fresno
Primary Rd TEMPERANCE AV Distance (ft)500 Direction N Secondary Rd MUSCAT AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 019327 Collision Date 20141021 Time 0445 Day TUE
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20150615
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 24 M H HNBD RAN OFF RD S A 0100 FORD 2000 -3 F -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE AV Distance (ft)1320 Direction N Secondary Rd NORTH AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 018914 Collision Date 20140326 Time 1955 Day WED
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20150720
Weather1 CLEAR Weather2 Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 51 M H HNBD UNS TURN S A 0100 FORD 2014 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE AV Distance (ft)0 Direction Secondary Rd NORTH AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 18912 Collision Date 20140809 Time 1825 Day SAT
Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20150509
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 72 M W HNBD PROC ST S D 2200 GMC 1998 -3 N -P G
2 DRVR 19 M H HNBD PROC ST E A 0100 NISSA 2003 -3 N -M G PASS 39 F 3 0 L G
PASS 15 M 4 0 P G
PASS 3 M 5 0 P Q
PASS 11 F 6 0 P G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE AV Distance (ft)0 Direction Secondary Rd OLIVE AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 18914 Collision Date 20140723 Time 1805 Day WED
Primary Collision Factor STOP SGN|SIG Violation 22450A Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20150416
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 32 M O HNBD PROC ST N A 0100 TOYOT 2009 -2 N -M G
2 DRVR 21 F H HNBD PROC ST W A 0100 DODGE 2012 -2 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE AV Distance (ft)0 Direction Secondary Rd RT 180 NCIC 9435 State Hwy?Y Route 180 Postmile Prefix R Postmile 63.566 Side of Hwy E
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans 6 Badge 015806 Collision Date 20140110 Time 1145 Day FRI
Primary Collision Factor STOP SGN|SIG Violation 21453A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20160316
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type R Ramp/Int 4
1F DRVR 45 M A HNBD PROC ST S C 0200 BUICK 2001 -3 N -M G
2 DRVR 32 M W HNBD LFT TURN E A 0100 FORD 2007 -3 N -L G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 1421 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2014 thru 12/31/2014
Report Run On: 08/25/2018
Total Count: 3317
Include State Highways cases
Jurisdiction(s): ALL
Primary Rd BELMONT AV Distance (ft)0 Direction E Secondary Rd ABBY ST NCIC 1005 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist 2556 Beat 01D Type 0 CalTrans Badge P624 Collision Date 20141007 Time 1545 Day TUE
Primary Collision Factor LANE CHANGE Violation 21658A Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20160317
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 998 -HBD-UNK CHANG LN -A 0100 TOYOT 2003 -1 A ---
2 DRVR 36 F W HNBD PROC ST W -0000 NISSA 2009 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd BELMONT AV Distance (ft)2112 Direction W Secondary Rd ACADEMY AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist Beat 030 Type 3 CalTrans Badge 13780 Collision Date 20140801 Time 2500 Day FRI
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20150501
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 998 -IMP UNK IMP UNK UNS TURN W -9900 --3 N ---
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd BELMONT AV Distance (ft)0 Direction Secondary Rd ARMSTRONG AV NCIC 1005 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist 2568 Beat 03A Type 0 CalTrans Badge P874 Collision Date 20140620 Time 1107 Day FRI
Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20160121
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 20 F H HNBD PROC ST S A 0100 NISSA 2011 -3 N -L G DRVR OTH VIS 20 F 1 0 L G
2 DRVR 40 F A HNBD PROC ST E D 2200 TOYOT 2007 -3 N -M G PASS 17 M 3 0 L G
PASS 24 M 4 0 L G
PASS 12 M 6 0 L G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd BELMONT AV Distance (ft)300 Direction E Secondary Rd BELMONT CIR NCIC 1005 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist 2453 Beat 01B Type 0 CalTrans Badge P624 Collision Date 20141024 Time 0727 Day FRI
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20160126
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 23 M H HNBD PROC ST E F 2700 KENW 2008 -3 A 35250 N -G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd BELMONT AV Distance (ft)180 Direction W Secondary Rd H ST NCIC 1005 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist SW B Beat 2453 Type 0 CalTrans Badge P904 Collision Date 20140617 Time 0058 Day TUE
Primary Collision Factor PED VIOL Violation 21954A Collision Type AUTO/PED Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20160121
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithPED Lighting DARK - ST Ped Action IN RD,Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F PED 25 M H IMP UNK IMP UNK E N 6000 --3 N ---PED SEVERE 25 M 9 3 --
2 DRVR 46 M W HNBD PROC ST E A 0100 NISSA 2011 -3 A 22350 -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 17 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2015 thru 12/31/2015
Report Run On: 08/27/2018
Total Count: 8330
Include State Highways cases
County: Fresno
Primary Rd ARMSTRONG AV Distance (ft)350 Direction N Secondary Rd ADAMS AV NCIC 1004 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fowler County Fresno Population 2 Rpt Dist FOWLE Beat 0FO Type 0 CalTrans Badge G051 Collision Date 20151209 Time 0745 Day WED
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20160222
Weather1 CLOUDY Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 58 F W HNBD PROC ST S -0000 BUICK 2004 -3 F -M G
2 DRVR 79 M H HNBD BACKING S -0000 MITSU 1987 -3 E -P G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd ARMSTRONG AV Distance (ft)90 Direction S Secondary Rd ASHLAN AV NCIC 1001 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Clovis County Fresno Population 5 Rpt Dist Beat Type 0 CalTrans Badge 5463 Collision Date 20150123 Time 2347 Day FRI
Primary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type HEAD-ON Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20150811
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithFIXED OBJ Lighting DARK - ST Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 25 M W HBD-UI RGT TURN S -0000 SUZUK 2002 -3 A 22450 -L B
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd ARMSTRONG AV Distance (ft)0 Direction Secondary Rd ASHLAN AV NCIC 1001 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Clovis County Fresno Population 5 Rpt Dist Beat 003 Type 0 CalTrans Badge 5145 Collision Date 20150216 Time 1218 Day MON
Primary Collision Factor R-O-W AUTO Violation 21800C Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20150827
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithMV ON OTHER RD Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 48 F W HNBD PROC ST W A 0100 AUDI 2014 -3 F -M G
2 DRVR 41 M O HNBD PROC ST N A 0100 MERCE 2002 -3 N -L G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd ARMSTRONG AV Distance (ft)0 Direction Secondary Rd BELMONT AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 017310 Collision Date 20150427 Time 0940 Day MON
Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20150519
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 29 M A HNBD PROC ST S D 2200 CHEVR 2007 -3 N -M G DRVR COMP PN 29 M 1 0 M G
2 DRVR 70 M W HNBD PROC ST E E 2235 DODGE 2002 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd ARMSTRONG AV Distance (ft)0 Direction Secondary Rd CHURCH AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 19610 Collision Date 20150523 Time 1803 Day SAT
Primary Collision Factor R-O-W AUTO Violation 21801A Collision Type SIDESWIPE Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20150616
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 35 F H HNBD LFT TURN N A 0100 PONTI 2004 -3 N -M G PASS OTH VIS 2 F 4 0 M Q
2 DRVR 33 F H HNBD PROC ST S A 0700 CHEVR 2007 -3 N -M G
3 DRVR 45 M A HNBD STOPPED E A 0100 TOYOT 2011 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 83 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2015 thru 12/31/2015
Report Run On: 08/27/2018
Total Count: 8330
Include State Highways cases
County: Fresno
Primary Rd ARMSTRONG AVE Distance (ft)0 Direction Secondary Rd FLORADORA AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 014479 Collision Date 20150905 Time 1048 Day SAT
Primary Collision Factor NOT DRIVER Violation Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 4 Tow Away?Y Process Date 20151019
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1 DRVR 68 M H HNBD PHYS PROC ST E D 2200 TOYT 1999 -3 N -L G DRVR COMP PN 68 M 1 0 L G
2 DRVR 61 F W HNBD PROC ST S A 0700 HOND 2013 -3 N -L G DRVR SEVERE 61 F 1 0 L G
PASS SEVERE 38 F 3 0 L G
PASS SEVERE 3 F 6 0 P Q
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd ARMSTRONG AVE Distance (ft)400 Direction N Secondary Rd OLIVE AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 012846 Collision Date 20151022 Time 0740 Day THU
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20151030
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 25 F H HNBD PROC ST S A 0100 KIA 2008 -3 N -M G
2 DRVR 44 M A HNBD STOPPED S A 0700 TOYO 2008 -3 N -M G PASS 40 F 3 0 M G
PASS 15 F 4 0 M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd ARMSTRONG AVE.Distance (ft)0 Direction Secondary Rd JENSEN AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 018609 Collision Date 20151102 Time 2033 Day MON
Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 2 Tow Away?Y Process Date 20151111
Weather1 CLOUDY Weather2 RAINING Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - NO Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 22 F H HNBD LFT TURN S A 0100 MITS 2006 -3 N -M G PASS COMP PN 16 F 6 0 P G
PASS 22 M 3 0 M G
2 DRVR 57 M W HNBD PROC ST W D 2200 FORD 1996 -3 N -M G DRVR COMP PN 57 M 1 0 M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd ARMSTRONG AVE.Distance (ft)1584 Direction S Secondary Rd LINCOLN AVE.NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 015806 Collision Date 20150902 Time 0643 Day WED
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20151019
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 22 M H HNBD UNS TURN S A 0800 DODGE 2000 -3 N -M A
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd ARRANTS ST Distance (ft)0 Direction Secondary Rd C ST NCIC 1015 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Selma County Fresno Population 3 Rpt Dist FRESN Beat 003 Type 0 CalTrans Badge N072 Collision Date 20151113 Time 2107 Day FRI
Primary Collision Factor OTHER IMPROP DRV Violation Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20160208
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithPKD MV Lighting DARK - ST Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 998 M H IMP UNK IMP UNK BACKING W -0000 HONDA -3 N -M B
2 PRKD 998 -PARKED W -0000 TOYOT 2010 -3 N ---
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 86 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2015 thru 12/31/2015
Report Run On: 08/27/2018
Total Count: 8330
Include State Highways cases
County: Fresno
Primary Rd FISHER ST Distance (ft)210 Direction S Secondary Rd THOMAS AV NCIC 1005 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist FRESN Beat Type 0 CalTrans Badge P876 Collision Date 20150723 Time 1239 Day THU
Primary Collision Factor OTHER IMPROP DRV Violation Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away?Process Date 20160203
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithPKD MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 45 M W HNBD STOPPED S I 1100 OTHER 2008 -3 --M G
2 PRKD 998 -PARKED S A 0100 TOYOT 1994 ------
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FLORA AV Distance (ft)0 Direction Secondary Rd MCCALL AV NCIC 1015 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Selma County Fresno Population 3 Rpt Dist Beat 002 Type 0 CalTrans Badge N096 Collision Date 20150205 Time 0340 Day THU
Primary Collision Factor STOP SGN|SIG Violation 21453A Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20150820
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - ST Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 47 M H HNBD PROC ST W -0000 DODGE 1998 -3 A 14601 -M G
2 DRVR 23 M H HNBD PROC ST N -0000 HONDA 1996 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FLORADORA AV Distance (ft)85 Direction W Secondary Rd ANGUS ST NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist Beat 901 Type 4 CalTrans Badge 17630 Collision Date 20150122 Time 1430 Day THU
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20150811
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 1
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 18 M W HNBD PROC ST E A 0100 AUDI 2008 -3 N -M G
2 DRVR 35 F H HNBD STOPPED E H 1300 INTER 2015 -3 N -P G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FLORADORA AV Distance (ft)0 Direction Secondary Rd ARMSTRONG AV NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 015106 Collision Date 20150210 Time 1530 Day TUE
Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 2 Tow Away?N Process Date 20150318
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 49 M A HNBD PROC ST E A 0700 TOYOT 2000 -3 N -M G PASS COMP PN 43 F 3 0 M G
PASS COMP PN 74 F 4 0 M G
2 DRVR 41 F W HNBD PROC ST N D 2200 CHEVR 2005 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FLORADORA AV Distance (ft)0 Direction Secondary Rd COLLEGE AV NCIC 1005 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist 1B Beat 2355 Type 0 CalTrans Badge P1109 Collision Date 20150306 Time 1340 Day FRI
Primary Collision Factor STOP SGN|SIG Violation 22450A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20160202
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 998 M H IMP UNK IMP UNK ENT TRAF E -0000 ---N ---
2 DRVR 35 F W HNBD PROC ST S A 0100 TOYOT 2004 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 414 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2015 thru 12/31/2015
Report Run On: 08/27/2018
Total Count: 8330
Include State Highways cases
County: Fresno
Primary Rd FLORADORA AV Distance (ft)0 Direction Secondary Rd GLENN AV NCIC 1005 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist SW Beat 00C Type 0 CalTrans Badge P978 Collision Date 20150521 Time 1538 Day THU
Primary Collision Factor STOP SGN|SIG Violation 22450A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away?Process Date 20160125
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved With Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 22 M W HNBD PROC ST E -0000 CHEVR 2009 -3 F -M G
2 DRVR 35 F H HNBD PROC ST -A 0100 NISSA 2007 -3 N -M G DRVR COMP PN 35 F 1 0 M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FLORADORA AVE Distance (ft)0 Direction Secondary Rd ARMSTRONG AVE NCIC 9435 State Hwy?Y Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 020205 Collision Date 20151221 Time 1915 Day MON
Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20160114
Weather1 RAINING Weather2 Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - NO Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 54 F O HNBD ENT TRAF E A 0700 MERB 2015 -3 N -M G
2 DRVR 18 M W HNBD PROC ST N A 0100 NISS 2007 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FLORAL Distance (ft)0 Direction Secondary Rd FLORAL 3200 NCIC 1015 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Selma County Fresno Population 3 Rpt Dist SELMA Beat 001 Type 0 CalTrans Badge N044 Collision Date 20150528 Time 1645 Day THU
Primary Collision Factor STRTNG|BCKNG Violation 22106 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20151022
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithOTHER MV Lighting Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 998 -BACKING --0000 -------
2 PRKD 998 -null --0000 CHEVR 2005 ------
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FLORAL Distance (ft)0 Direction Secondary Rd MCCALL NCIC 1015 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Selma County Fresno Population 3 Rpt Dist SELMA Beat 002 Type 0 CalTrans Badge N044 Collision Date 20150304 Time 1645 Day WED
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20150918
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 998 -null N -9900 -------
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FLORAL Distance (ft)0 Direction Secondary Rd THOMPSON NCIC 1015 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Selma County Fresno Population 3 Rpt Dist SELMA Beat 001 Type 0 CalTrans Badge N075 Collision Date 20150823 Time 1840 Day SUN
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity INJURY #Killed 0 #Injured 2 Tow Away?Y Process Date 20150909
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 31 F W HNBD PROC ST W -0000 KIA 2006 --A -M G DRVR COMP PN 31 F 1 0 M G
2 DRVR 36 M H HNBD W -0000 KIA 2005 ----M G PASS COMP PN 24 F 3 0 M G
PASS 19 F 4 0 P G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 415 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
Report Run On: 08/27/2018Total Count: 8330Include State Highways casesPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt DistBeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info
Report Run On: 08/27/2018Total Count: 8330Include State Highways casesPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolation Collision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info
Report Run On: 08/27/2018Total Count: 7506Include State Highways casesPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info
Report Run On: 08/27/2018Total Count: 7506Include State Highways casesPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolation Collision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info
Report Run On: 08/27/2018Total Count: 7506Include State Highways casesPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and RunMotor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info
Report Run On: 08/27/2018Total Count: 7506Include State Highways casesPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)Direction Secondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim InfoPrimary RdDistance (ft)DirectionSecondary RdNCICState Hwy?Route Postmile Prefix Postmile Side of HwyCityCountyPopulationRpt Dist BeatTypeCalTrans BadgeCollision DateTimeDayPrimary Collision FactorViolationCollision TypeSeverity#Killed#InjuredTow Away?Process DateWeather1Weather2 Rdwy SurfaceRdwy Cond1Rdwy Cond2 Spec CondHit and Run Motor Vehicle Involved WithLightingPed Action Cntrl DevLoc Type Ramp/IntParty Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 SafetyEquipROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP EjectedVictim Info
01/01/2016 thru 12/31/2016
Report Run On: 08/27/2018
Total Count: 7506
Include State Highways cases
County: Fresno
Primary Rd OLIVE AV Distance (ft)0 Direction Secondary Rd PALM AV NCIC 1005 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Fresno County Fresno Population 7 Rpt Dist SW Beat Type 0 CalTrans Badge P1066 Collision Date 20160219 Time 1120 Day FRI
Primary Collision Factor R-O-W AUTO Violation 21801A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20160321
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 20 F W HNBD LFT TURN W D 2200 FORD 2004 -1 A 23123 -M G
2 DRVR 46 M W HNBD PROC ST E J 4800 DODGE 2008 -3 N -M G DRVR COMP PN 46 M 1 0 M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd OLIVE AV Distance (ft)0 Direction Secondary Rd RT 99 NCIC 1005 State Hwy?Y Route 99 Postmile Prefix -Postmile 23.168 Side of Hwy S
City Fresno County Fresno Population 7 Rpt Dist 1A Beat 2351 Type 0 CalTrans 6 Badge P959 Collision Date 20160112 Time 1432 Day TUE
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity INJURY #Killed 0 #Injured 1 Tow Away?N Process Date 20180501
Weather1 CLOUDY Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run FELONY Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type R Ramp/Int 4
1F DRVR 998 -IMP UNK IMP UNK PROC ST E A 0100 KIA 2015 -3 N ---
2 DRVR 28 M H HNBD STOPPED E A 0100 CHEVR 2004 -3 N -M G PASS COMP PN 29 F 3 0 M G
PASS 5 M 4 0 P Q
PASS 2 M 6 0 P Q
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd OLIVE AVE Distance (ft)0 Direction Secondary Rd HUGHES AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 010 Type 3 CalTrans Badge 016833 Collision Date 20161024 Time 0752 Day MON
Primary Collision Factor R-O-W AUTO Violation 21800A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20161026
Weather1 CLOUDY Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 38 F H HNBD PROC ST E A 0100 CHEV 2012 -3 N -M G
2 DRVR 44 M H HNBD PROC ST S A 0100 FORD 1994 -3 N -M J DRVR OTH VIS 44 M 1 0 M J
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd OLIVE AVE Distance (ft)80 Direction E Secondary Rd POLK AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 010 Type 3 CalTrans Badge 016911 Collision Date 20161222 Time 0410 Day THU
Primary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20170104
Weather1 FOG Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 24 M H HBD-UI UNS TURN E A 0100 HOND 2007 -3 A 22107 -L G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd OLIVE AVE Distance (ft)0 Direction Secondary Rd TEMPERANCE AVENCIC 9435 State Hwy?Y Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 025 Type 3 CalTrans Badge 017310 Collision Date 20161204 Time 0650 Day SUN
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HEAD-ON Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20161212
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 29 F A HNBD UNS TURN W D 2200 TOYT 2016 -3 N -M G
2 DRVR 27 M H HNBD STOPPED N A 0100 CHEV 2014 -3 N -M G PASS 22 M 3 0 M G
PASS 22 M 4 0 M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 773 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2017 thru 12/31/2017
Report Run On: 08/27/2018
Total Count: 7162
Include State Highways cases
County: Fresno
Primary Rd ARMSTRONG AV Distance (ft)0 Direction Secondary Rd ROBERTS AV NCIC 1001 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Clovis County Fresno Population 5 Rpt Dist Beat 003 Type 0 CalTrans Badge 5605 Collision Date 20170706 Time 1409 Day THU
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20170807
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 36 F W HNBD PROC ST S A 0700 JEEP 2015 -3 N -M G
2 DRVR 40 F O HNBD STOPPED S A 0100 SUBAR 2011 -3 N -M G DRVR COMP PN 40 F 1 0 M G
3 DRVR 34 F W HNBD PROC ST N A 0800 HONDA 2013 -2 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd ARMSTRONG AVE Distance (ft)528 Direction N Secondary Rd CHURCH AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 016833 Collision Date 20170118 Time 0827 Day WED
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20170124
Weather1 CLOUDY Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1 DRVR 24 M H HNBD STOPPED S D 2200 FORD 2013 -3 N -M G
2F DRVR 16 M H HNBD PROC ST S D 2200 CHEV 1995 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd ARMSTRONG AVE Distance (ft)0 Direction Secondary Rd CLINTON AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 020490 Collision Date 20170519 Time 1507 Day FRI
Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20170526
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 33 F H HNBD PROC ST S A 0100 FORD 2014 -3 N -M G
2 DRVR 47 F H HNBD PROC ST W A 0100 KIA 2015 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd ARMSTRONG
AVENUE
Distance (ft)0 Direction Secondary Rd BELMONT NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 019369 Collision Date 20170526 Time 1755 Day FRI
Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20170606
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 21 M H HNBD LFT TURN S A 0100 SUBA 2015 -3 N -M G
2 DRVR 43 M A HNBD PROC ST W A 0800 HONDA 2008 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd ARMSTRONG
AVENUE
Distance (ft)15 Direction S Secondary Rd BUTLER AVENUE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 016833 Collision Date 20170320 Time 0635 Day MON
Primary Collision Factor PED VIOL Violation 21954A Collision Type AUTO/PED Severity FATAL #Killed 1 #Injured 0 Tow Away?Y Process Date 20170424
Weather1 CLOUDY Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithPED Lighting DARK - NO Ped Action NOT IN X-Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F PED 12 F A IMP UNK IMP UNK W N 6000 --3 N ---PED KILLED 12 F 9 0 -P
2 DRVR 34 M A HNBD PROC ST S D 2200 TOYOT 2011 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 71 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2017 thru 12/31/2017
Report Run On: 08/27/2018
Total Count: 7162
Include State Highways cases
County: Fresno
Primary Rd ARMSTRONG
AVENUE
Distance (ft)50 Direction N Secondary Rd FLORADORA AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 020205 Collision Date 20171218 Time 1355 Day MON
Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20171222
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithNON-CLSN Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 998 -IMP UNK IMP UNK PROC ST W A 0100 SCION -3 N -B B
2 DRVR 58 M H HNBD PROC ST S C 0200 HARL 2016 -3 N --W
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd ASH AV Distance (ft)0 Direction Secondary Rd COUGAR LN NCIC 1001 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Clovis County Fresno Population 5 Rpt Dist Beat 003 Type 0 CalTrans Badge 5686 Collision Date 20170513 Time 0253 Day SAT
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20170531
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DARK - ST Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 19 M H HNBD PROC ST N A 0100 VOLKS 2003 --M -L G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd ASH AV Distance (ft)0 Direction Secondary Rd SUNSET AV NCIC 1011 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Parlier County Fresno Population 3 Rpt Dist PARLI Beat 0PA Type 0 CalTrans Badge K038 Collision Date 20170416 Time 0706 Day SUN
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20170605
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithPKD MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 998 M S -0000 ---A 20002 ---
2 PRKD 998 -PARKED --0000 CHEVR 2004 --A 20002 ---
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd ASHLAN AV Distance (ft)0 Direction Secondary Rd ARMSTRONG AV NCIC 1001 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Clovis County Fresno Population 5 Rpt Dist Beat 003 Type 0 CalTrans Badge 5465 Collision Date 20171209 Time 1734 Day SAT
Primary Collision Factor STOP SGN|SIG Violation 21453A Collision Type BROADSIDE Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20180205
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithOTHER MV Lighting DARK - ST Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 998 -PROC ST W A 0700 JEEP --N ---
2 DRVR 23 M O HNBD LFT TURN N A 0100 TOYOT 2010 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd ASHLAN AV Distance (ft)0 Direction Secondary Rd ASHLAN AV 1794 NCIC 1001 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Clovis County Fresno Population 5 Rpt Dist Beat 002 Type 0 CalTrans Badge 5700 Collision Date 20170803 Time 2500 Day THU
Primary Collision Factor UNKNOWN Violation 20002A Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20170821
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithPKD MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 998 -PARKING --9900 --3 ----
2 DRVR 27 F H PARKED N A 0100 NISSA 2015 ----M P
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 73 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2017 thru 12/31/2017
Report Run On: 08/27/2018
Total Count: 7162
Include State Highways cases
County: Fresno
Primary Rd FLORADORA AVE Distance (ft)90 Direction W Secondary Rd VALENTINE AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 010 Type 3 CalTrans Badge 019926 Collision Date 20170731 Time 2500 Day MON
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20170801
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 998 -IMP UNK IMP UNK UNS TURN W -9900 --3 N -B B
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FLORADORA AVE.Distance (ft)0 Direction Secondary Rd TEMPERANCE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 014547 Collision Date 20170119 Time 0742 Day THU
Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 3 Tow Away?Y Process Date 20170209
Weather1 CLOUDY Weather2 Rdwy Surface WET Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 38 M B HNBD LFT TURN E A 0100 NISSA 2000 -3 N -M G DRVR OTH VIS 38 M 1 0 M G
2 DRVR 48 M H HNBD PROC ST N F 2600 FORD 2006 -3 N -M G DRVR COMP PN 48 M 1 0 M G
PASS COMP PN 39 M 3 0 M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FLORAL AV Distance (ft)99 Direction E Secondary Rd C ST NCIC 1015 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Selma County Fresno Population 3 Rpt Dist SELMA Beat 0SE Type 0 CalTrans Badge N088 Collision Date 20170620 Time 1313 Day TUE
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type REAR END Severity INJURY #Killed 0 #Injured 2 Tow Away?N Process Date 20170821
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 41 F W HNBD U-TURN E A 0700 JEEP 1997 --N -M G DRVR COMP PN 41 F 1 0 M G
2 DRVR 19 M H HNBD PROC ST W D 2200 CHEVR 2007 --N -L G DRVR COMP PN 19 M 1 0 L G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FLORAL AV Distance (ft)179 Direction S Secondary Rd EAST DRIVEWAY NCIC 1015 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Selma County Fresno Population 3 Rpt Dist FRESN Beat 001 Type 0 CalTrans Badge N072 Collision Date 20170522 Time 1632 Day MON
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20170613
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 998 M BACKING E -0000 GMC ------
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd FLORAL AV Distance (ft)0 Direction Secondary Rd HIGHLAND AV NCIC 1015 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City Selma County Fresno Population 3 Rpt Dist SELMA Beat 001 Type 0 CalTrans Badge N262 Collision Date 20170831 Time 0703 Day THU
Primary Collision Factor STOP SGN|SIG Violation 21453A Collision Type REAR END Severity INJURY #Killed 0 #Injured 1 Tow Away?N Process Date 20170912
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 26 M H HNBD PROC ST W -0000 DODGE 2010 -3 A 21453 N M G
2 DRVR 44 F H HNBD PROC ST S -0000 CHEVR 2011 -3 N -M G PASS COMP PN 18 F 3 0 M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 297 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2017 thru 12/31/2017
Report Run On: 08/27/2018
Total Count: 7162
Include State Highways cases
County: Fresno
Primary Rd TEMPERANCE AVE Distance (ft)100 Direction N Secondary Rd JENSEN AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 019895 Collision Date 20170621 Time 2100 Day WED
Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type HIT OBJECT Severity INJURY #Killed 0 #Injured 3 Tow Away?Y Process Date 20170627
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run FELONY Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1 DRVR 28 M W HNBD UNS TURN W A 0700 GMC 2015 -3 N -L G DRVR COMP PN 28 M 1 0 L G
PASS COMP PN 29 F 3 0 L G
PASS COMP PN 1 F 4 0 L G
2F DRVR 998 -IMP UNK IMP UNK ENT TRAF S D 2200 TOYOT -3 N -B B
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE AVE Distance (ft)15 Direction S Secondary Rd JENSEN AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 020082 Collision Date 20170929 Time 1535 Day FRI
Primary Collision Factor STRTNG|BCKNG Violation 22106 Collision Type OTHER Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20171010
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 998 F W IMP UNK IMP UNK BACKING N A 0100 DODGE -3 N -B B
2 DRVR 30 F H HNBD STOPPED N A 0100 HOND 2007 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE AVE Distance (ft)7 Direction S Secondary Rd LOWE AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 016833 Collision Date 20170118 Time 1040 Day WED
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20170125
Weather1 CLOUDY Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 31 M W HNBD PROC ST S A 0700 KIA 2015 -3 N -M G
2 DRVR 47 M W HNBD SLOWING S D 2200 CHEV 2015 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE AVE Distance (ft)80 Direction S Secondary Rd MCKENZIE AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 012846 Collision Date 20171218 Time 1250 Day MON
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20171227
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 17 M H HNBD PROC ST N D 2200 DODGE 2002 -3 F -M G
2 DRVR 51 F W HNBD STOPPED N A 0700 GMC 2003 -3 N -M G DRVR POSSIBL 51 F 3 0 M G
3 DRVR 38 F H HNBD STOPPED N A 0100 TOYO 2005 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE AVE Distance (ft)100 Direction N Secondary Rd MCKINLEY AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 020193 Collision Date 20171021 Time 1510 Day SAT
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20171025
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 19 M A HNBD PROC ST S D 2200 TOYT 1998 -3 N -M G
2 DRVR 37 F W HNBD PROC ST S A 0700 LINC 2016 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 1365 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2017 thru 12/31/2017
Report Run On: 08/27/2018
Total Count: 7162
Include State Highways cases
County: Fresno
Primary Rd TEMPERANCE AVE Distance (ft)800 Direction N Secondary Rd MUSCAT AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 017591 Collision Date 20170308 Time 0740 Day WED
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20170310
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 20 F H HNBD UNS TURN S A 0100 HYUN 2015 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE AVE Distance (ft)300 Direction S Secondary Rd OLIVE AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 019895 Collision Date 20170619 Time 1305 Day MON
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20170623
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run MSDMNR Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 23 M A HNBD PROC ST S A 0100 HONDA 2001 -3 N -M G
2 DRVR 998 F W IMP UNK IMP UNK SLOWING S A 0700 --3 N -B B
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE AVE Distance (ft)0 Direction Secondary Rd SOUTH AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 019895 Collision Date 20171005 Time 0628 Day THU
Primary Collision Factor R-O-W AUTO Violation 21802A Collision Type BROADSIDE Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20171030
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DARK - NO Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 58 M H HNBD PROC ST S M 4635 MASSO -3 --P P
2 DRVR 28 M H HNBD PROC ST W A 0100 NISS 2013 -3 N -L G DRVR POSSIBL 28 M 1 0 L G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE AVE Distance (ft)80 Direction N Secondary Rd TULARE AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 020429 Collision Date 20170224 Time 1400 Day FRI
Primary Collision Factor IMPROP TURN Violation 22107 Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?N Process Date 20170227
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 HOLES Rdwy Cond2 NO UNUSL CND Spec Cond 0
Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 43 M O HNBD PARKING S G 2531 FREI 2010 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE AVE Distance (ft)576 Direction N Secondary Rd TULARE AVE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 017518 Collision Date 20170228 Time 1650 Day TUE
Primary Collision Factor DRVR ALC|DRG Violation 23152A Collision Type HIT OBJECT Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20170308
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithFIXED OBJ Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 23 M H HBD-UI UNS TURN S A 0700 DODG 2007 -3 A 22107 -L G DRVR OTH VIS 23 M 1 0 L G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 1366 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.
01/01/2017 thru 12/31/2017
Report Run On: 08/27/2018
Total Count: 7162
Include State Highways cases
County: Fresno
Primary Rd TEMPERANCE AVE.Distance (ft)650 Direction S Secondary Rd CLINTON AVE.NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 018609 Collision Date 20170520 Time 2333 Day SAT
Primary Collision Factor NOT DRIVER Violation Collision Type HIT OBJECT Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20170601
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 OBSTR ON RD Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER OBJ Lighting DARK - NO Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1 DRVR 32 M W HNBD PROC ST S A 0700 CHEV 2000 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE
AVENUE
Distance (ft)300 Direction N Secondary Rd CLINTON AVENUE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 014547 Collision Date 20170807 Time 0735 Day MON
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20170823
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 21 F W HNBD PROC ST S A 0100 NISSA 2007 -3 N -L G
2 DRVR 50 F A HNBD STOPPED S A 0700 MERB 2015 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE
AVENUE
Distance (ft)3 Direction N Secondary Rd JENSEN AVENUE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 014363 Collision Date 20170817 Time 0800 Day THU
Primary Collision Factor STRTNG|BCKNG Violation 22106 Collision Type SIDESWIPE Severity PDO #Killed 0 #Injured 0 Tow Away?Y Process Date 20170824
Weather1 CLOUDY Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev FNCTNG Loc Type Ramp/Int
1F DRVR 18 M W HNBD RGT TURN S A 0100 FORD 2015 -3 N -M G
2 DRVR 28 M A HNBD STOPPED S A 0100 HONDA 2001 -3 N -M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE
AVENUE
Distance (ft)0 Direction Secondary Rd LOWE AVENUE NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 034 Type 3 CalTrans Badge 019113 Collision Date 20170606 Time 1712 Day TUE
Primary Collision Factor UNSAFE SPEED Violation 22350 Collision Type REAR END Severity INJURY #Killed 0 #Injured 2 Tow Away?Y Process Date 20170613
Weather1 CLEAR Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 26 M W HNBD PROC ST N A 0700 CHEV 2016 -3 F -L G DRVR OTH VIS 26 M 1 0 L G
2 DRVR 46 M W HNBD STOPPED N D 2200 CHEV 2002 -3 N -M G DRVR COMP PN 46 M 1 0 M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Primary Rd TEMPERANCE
AVENUE
Distance (ft)30 Direction N Secondary Rd MCKINLEY NCIC 9435 State Hwy?N Route Postmile Prefix Postmile Side of Hwy
City UNINCORP.County Fresno Population 9 Rpt Dist Beat 030 Type 3 CalTrans Badge 014547 Collision Date 20170424 Time 1120 Day MON
Primary Collision Factor DRVR ALC|DRG Violation 23152F Collision Type SIDESWIPE Severity INJURY #Killed 0 #Injured 1 Tow Away?Y Process Date 20170504
Weather1 CLOUDY Weather2 Rdwy Surface DRY Rdwy Cond1 NO UNUSL CND Rdwy Cond2 Spec Cond 0
Hit and Run Motor Vehicle Involved WithOTHER MV Lighting DAYLIGHT Ped Action Cntrl Dev NT PRS/FCTR Loc Type Ramp/Int
1F DRVR 48 F W DRUG OPPOS LN W A 0700 CHEV 2010 -3 A 21650 -L G
2 DRVR 55 M W HNBD PROC ST S D 2200 FORD 2006 -3 N -M G DRVR OTH VIS 55 M 1 0 M G
Party Info
Party Type Age Sex Race Sobriety1 Sobriety2 Move Pre Dir SW Veh CHP Veh Make Year SP Info OAF1 Viol OAF2 Safety Equip ROLE Ext Of Inj AGE Sex Seat Pos Safety EQUIP Ejected
Victim Info
Page 1367 This report is accepted subject to the Terms of Use. Due to collision records processing backlogs, SWITRS data is typically seven months behind. Data requested for dates seven months prior to the current date will be incomplete.