Fresno City Council
September 29, 2022

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
CUL-3 (further continued from previous two pages)
resources found during the field survey or literature review shall include a paleontological monitor. The monitoring periodshall be determined by the qualified paleontologist. If additional paleontological/geological resources are found during
excavation and/or construction activities, the procedure identified above for the discovery of unknown resources shall be followed.

Verification comments:
[see Page 17] [see Page 17]
CUL-4: In the event that human remains are unearthed during excavation and grading activities of any future development project, all activity shall cease immediately. Pursuant to Health and Safety Code (HSC) Section 7050.5, no further
disturbance shall occur until the County Coronerhas made the necessary findings as to origin and disposition pursuant to PRC Section 5097.98(a). If the remains are determined to be of Native American descent, the coroner shall within 24 hours notify the Native American Heritage Commission (NAHC). The NAHC shall then contact the most
(continued on next page)
Prior to
commencement
of, and during,
construction
activities

DARM X X I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
CUL-4 (continued from previous page)
likely descendent of the deceased Native American, who shall then serve as the consultant on how to proceed with the remains.

Pursuant to PRC Section 5097.98(b), upon the discovery of Native American remains, the landowner shall ensure that the immediate vicinity, according to generally accepted cultural or archaeological standards or practices, where the Native American human remains are located is not damaged or
disturbed by further development activity until the landowner has discussed and conferred with the most likely descendants regarding th recommendations, if applicable, taking into account the possibility of multiple human remains. The
landowner shall discuss and confer with the descendants all reasonable options regarding the descendants' preferences for treatment.

Verification comments:
[see previous
page]
[see previous
page]
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Hazards and Hazardous Materials
HAZ-1: Re-designate the existing vacant land proposed for low density residential located northwest of the intersection of East Garland Avenue and North Dearing Avenue and located within Fresno Yosemite International Airport Zone 1-RPZ,to Open Space.

Verification comments:

Prior to
development
approvals
DARM X
HAZ-2: Limit the proposed low density residential (1 to 3 dwelling units per acre) located northwest of the airport and located within Fresno Yosemite International Airport Zone 3-Inner Turning Area, to 2 dwelling units per acre or less.

Verification comments:

Prior to
development
approvals
DARM X
HAZ-3: Re-designate the current area within Fresno Yosemite International Airport Zone 5-Sideline located northeast of the airport to Public Facilities-Airport or Open Space.

Verification comments:

Prior to
development
approvals
DARM X

I I I I I

I I I I I

I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Hazards and Hazardous Materials (continued):

HAZ-4: Re-designate the current vacant lots at the northeast corner of Kearney Boulevard and South Thorne Avenue to
Public Facilities-Airport or Open Space.

Verification comments:

Prior to
development
approvals
DARM X
HAZ-5: Prohibit residential uses within Safety Zone 1 northwest of the Hawes Avenue and South Thorne Avenue intersection.

Verification comments:

Prior to
development
approvals
DARM X
HAZ-6: Establish an alternative Emergency Operations Center in the event the current Emergency Operations Center is under redevelopment or blocked.

Verification comments:

Prior to
redevelopment
of the current
Emergency
Operations
Center
Fresno Fire
Department
and Mayor/
City Manager’s
Office
X

I I I I I

I I I I I

I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Hydrology and Water Quality
HYD-1: The City shall develop and implement water
conservation measures to reduce the per capita water use to 215 gallons per capita per day.

Verification comments:

Prior to water
demand
exceeding water
supply
Department of
Public Utilities
(DPU)
X X
HYD-2: The City shall continue to be an active participant in the Kings Water Authority and the implementation of the Kings Basin IRWMP.

Verification comments:

Ongoing DPU X X
HYD-5.1: The City and partnering agencies shall implement the following measures to reduce the impacts on the capacity of existing or planned storm drainage Master Plan collection systems to less than significant.
• Implement the existing Storm Drainage Master Plan(SDMP) for collection systems in drainage areas where theamount of imperviousness is unaffected by the change in land uses. (continued on next page)
Prior to
exceedance of
capacity of
existing
stormwater
drainage
facilities
Fresno
Metropolitan
Flood Control
District
(FMFCD),
DARM, and
PW
X X X

I I I I I

I I I I I

I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Hydrology and Water Quality (continued):

HYD-5.1 (continued from previous page)
• Update the SDMP in those drainage areas where the
amount of imperviousness increased due to the change in land uses to determine the changes in the collection
systems that would need to occur to provide adequate
capacity for the stormwater runoff from the increased
imperviousness.
• Implement the updated SDMP to provide stormwater
collection systems that have sufficient capacity to convey the peak runoff rates from the areas of increased
imperviousness.

Require developments that increase site imperviousness to install, operate, and maintain FMFCD approved on-site
detention systems to reduce the peak runoff rates resulting from the increased imperviousness to the peak runoff rates that will not exceed the capacity of the existing stormwater collection systems.

Verification comments:
[see previous
page]
[see previous
page]
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Hydrology and Water Quality (continued):

HYD-5.2: The City and partnering agencies shall implement the following measures to reduce the impacts on the capacity of existing or planned storm drainage Master Plan retention basins to less than significant:

Consult the SDMP to analyze the impacts to existing and planned retention basins to determine remedial measures required to reduce the impact on retention basin capacity to less than significant. Remedial measures would include:
• Increase the size of the retention basin through the purchase of more land or deepening the basin or a combination for planned retention basins.
• Increase the size of the emergency relief pump capacity required to pump excess runoff volume out of the basin and into adjacent canal that convey the stormwater to a disposal facility for existing retention basins.
• Require developments that increase runoff volume to install, operate, and maintain, Low Impact Development (LID)
measures to reduce runoff volume to the runoff volume that will not exceed the capacity of the existing retention basins.

Verification comments:

Prior to
exceedance of
capacity of
existing retention
basin facilities
FMFCD,
DARM, and
PW

X X X I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Hydrology and Water Quality (continued):

HYD-5.3: The City and partnering agencies shall implement the following measures to reduce the impacts on the capacity of existing or planned storm drainage Master Plan urban detention (stormwater quality) basins to less than significant.

Consult the SDMP to determine the impacts to the urban
detention basin weir overflow rates and determine remedial measures required to reduce the impact on the detention basin capacity to less than significant. Remedial measures would include:
• Modify overflow weir to maintain the suspended solids removal rates adopted by the FMFCD Board of Directors.
• Increase the size of the urban detention basin to increase residence time by purchasing more land. The existing
detention basins are already at the adopted design depth. • Require developments that increase runoff volume to install, operate, and maintain, Low Impact Development (LID)
measures to reduce peak runoff rates and runoffvolume to the runoff rates and volumes that will not exceedthe weir overflow rates of the existing urban detention basins.

Verification comments:

Prior to
exceedance of
capacity of
existing urban
detention basin
(stormwater
quality) facilities
FMFCD,
DARM, and
PW

X X X I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Hydrology and Water Quality (continued):

HYD-5.4: The City shall implement the following measures to reduce the impacts on the capacity of existing or planned storm drainage Master Plan pump disposal systems to less than significant.
• Consult the SDMP to determine the extent and degree to which the capacity of the existing pump system will be
exceeded.
• Require new developments to install, operate, and maintain FMFCD design standard on-site detention facilities to reduce peak stormwater runoff rates to existing planned peak runoff rates.
• Provide additional pump system capacity to maximum
allowed by existing permitting to increase the capacity to match or exceed the peak runoff rates determined by the SDMP.

Verification comments:

Prior to
exceedance of
capacity of
existing pump
disposal systems
FMFCD,
DARM, and
PW

X X X I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Hydrology and Water Quality (continued):
• HYD-5.5: The City shall work with FMFCD to develop and adopt an update to the SDMP for the Southeast
Development Area that would be adequately designed to
collect, convey and dispose of runoff at the rates and
volumes which would be generated by the planned land
uses in that area.

Verification comments:

Prior to
development
approvals in the
Southeast
Development
Area
FMFCD,
DARM, and
PW
X
Public Services:

PS-1: As future fire facilities are planned, the fire department shall evaluate if specific environmental effects would occur.

Typical impacts from fire facilities include noise, traffic, and lighting. Typical mitigation to reduce these impacts includes:
• Noise: Barriers and setbacks on the fire department sites. • Traffic: Traffic devices for circulation and a “keep clear zone” during emergency responses.
• Lighting: Provision of hoods and deflectors on lighting fixtures on the fire department sites.

Verification comments:

During the
planning process
for future fire
department
facilities

DARM X X

I I I I I

I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Public Services (continued):

PS-2: As future police facilities are planned, the police department shall evaluate if specific environmental effects would occur. Typical impacts from police facilities include noise, traffic, and lighting. Typical mitigation to reduce potential impacts from police department facilities includes:
• Noise: Barriers and setbacks on the police department sites. • Traffic: Traffic devices for circulation.
• Lighting: Provision of hoods and deflectors on lighting fixtures on the police department sites.

Verification comments:

During the
planning process
for future Police
Department
facilities

DARM X X
PS-3: As future public and private school facilities are planned, school districts shall evaluate if specific environmental effects would occur with regard to public schools, and DARM shall evaluate other school facilities. Typical impacts from school facilities include noise, traffic, andlighting. Typical mitigation to reduce potential impacts from school facilities includes:
(continued on next page)
During the
planning process
for future school
facilities
DARM, local
school districts,
and the
Division of the
State Architect
X X X

I I I I I

I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Public Services (continued):

PS-3 (continued from previous page)
• Noise: Barriers and setbacks placed on school sites.
• Traffic: Traffic devices for circulation.
• Lighting: Provision of hoods and deflectors on lighting fixtures for stadium lights.

Verification comments:
[see previous
page]
[see previous
page]
PS-4: As future parks and recreational facilities are planned, the City shall evaluate if specific environmental effects would occur. Typical impacts from school facilities include noise, traffic, and lighting. Typical mitigation to reduce potential impacts from park and recreational facilities includes:
• Noise: Barriers and setbacks placed on school sites.
• Traffic: Traffic devices for circulation.
• Lighting: Provision of hoods and deflectors on lighting fixtures for outdoor play area/field lights.

Verification comments:

During the
planning process
for future park
and recreation
facilities

DARM X X I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Public Services (continued):

PS-5: As future detention, court, library, and hospital facilities are planned, the appropriate agencies shall evaluate if specific environmental effects would occur. Typical impacts from court, library, and hospital facilities include noise, traffic, and lighting.

Typical mitigation to reduce potential impacts includes:
• Noise: Barriers and setbacks placed on school sites.
• Traffic: Traffic devices for circulation.
• Lighting: Provision of hoods and deflectors on outdoor lighting fixtures.

Verification comments:

During the
planning process
for future
detention, court,
library, and
hospital facilities
DARM, to the
extent that
agencies
constructing
these facilities
are subject to
City of Fresno
regulation
X
Utilities and Service Systems
USS-1: The City shall develop and implement a wastewater master plan update.

Verification comments:

Prior to
wastewater
conveyance and
treatment
demand
exceeding
capacity

DPU X X

I I I I I

I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems (continued):

USS-2: Prior to exceeding existing wastewater treatment capacity, the City shall evaluate the wastewater system and shall not approve additional development that contributes wastewater to the wastewater treatment facility that could exceed capacity until additional capacity is provided. By approximately the year 2025, the City shall construct the following improvements:
• Construct an approximately 70 MGD expansion of the
Regional Wastewater Treatment and Reclamation Facility
and obtain revised waste discharge permits as the
generation of wastewater is increased.
• Construct an approximately 0.49 MGD expansion of the
North Facility and obtain revised waste discharge permits as the generation of wastewater is increased.

Verification comments:

Prior to
exceeding
existing
wastewater
treatment
capacity

DPU X X
USS-3: Prior to exceeding existing wastewater treatment capacity, the City shall evaluate the wastewater system and shall not approve additional development that contributes wastewater to the wastewater treatment facility that could exceed capacity until additional capacity is provided. After (continued on next page)
Prior to
exceeding
existing
wastewater
treatment
capacity

DPU X X

I I I I I

I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems (continued):

USS-3 (continued from previous page)
approximately the year 2025, the City shall construct the following improvements:
• Construct an approximately 24 MGD wastewater treatment facility within the Southeast Development Area and obtain revised waste discharge requirements as the generation of wastewater is increased.
• Construct an approximately 9.6 MGD expansion of the
Regional Wastewater Treatment and Reclamation Facility
and obtain revised waste discharge permits as the
generation of wastewater is increased.

Verification comments:
[see previous
page]
[see previous
page]
USS-4: A Traffic Control/Traffic Management Plan to address traffic impacts during construction of water and sewer facilities shall be prepared and implemented, subject to approval by the City (and Fresno County, when work is being done in unincorporated area roadways). The plan shall identify access and parking restrictions, pavement markings and signage, and hours of construction and for deliveries. It shall include haul routes, the notification plan, and coordination withemergency service providers and schools.

Verification comments:

Prior to
construction of
water and sewer
facilities
PW for work in
the City; PW
and Fresno
County Public
Works and
Planning when
unincorporated
area roadways
are involved

X X I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems (continued):

USS-5: Prior to exceeding capacity within the existing
wastewater collection system facilities, the City shall evaluate the wastewater collection system and shall not approve
additional development that would generate additional
wastewater and exceed the capacity of a facility until additional capacity is provided. By approximately the year 2025, the following capacity improvements shall be provided.
• Orange Avenue Trunk Sewer: This facility shall be improved between Dakota and Jensen Avenues. Approximately
37,240 feet of new sewer main shall be installed and
approximately 5,760 feet of existing sewer main shall be rehabilitated. The size of the new sewer main shall range from 27 inches to 42 inches in diameter. The associated project designations in the 2006 Wastewater Master Plan are RS03A, RL02, C01-REP, C02-REP, C03-REP, C04-REP,
C05-REP, C06-REL and C07-REP.
• Marks Avenue Trunk Sewer: This facility shall be improved between Clinton Avenue and Kearney Boulevard.

Approximately 12,150 feet of new sewer main shall be
installed. The size of the new sewer main shall range from 33 inches to 60 inches in diameter. The associated project designations in the 2006 Wastewater Master Plan are CM1- REP and CM2-REP.
(continued on next page)
Prior to
exceeding
capacity within
the existing
wastewater
collection system
facilities

DPU X X I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems (continued):

USS-5 (continued from previous page)
• North Avenue Trunk Sewer: This facility shall be improved between Polk and Fruit Avenues and also between Orange
and Maple Avenues. Approximately 25,700 feet of new
sewer main shall be installed. The size of the new sewer main shall range from 48 inches to 66 inches in diameter.

The associated project designations in the 2006Wastewater Master Plan are CN1-REL1 and CN3-REL1.
• Ashlan Avenue Trunk Sewer: This facility shall be improved between Hughes and West Avenues and also between Fruit
and Blackstone Avenues. Approximately 9,260 feet ofnew
sewer main shall be installed. The size of the new sewer main shall range from 24 inches to 36 inches indiameter.

The associated project designations in the 2006 Wastewater Master Plan are CA1-REL and CA2-REP.

Verification comments:
[see previous
page]
[see previous
page]
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems (continued):

USS-6: Prior to exceeding capacity within the existing 28 pipeline segments shown in Figures 1 and 2 in Appendix J-1, the City shall evaluate the wastewater collection system and shall not approve additional development that would generate additional wastewater and exceed the capacity of one of the 28 pipeline segments until additional capacity is provided.

Verification comments:

Prior to
exceeding
capacity within
the existing 28
pipeline segments shown in
Figures 1 and 2
in Appendix J-1
of the MEIR

DPU X X
USS-7: Prior to exceeding existing water supply capacity, the City shall evaluate the water supply system and shall not approve additional development that demand additional water until additional capacity is provided. By approximately the year 2025, the following capacity improvements shall be provided. • Construct an approximately 80 million gallon per day (MGD) surface water treatment facility near the intersection of Armstrong and Olive Avenues, in accordance with Chapter 9 and Figure 9-1 of the City of Fresno MetropolitanWater Resources Management Plan Update (2014 Metro Plan
Update) Phase 2 Report, dated January 2012.
(continued on next page)
Prior to
exceeding
existing water
supply capacity

DPU X X

I I I I I

I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems (continued):

USS-7 (continued from previous page)
• Construct an approximately 30 MGD expansion of the
existing northeast surface water treatment facility for a total capacity of 60 MGD, in accordance with Chapter 9 and
Figure 9-1 of the 2014 Metro Plan Update.
• Construct an approximately 20 MGD surface water
treatment facility in the southwest portion of the City, in accordance with Chapter 9 and Figure 9-1 of the 2014 Metro Plan Update.

Verification comments:
[see previous
page]
[see previous
page]
USS-8: Prior to exceeding capacity within the existing water conveyance facilities, the City shall evaluate the water conveyance system and shall not approve additional
development that would demand additional water and exceed the capacity of a facility until additional capacity is provided. The following capacity improvements shall be provided by
approximately 2025.
• Construct 65 new groundwater wells, in accordance with Chapter 9 and Figure 9-1 of the 2014 Metro Plan Update. (continued on next page)
Prior to
exceeding
capacity within
the existing
water
conveyance
facilities

DPU X X I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems (continued):

USS-8 (continued from previous page)
• Construct a 2.0 million gallon potable water reservoir (Reservoir T2) near the intersection of Clovis and California Avenues, in accordance with Chapter 9 and Figure 9-1 of the 2014 Metro Plan Update.
• Construct a 3.0 million gallon potable water reservoir (Reservoir T3) near the intersection of Temperance and
Dakota Avenues, in accordance with Chapter 9 and Figure 9-1 of the 2014 Metro Plan Update.
• Construct a 3.0 million gallon potable water reservoir (Reservoir T4) in the Downtown Planning Area, in
accordance with Chapter 9 and Figure 9-1 of the 2014 Metro Plan Update.
• Construct a 4.0 million gallon potable water reservoir (Reservoir T5) near the intersection of Ashlan and Chestnut Avenues, in accordance with Chapter 9 and Figure 9-1 of the 2014 Metro Plan Update.
• Construct a 4.0 million gallon potable water reservoir (Reservoir T6) near the intersection of Ashlan Avenue and Highway 99, in accordance with Chapter 9 and Figure 9-1 of the 2014 Metro Plan Update.
(continued on next page)
[see previous
page]
[see previous
page]
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems (continued):

USS-8 (continued from previous two pages)
• Construct 50.3 miles of regional water transmission mains ranging in size from 24-inch to 48-inch diameter, in
accordance with Chapter 9 and Figure 9-1 of the 2014
Metro Plan Update.
• Construct 95.9 miles of 16-inch diameter transmission grid mains, in accordance with Chapter 9 and Figure 9-1 of the 2014 Metro Plan Update.

Verification comments:
[see Page 37] [see Page 37]
USS-9: Prior to exceeding capacity within the existing water conveyance facilities, the City shall evaluate the water conveyance system and shall not approve additional
development that would demand additional water and exceed the capacity of a facility until additional capacity is provided. The following capacity improvements shall be provided after approximately the year 2025 and additional water conveyance facilities shall be provided prior to exceedance of capacity within the water conveyance facilities to accommodate full buildout of the General Plan Update.
(continued on next page)
Prior to
exceeding
capacity within
the existing
water
conveyance
facilities

DPU X X I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems (continued):

USS-9 (continued from previous page)
• Construct a 4.0 million gallon potable water reservoir (SEDA Reservoir 1) within the northern part of the Southeast
Development Area.
• Construct a 4.0 million gallon potable water reservoir (SEDA Reservoir 2) within the southern part of the Southeast
Development Area.

Additional water conveyance facilities shall be provided prior to exceedance of capacity within the water conveyance
facilities to accommodate full buildout of the General Plan Update.

Verification comments:
[see previous
page]
[see previous
page]
USS-10: In order to maintain Fresno Irrigation District canal operability, FMFCD shall maintain operational intermittent flows during the dry season, within defined channel capacity and downstream capture capabilities, for recharge.

Verification comments:

During the dry
season
Fresno
Irrigation
District (FID)

X I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems - Biological Resources:

USS-11: When FMFCD proposes to provide drainage service outside of urbanized areas:
(a) FMFCD shall conduct preliminary investigations on
undeveloped lands outside of highly urbanized areas.

These investigations shall examine wetland hydrology,
vegetation and soil types. These preliminary
investigations shall be the basis for making a
determination on whether or not more in-depth wetland
studies shall be necessary. If the proposed project site does not exhibit wetland hydrology, support a prevalence of wetland vegetation and wetland soil types then no
further action is required.
(b) Where proposed activities could have an impact on areas verified by the Corps as jurisdictional wetlands or waters of the U.S. (urban and rural streams, seasonal wetlands, and vernal pools), FMFCD shall obtain the necessary
Clean Water Act, Section 404 permits for activities where fill material shall be placed in a wetland, obstruct the flow or circulation of waters of the United States, impair or reduce the reach of such waters. As part of FMFCD’s
Memorandum of Understanding with CDFG, Section 404
and 401 permits would be obtained from the U.S. Army
Corps of Engineers and from the
(continued on next page)
Prior to
development
approvals
outside of highly
urbanized areas
California
Regional
Water Quality
Control Board
(RWQCB), and
USACE

X I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems - Biological Resources (continued):

USS-11 (continued from previous page)
Regional Water Quality Control Board for any activity
involving filling of jurisdictional waters). At a minimum, to meet “no net loss policy,” the permits shall require
replacement of wetland habitat at a 1:1 ratio.
(c) Where proposed activities could have an impact on areas verified by the Corps as jurisdictional wetlands or waters of the U.S. (urban and rural streams, seasonal wetlands, and vernal pools), FMFCD shall submit and implement a
wetland mitigation plan based on the wetland acreage
verified by the U.S. Army Corps of Engineers. The
wetland mitigation plan shall be prepared by a qualified biologist or wetland scientist experienced in wetland
creation, and shall include the following or equally
effective elements:
i. Specific location, size, and existing hydrology and
soils within the wetland creation area.
ii. Wetland mitigation techniques, seed source,
planting specifications, and required buffer
setbacks. In addition, the mitigation plan shall
ensure adequate water supply is provided to the
created wetlands in order to maintain the proper
(continued on next page)
[see previous
page]
[see previous
page]
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems - Biological Resources (continued):

USS-11 (continued from previous two pages)
hydrologic regimes required by the different types
of wetlands created. Provisions to ensure the
wetland water supply is maintained in perpetuity
shall be included in the plan.
iii. A monitoring program for restored, enhanced, created, and preserved wetlands on the project site. A
monitoring program is required to meet three
objectives; 1) establish a wetland creation success
criteria to be met; 2) to specify monitoring
methodology; 3) to identify as far as is possible,
specific remedial actions that will be required inorder to achieve the success criteria; and 4) todocument
the degree of success achieved in establishing
wetland vegetation.
(d) A monitoring plan shall be developed and implemented by a qualified biologist to monitor results of any on-site wetland restoration and creation for five years. The
monitoring plan shall include specific success criteria, frequency and timing of monitoring, and assessment of
whether or not maintenance activities are being carried out and how these shall be adjusted if necessary.
(continued on next page)
[see Page 41] [see Page 41]
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems - Biological Resources (continued):

USS-11 (continued from previous three pages)
If monitoring reveals that success criteria are not being met, remedial habitat creation or restoration should be designed and implemented by a qualified biologist and
subject to five years of monitoring as described above.

Or
(e) In lieu of developing a mitigation plan that outlines the avoidance, purchase, or creation of wetlands, FMFCD
could purchase mitigation credits through a Corps
approved Mitigation Bank.

Verification comments:
[see Page 41] [see Page 41]
USS-12: When FMFCD proposes to provide drainage service outside in areas that support seasonal wetlands or vernalpools:
(a) During facility design and prior to initiation of ground disturbing activities in areas that support seasonal
wetlands or vernal pools, FMFCD shall conduct a
preliminary rare plant assessment. The assessment will
determine the likelihood on whether or not the project
site could support rare plants. If it is determined that the project site would not support rare plants, then no further (continued on next page)
During facility
design and prior
to initiation of
ground
disturbing
activities in
areas that
support seasonal
wetlands or
vernal pools
California
Department of
Fish & Wildlife
(CDFW) and
U.S. Fish and
Wildlife Service
(USFWS)

X I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems - Biological Resources (continued):

USS-12 (continued from previous page)
action is required. However, if the project site has the potential to support rare plants; then a rare plant survey shall be conducted. Rare plant surveys shall be
conducted by qualified biologists in accordance with the most current CDFG/USFWS guidelines or protocols and
shall be conducted at the time of year when the plants in question are identifiable.
(b) Based on the results of the survey, prior to design approval, FMFCD shall coordinate with CDFG and/or
implement a Section 7 consultation with USFWS, shall
determine whether the project facility would result in a significant impact to any special status plant species.

Evaluation of project impacts shall consider the following:
• The status of the species in question (e.g., officially listed by the State or Federal Endangered Species
Acts).
• The relative density and distribution of the on-site
occurrence versus typical occurrences of the species
in question.
(continued on next page)
[see previous
page]
[see previous
page]
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems - Biological Resources (continued):

USS-12 (continued from previous two pages)
• The habitat quality of the on-site occurrence relative to historic, current or potential distribution of the
population.
(c) Prior to design approval, and in consultation with the CDFG and/or the USFWS, FMFCD shall prepare and implement
a mitigation plan, in accordance with any applicable State and/or federal statutes or laws, thatreduces impacts to a less than significant level.

Verification comments:
[see Page 44] [see Page 44]
USS-13: When FMFCD proposes to provide drainage service outside in areas that support seasonal wetlands or vernalpools:
(a) During facility design and prior to initiation of ground disturbing activities in areas that support seasonal
wetlands or vernal pools, FMFCD shall conduct a
preliminary survey to determine the presence of listed
vernal pool crustaceans.
(continued on next page)
During facility
design and prior
to initiation of
ground
disturbing
activities in
areas that
support seasonal
wetlands or
vernal pools
CDFW and
USFWS

X I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems - Biological Resources (continued):

USS-13 (continued from previous page)
(b) If potential habitat (vernal pools, seasonally inundated areas) or fairy shrimp exist within areas proposed to be disturbed, FMFCD shall complete the first and second
phase of fairy shrimp presence or absence surveys. If an absence finding is determined and accepted by the
USFWS, then no further mitigation shall be required for fairy shrimp.
(c) If fairy shrimp are found to be present within vernal pools or other areas of inundation to be impacted by the
implementation of storm drainage facilities, FMFCD shall mitigate impacts on fairy shrimp habitat in accordance
with the USFWS requirements of the Programmatic
Biological Opinion. This shall include on-site or off-site creation and/or preservation of fairy shrimp habitat at ratios ranging from 3:1 to 5:1 depending on the habitat impacted and the choice of on-site or off-site mitigation.

Or mitigation shall be the purchase of mitigation credit through an accredited mitigation bank.

Verification comments:
[see previous
page]
[see previous
page]
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems - Biological Resources (continued):

USS-14: When FMFCD proposes to construct drainage
facilities in an area where elderberry bushes may occur:
(a) During facility design and prior to initiation of construction activities, FMFCD shall conduct a project- specific survey for all potential Valley Elderberry Longhorn Beetle (VELB) habitats (elderberry shrubs),including a stem count and an assessment of historic or current VELB habitat.
(b) FMFCD shall avoid and protect all potential identified VELB habitat where feasible.
(c) Where avoidance is infeasible, develop and implement a VELB mitigation plan in accordance with the most current USFWS mitigation guidelines for unavoidable take of
VELB habitat pursuant to either Section 7 or Section 10(a) of the Federal Endangered Species Act. The mitigation
plan shall include, but might not be limitedto, relocation of elderberry shrubs, planting of elderberry shrubs, and
monitoring of relocated and planted elderberry shrubs.

Verification comments:

During facility
design and prior
to initiation of
construction
activities
CDFW and
USFWS

X I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems - Biological Resources (continued):

USS-15: Prior to ground disturbing activities during nesting season (March through July) for a project that supports bird nesting habitat, FMFCD shall conduct a survey of trees. If nests are found during the survey, a qualified biologist shall assess the nesting activity on the project site. If active nests are located, no construction activities shall be allowed within 250 feet of the nest until the young have fledged. If construction activities are planned during the no n-breeding period (August through February), a nest survey is not necessary.

Verification comments:

Prior to ground
disturbing
activities during
nesting season
(March through
July) for a
project that
supports bird
nesting habitat
CDFW and
USFWS
X
USS-16: When FMFCD proposes to construct drainage
facilities in an area that supports bird nesting habitat:
(a) FMFCD shall conduct a pre-construction breeding- season survey (approximately February 1 through August31) of
proposed project sites in suitable habitat (levee and canal berms, open grasslands with suitable burrows) during the same calendar year that construction is planned to begin.

If phased construction procedures are planned for the
proposed project, the results of the above survey shall be valid only for the season when it is conducted.
(continued on next page)
Prior to ground
disturbing
activities during
nesting season
(March through
July) for a
project that
supports bird
nesting habitat
CDFW and
USFWS
X

I I I I I

I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems - Biological Resources (continued):

USS-16 (continued from previous page)
(b) During the construction stage, FMFCD shall avoid all burrowing owl nest sites potentially disturbed by project construction during the breeding season while the nest is occupied with adults and/or young. The occupied nest site shall be monitored by a qualified biologist to determine when the nest is no longer used. Avoidance shall include the establishment of a 160-foot diameter non-disturbance buffer zone around the nest site. Disturbance of any nest sites shall only occur outside of the breeding season and when the nests are unoccupied based on monitoring by a
qualified biologist. The buffer zone shall be delineated by highly visible temporary construction fencing.

Based on approval by CDFG, pre-construction and prebreeding season exclusion measures may be implemented to preclude burrowing owl occupation of the project site prior to project-related disturbance. Burrowing owls can be passively excluded from potential nest sites in the construction area, either by closing the burrows or placing one-way doors in the burrows according to current CDFG protocol. Burrows shall be examined not more than 30 days before construction to ensure that no owls have recolonized the area of construction. (continued on next page)
[see previous
page]
[see previous
page]
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems - Biological Resources (continued):

USS-16 (continued from previous two pages)
For each burrow destroyed, a new burrow shall be created (by installing artificial burrows at a ratio of 2:1 on protected lands nearby.

Verification comments:
[see Page 49] [see Page 49]
USS-17: When FMFCD proposes to construct drainage
facilities in the San Joaquin River corridor:
(a) FMFCD shall not conduct instream activities in the San Joaquin River between October 15 and April 15. If this is not feasible, FMFCD shall consult with the National Marine Fisheries Service and CDFW on the appropriate measures
to be implemented in order to protect listed salmonids in the San Joaquin River.
(b) Riparian vegetation shading the main channel that is removed or damaged shall be replaced at a ratio and
quantity sufficient to maintain the existing shading of the channel. The location of replacement trees on or within (continued on next page)
During instream
activities
conducted
between
October 15 and
April 15
National
Marine
Fisheries
Service
(NMFS),
CDFW, and
Central Valley
Flood
Protection
Board
(CVFPB)

X I I I I I
-
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems / Biological Resources (continued):

USS-17 (continued from previous page)
FMFCD berms, detention ponds or river channels shall
be approved by FMFCD and the Central Valley Flood
Protection Board.

Verification comments:
[see previous
page]
[see previous
page]
Utilities and Service Systems – Recreation / Trails:

USS-18: When FMFCD updates its District Service Plan:

Prior to final design approval of all elements of the District Services Plan, FMFCD shall consult with Fresno County, City of Fresno, and City of Clovis to determine if any element would temporarily disrupt or permanently displace adopted existing or planned trails and associated recreational facilities as a result of the proposed District Services Plan. If the proposed project would not temporarily disrupt or permanently displace adopted existing or planned trails, no further mitigation is necessary. If the proposed project would have an effect on the trails and associated facilities, FMFCD shall implement the following:
(continued on next page)
Prior to final
design approval
of all elements of
the District
Services Plan

DARM, PW,
City of Clovis,
and County of
Fresno

X I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems – Recreation / Trails (continued):

USS-18 (continued from previous page)
(a) If short-term disruption of adopted existing or planned trails and associated recreational facilities occur, FMFCD shall consult and coordinate with Fresno County, City of Fresno, and City of Clovis to temporarily re-route the trails and associated facilities.
(b) If permanent displacement of the adopted existing or planned trails and associated recreational facilities occur, the appropriate design modifications to prevent permanent displacement shall be implemented in the final project
design or FMFCD shall replace these facilities.

Verification comments:
[see previous
page]
[see previous
page]
Utilities and Service Systems – Air Quality:

USS-19: When District drainage facilities are constructed, FMFCD shall:
(a) Minimize idling time of construction equipment vehicles to no more than ten minutes, or require that engines be shut off when not in use.
(continued on next page)
During storm
water drainage
facility
construction
activities
Fresno
Metropolitan
Flood Control
District and

SJVAPCD

X I I I I I
PROJECT REQUIREMENT CHECKLIST FOR EA NO. T-6345/P22-00411/P22-00442 August 12, 2022 A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems – Air Quality (continued):

USS-19 (continued from previous page)
(b) Construction shall be curtailed as much as possible when the Air Quality Index (AQI) is above 150. AQI forecasts can be found on the SJVAPCD web site.
(c) Off-road trucks should be equipped with on-road engines if possible.
(d) Construction equipment should have engines that meet the current off-road engine emission standard (as certified by CARB), or be re-powered with an engine that meets this
standard.

Verification comments:
[see previous
page]
[see previous
page]
Utilities and Service Systems – Adequacy of Storm Water Drainage Facilities:

USS-20: Prior to exceeding capacity within the existing storm water drainage facilities, the City shall coordinate with FMFCD to evaluate the storm water drainage system and shall not approve additional development that would convey additional storm water to a facility that would experience an exceedance of capacity until the necessary additional capacity is provided.

Verification comments:

Prior to
exceeding
capacity within
the existing storm
water drainage
facilities

FMFCD, PW,
and DARM

X X X I I I I I
A - Incorporated into Project
B - Project Requirement Complete
C - Project Requirement in Progress
D - Responsible Agency Contacted
E - Part of City-Wide Program
F - Not Applicable

PROJECT REQUIREMENT WHEN

IMPLEMENTED

COMPLIANCE

VERIFIED BY A B C D E F
Utilities and Service Systems – Adequacy of Water Supply Capacity:

USS-21: Prior to exceeding existing water supply capacity, the City shall evaluate the water supply system and shall not approve additional development that demand additional water until additional capacity is provided. By approximately the year 2025, the City shall construct an approximately 25,000 AF/year tertiary recycled water expansion to the Fresno- Clovis Regional Wastewater Reclamation Facility in accordance with the 2013 Recycled Water Master Plan and the 2014 City of Fresno Metropolitan Water Resources Management Plan
update.

Implementation of Mitigation Measure USS-5 is also required prior to approximately the year 2025.

Verification comments:

Prior to
exceeding
existing water
supply capacity
DPU and
DARM
X X X
Utilities and Service Systems – Adequacy of Landfill Capacity:

USS-22: Prior to exceeding landfill capacity, the City shall evaluate additional landfill locations and shall not approve additional development that could contribute solid waste to a landfill that is at capacity until additional capacity is provided.

Verification comments:

Prior to
exceeding
landfill capacity
DPU and
DARM
X X

I I I I I

I I I I I
Autumn Ridge Residential Development
Local Transportation Analysis - Appendix
July 7, 2022
Prepared by:

VRPA Technologies, Inc.
4630 W. Jennifer, Suite 105
Fresno, CA 93722
Project Manager: Erik Ruehr
VRPA TECHNOlOGIES. INC.

APPENDIX A
General Plan and Development Code Update
~ Wl'PA -,:u,c_ -'-
City of Fresno
General Plan and Development Code Update
Master Environmental Impact Report Transportation and Traffic It should be noted that this traditional methodology used to analyze the roadway system does not consider the potential impact on walking, bicycling, and transit. Pedestrians, bicyclists, and transit riders are all users of the roadway system but may not be fully recognized in the traffic operations analysis and the calculation of LOS. The LOS thresholds in Table 5.14-2 are based on driver's comfort and convenience. Identifying the need for roadway improvements based on the resulting roadway LOS can have unintended impacts to other modes such as increasing the walking time for pedestrians. In evaluating the roadway system, a lower vehicle LOS may be desired when balanced against other community values related to resource protection, social equity, economic development, and consideration of pedestrians, bicyclists, and transit users.

Table 5.14-2: Roadway Functional Class and Peak Hour Level-of-Service Thresholds I I l Peak Hour Level of Service Capacity Threshold
Functional Class Median Lanes A B C D E
N/A1 4 2,720 4,460 6,630 7,720 8,630
3+Aux2 2,360 3,860 5,640 6,730 7,530
Freeway 3 2,000 3,270 4,660 5,740 6,430
2+Aux 1,650 2,700 3,850 4,760 5,340
2 1,300 2,130 3,050 3,790 4,260
Divided 6 2,410 3,960 5,730 7,450 8,450
State Expressway 4 1,610 2,650 3,810 4,960 5,630
2 810 1,340 1,890 2,470 2,810
Raised 6 1,860 6,170 6,520
Median 5 1,520 5,110 5,430
City Expressway
4 1,180 4,050 4,340
2 520 1,910 2,160
Raised 6 4,910 6,240
Super Arterial Median 5 4,040 5,195
4 3,170 4,150
Raised 8 2,120 7,070 7,490
Median 6 1,560 5,270 5,610
5 1,280 4,370 4,670
4 1,000 3,470 3,730
Arterial
3 720 2,555 2,795
2 440 1,640 1,860
TWLTL3 4 940 3,290 3,550
2 420 1,550 1,760
FirstCarbon Solutions 5.14-7
M:\DriveT@VOll\shared\31680016- Fresno General Plan MEIR\Fresno GP MEIR_FINAL 7.22.14\31680016 Sec 05-14 Transportation MEIR 7.22.14.doc Transportation and Traffic
City of Fresno
General Plan and Development Code Update
Master Environmental Impact Report
i I l Peak Hour Level of Service Capacity Threshold
Functional Class Median Lanes A I B C D E
Undivided 4 770 2,740 2,980
2 340 1,270 1,480
TWLTL 4 940 3,290 3,550
2 420 1,550 1,760
Collector
Undivided 4 770 2,740 2,980
2 340 1,270 1,480
Undivided 3 1,960 2,240 2,430 2,610
One-Way 2 1,250 1,490 1,620 1,740
1 550 740 800 870
Rural State Undivided 2 310 570 1,020 1,730 2,470
Highway
Divided 4 1,950 3,580 3,780
Rural Arterial
Undivided 2 570 1,230 1,310
Rural Undivided 2 700 930 1,000
Collector/Local
Notes: 1 N/A- Not applicable for operational class 2 Aux - Auxiliary Lane 3 TWLTL-Two-way Left-turn Lane - LOS is not achievable because of type of facility.

Source: Fehr & Peers 2012.

Exhibit 5.14-2 shows existing AM peak hour traffic volumes (two-way total) and LOS (See Appendix H-3 for detail) and Exhibit 5.14-3 shows existing PM peak hour traffic volumes (two-way total) and LOS (See Appendix H-4 for detail). Exhibit 5.14-4 illustrates the planned roadway number of lanes.

Most roadways operate at LOS D or better during the AM and PM peak hours, except for the following, which operate at LOS E and F:

City of Fresno
• Willow Avenue - Copper to Behymer Avenue (LOS E during the PM peak hour) • Willow Avenue - Behymer Avenue to Shepherd Avenue (LOS F during the PM peak hour) • Golden State Boulevard - Shaw Avenue to Swift Avenue (LOS F during the PM peak hour) • Golden State Boulevard - Motel Drive to Ashlan Avenue (LOS E during the PM peak hour) • Nees Avenue - Jordan Avenue to Paula Avenue (LOS E during the PM peak hour) • Cornelia Avenue - Ashlan Avenue to Griffith Way (LOS E during the PM peak hour) • Marks Avenue - Dakota Avenue to Weber Avenue (LOS E during the PM peak hour) • Clinton Avenue - Valentine Avenue to Marks Avenue (LOS F during the PM peak hour)

5.14-8 FirstCarbon Solutions M:\DriveT@VOll\shared\31680016- Fresno General Plan MEIR\ Fresno GP MEIR_FINAL 7.22.14\ 31680016 Sec OS-14 Transportation MEIR 7.22.14.doc

APPENDIX B
Traffic Count Data Worksheets
~ Wl'PA -,:u,c_ -'-
National Data & Surveying Serviceslntersection Turning Movement Count Location: S Willow Ave & E Butler Ave
City: Fresno Project ID: 21-090096-001
Control: Signalized Date: 10/5/2021
Data -Totals
SWilo Ave S Wil w Ave E Butler Av E Butler Ave

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
0 1 0 0 0 0 0 0 0 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 9 0 12 0 0 0 0 0 0 13 6 0 8 30 0 0 78
7:15 AM 8 0 26 0 0 0 0 0 0 37 14 0 32 63 0 0 180
7:30 AM 29 0 45 0 0 0 0 0 0 69 31 0 57 102 0 0 333
7:45 AM 35 0 62 0 0 0 0 0 0 73 36 0 56 100 0 0 362
8:00 AM 17 0 12 0 0 0 0 0 0 41 13 0 31 76 0 0 190
8:15 AM 19 0 10 0 0 0 0 0 0 28 8 0 7 36 0 0 108
8:30 AM 19 0 7 0 0 0 0 0 0 18 8 0 16 47 0 0 115
8:45 AM 28 0 11 0 0 0 0 0 0 25 6 0 6 49 0 0 125

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 164 0 185 0 0 0 0 0 0 304 122 0 213 503 0 0 1491 APPROACH "Io's : 46.99% 0.00% 53.01% 0.00% 0.00% 71.36% 28.64% 0.00% 29.75% 70.25% 0.00% 0.00% 0 ,1 - 08:1 TOTAL PEAK HR VOL : 89 0 145 0 0 0 0 0 0 220 94 0 176 341 0 0 1065 PEAK HR FACTOR : 0.636 0.000 0.585 0.000 0.000 0.000 0.000 0.000 0.000 0.753 0.653 0.000 0.772 0.836 0.000 0.000 0.735 0.603 0.720 0.813

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
0 1 0 0 0 0 0 0 0 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 27 0 24 0 0 0 0 0 0 52 19 0 17 47 0 0 186
4:15 PM 20 0 21 0 0 0 0 0 0 63 8 0 24 so 0 0 186
4:30 PM 27 0 28 0 0 0 0 0 0 43 15 0 20 57 0 0 190
4:45 PM 22 0 25 0 0 0 0 0 0 52 14 0 29 68 0 0 210
5:00 PM 25 0 25 0 0 0 0 0 0 73 21 0 31 65 0 0 240
5:15 PM 23 0 23 0 0 0 0 0 0 68 23 0 24 68 0 0 229
5:30 PM 18 0 27 0 0 0 0 0 0 66 13 0 18 49 0 0 191
5:45 PM 15 0 15 0 0 0 0 0 0 55 19 0 19 46 0 0 169

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 177 0 188 0 0 0 0 0 0 472 132 0 182 450 0 0 1601 APPROACH "Io's : 48.49% 0.00% 51.51% 0.00% 0.00% 78.15% 21.85% 0.00% 28.80% 71.20% 0.00% 0.00% 0 : p - 05: p TOTAL
PEAK HR VOL : 88 0 100 0 0 0 0 0 0 259 71 0 102 250 0 0 870 PEAK HR FACTOR : 0.880 0.000 0.926 0.000 0.000 0.000 0.000 0.000 0.000 0.887 0.772 0.000 0.823 0.919 0.000 0.000 0.906 0.940 0.878 0.907 National Data & Surveying Serviceslntersection Turning Movement Count Location: S Willow Ave & E Church Ave
City: Fresno Project ID: 21-090096-002
Control: 4-Way Stop Date: 10/ 5/2021
Data -Totals
SWilo Ave S Wil w Ave E Church Ave E Church Ave

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
0 1 0 0 0 1 1 0 0 1 1 0 0 1 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 2 9 6 0 4 8 2 0 2 31 4 0 7 43 7 0 125
7:15 AM 7 19 6 0 9 14 16 0 13 37 8 1 11 55 8 0 204
7:30 AM 8 29 11 0 35 16 23 0 26 47 7 0 10 62 24 0 298
7:45 AM 11 30 23 0 49 18 42 0 26 56 13 0 13 62 54 0 397 8:00 AM 5 14 24 0 20 13 12 0 5 62 5 0 15 54 6 0 235
8:15 AM 2 13 14 0 6 10 5 0 9 42 5 0 28 40 10 0 184
8:30 AM 0 15 7 0 3 6 5 0 1 27 7 0 5 31 8 0 115
8:45 AM 0 15 6 0 1 6 2 0 2 20 3 0 6 27 6 0 94

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 35 144 97 0 127 91 107 0 84 322 52 1 95 374 123 0 1652 APPROACH "Io's : 12.68% 52.17% 35.14% 0.00% 39.08% 28.00% 32.92% 0.00% 18.30% 70.15% 11.33% 0.22% 16.05% 63.18% 20.78% 0.00% 0 ,1 - 08:1 TOTAL
PEAK HR VOL : 31 92 64 0 113 61 93 0 70 202 33 1 49 233 92 0 1134 PEAK HR FACTOR : 0.705 0.767 0.667 0.000 0.577 0.847 0.554 0.000 0.673 0.815 0.635 0.250 0.817 0.940 0.426 0.000 0.714 0.730 0.612 0.805 0.725

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
0 1 0 0 0 1 1 0 0 1 1 0 0 1 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 9 18 10 0 4 14 15 0 12 56 3 0 10 54 6 0 211
4:15 PM 7 23 9 0 1 15 9 0 7 61 2 0 13 so 5 0 202
4:30 PM 2 32 18 0 5 12 7 0 4 71 7 0 7 40 8 0 213
4:45 PM 10 19 9 0 5 18 9 0 6 76 7 0 16 60 8 0 243
5:00 PM 6 24 9 0 10 15 18 0 14 45 6 0 9 41 9 0 206
5:15 PM 6 16 4 0 8 23 13 0 8 71 9 0 10 52 14 0 234
5:30 PM 7 28 8 0 10 16 11 0 9 62 4 0 12 60 8 0 235
5:45 PM 9 13 18 0 8 11 18 0 8 58 1 0 8 71 8 0 231

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 56 173 85 0 51 124 100 0 68 500 39 0 85 428 66 0 1775 APPROACH "Io's : 17.83% 55.10% 27.07% 0.00% 18.55% 45.09% 36.36% 0.00% 11.20% 82.37% 6.43% 0.00% 14.68% 73.92% 11.40% 0.00% 0 : p - 05: p TOTAL
PEAK HR VOL : 29 87 30 0 33 72 51 0 37 254 26 0 47 213 39 0 918 PEAK HR FACTOR : 0.725 0.777 0.833 0.000 0.825 0.783 0.708 0.000 0.661 0.836 0.722 0.000 0.734 0.888 0.696 0.000 0.944 0.849 0.886 0.890 0.890 National Data & Surveying Serviceslntersection Turning Movement Count Location: S Willow Ave & E Jensen Ave
City: Fresno Project ID: 21-090096-003
Control: Signalized Date: 10/ 5/2021
Data -Totals
SWilo Ave S Wil w Ave EJ n n Ave E Jensen Ave

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
1 1 0 0 1 1 1 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 1 1 4 0 2 6 19 0 2 53 8 0 5 187 2 0 290
7:15 AM 3 1 1 0 4 8 23 0 8 67 4 0 7 186 10 1 323
7:30 AM 7 5 6 0 12 6 35 0 14 103 5 2 8 260 10 0 473
7:45 AM 7 4 0 0 7 12 23 0 18 82 14 0 11 255 8 0 441
8:00 AM 4 1 4 0 11 2 17 0 8 70 4 1 13 138 13 0 286
8:15 AM 4 2 3 0 4 3 12 0 7 65 10 0 12 136 5 0 263
8:30 AM 6 6 3 0 3 1 11 0 4 54 6 1 8 106 5 1 215
8:45 AM 4 5 4 0 1 3 16 0 6 57 7 0 6 87 3 0 199

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 36 25 25 0 44 41 156 0 67 551 58 4 70 1355 56 2 2490 APPROACH "Io's : 41.86% 29.07% 29.07% 0.00% 18.26% 17.01% 64.73% 0.00% 9.85% 81.03% 8.53% 0.59% 4.72% 91.37% 3.78% 0.13% 0 .00 - 08:00 TOTAL
PEAK HR VOL : 18 11 11 0 25 32 100 0 42 305 31 2 31 888 30 1 1527 PEAK HR FACTOR : 0.643 0.550 0.458 0.000 0.521 0.667 0.714 0.000 0.583 0.740 0.554 0.250 0.705 0.854 0.750 0.250 0.807 0.556 0.741 0.766 0.854

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
1 1 0 0 1 1 1 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 9 12 6 0 7 6 10 0 14 150 6 2 3 99 6 0 330
4:15 PM 9 11 7 0 7 4 15 0 13 188 11 6 0 97 9 1 378
4:30 PM 11 19 8 0 7 2 4 0 26 172 6 6 4 107 5 0 377
4:45 PM 9 10 12 0 7 5 8 0 12 124 2 5 3 119 10 0 326
5:00 PM 20 20 14 0 1 3 12 0 21 191 6 4 5 67 6 0 370
5:15 PM 10 8 11 0 5 3 12 0 10 162 6 2 0 90 8 0 327
5:30 PM 11 6 4 0 9 4 12 0 26 145 4 2 3 92 7 0 325
5:45 PM 6 12 9 0 4 1 11 0 18 109 3 2 2 113 5 0 295

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 85 98 71 0 47 28 84 0 140 1241 44 29 20 784 56 1 2728 APPROACH "Io's : 33.46% 38.58% 27.95% 0.00% 29.56% 17.61% 52.83% 0.00% 9.63% 85.35% 3.03% 1.99% 2.32% 91.06% 6.50% 0.12% 0 : p - 05: p TOTAL
PEAK HR VOL : 49 60 41 0 22 14 39 0 72 675 25 21 12 390 30 1 1451 PEAK HR FACTOR : 0.613 0.750 0.732 0.000 0.786 0.700 0.650 0.000 0.692 0.884 0.568 0.875 0.600 0.819 0.750 0.250 0.960 0.694 0.721 0.893 0.820

APPENDIX C
Synchro 10(HCM 6th Edition) Worksheets
~ Wl'PA -,:u,c_ -'-

EXISTING CONDITIONS
HCM 6th Signalized Intersection Summary
1: Willow Avenue & Butler Avenue
-+
Movement EBT
Lane Configurations ft.

Traffic Volume (veh/h) 220
Future Volume (veh/h) 220
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT)
Parking Bus, Ad" 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1856
Adj Flow Rate, veh/h 297
Peak Hour Factor 0.74
Percent Heavy Veh, % 3
Cap, veh/h 368
Arrive On Green 0.30
Sat Flow, veh/h 1233
Grp Volume(v), veh/h 0
Grp Sat Flow(s),veh/h/ln 0
Q Serve(g_s), s 0.0
Cycle Q Clear(g_c), s 0.0
Prop In Lane
Lane Grp Cap(c), veh/h 0
V/C Ratio(X) 0.00
Avail Cap(c_a), veh/h 0
HCM Platoon Ratio 1.00
Upstream Filter(I) 0.00
Uniform Delay (d), s/veh 0.0
Iner Delay (d2), s/veh 0.0
Initial Q Delay(d3),s/veh 0.0
o/oile BackOfQ(50%),veh/ln 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0
LnGre LOS A
Approach Vol, veh/h 424
Approach Delay, s/veh 20.7
Approach LOS C
irimer - Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+l1), s
Green Ext Time (p_c), s
Intersection Summa~
HCM 6th Ctrl Delay
HCM 6th LOS
Existing Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.
\'
EBR
94 94
0 1.00

1.00 1856
127

0.74 3
157

0.30 527
424
1761

12.2 12.2

0.30 526

0.81 922

1.00 1.00

17.7 3.0

0.0 4.5

20.7 C
2 18.2

5.4 25.6

12.0 0.8
"f +-

WBL WBT
"'i t
176 341
176 341
0 0

1.00 1.00 1.00
No
1856 1856
238 461

0.74 0.74
3 3
300 1052

0.17 0.57
1767 1856
238 461
1767 1856

7.1 7.8

7.1 7.8

1.00 300 1052

0.79 0.44
634 1821

1.00 1.00

1.00 1.00
21 .7 6.8

4.7 0.3

0.0 0.0

2.9 2.1

26.5 7.1
C A
699

13.7 B
3 4

14.7 21 .7

5.4 5.4

19.6 28.6

9.1 14.2

0.5 2.1

18.1 B
~
NBL
V
89 89
0 1.00

1.00 No
1856
120

0.74 3
146

0.24 621
317
1642

10.0 10.0

0.38 386

0.82 770

1.00 1.00

19.8 4.4

0.0 3.7

24.2 C
317

24.2 C
~
NBR
145
145
0 1.00

1.00 1856
196

0.74 3
239

0.24 1015
0 0

0.0 0.0

0.62 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

0.0 A
8 36.4

5.4 53.6

9.8 3.0
11/07/2021
Synchro 10 Report

HCM 6th Signalized Intersection Summary
3: Willow Avenue & Jensen Avenue
.,.,.
-+ -,. f +- -\.. ~ t
Movement EBL EBT EBR WBL WBT WBR NBL NBT
Lane Configurations "i tf+ "i tf+ "i f+
Traffic Volume (veh/h) 44 305 31 32 888 30 18 11
Future Volume (veh/h) 44 305 31 32 888 30 18 11
Initial Q (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 54 377 38 40 1096 37 22 14
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 3 3 3 3 3 3 3 3
Cap, veh/h 82 1221 122 71 1291 44 48 255
Arrive On Green 0.05 0.38 0.38 0.04 0.37 0.37 0.03 0.30 Sat Flow, veh/h 1767 3236 324 1767 3480 117 1767 851
Grp Volume(v), veh/h 54 204 211 40 555 578 22 0
Grp Sat Flow(s),veh/h/ln 1767 1763 1797 1767 1763 1834 1767 0 Q Serve(g_s), s 3.0 8.2 8.3 2.2 29.0 29.0 1.2 0.0
Cycle Q Clear(g_c), s 3.0 8.2 8.3 2.2 29.0 29.0 1.2 0.0 Prop In Lane 1.00 0.18 1.00 0.06 1.00
Lane Grp Cap(c), veh/h 82 665 678 71 654 681 48 0
V/C Ratio(X) 0.66 0.31 0.31 0.56 0.85 0.85 0.45 0.00
Avail Cap(c_a), veh/h 169 910 928 129 869 905 111 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.1 22.0 22.0 47.3 29.0 29.0 48.1 0.0 Iner Delay (d2), s/veh 8.6 0.3 0.3 6.8 6.1 5.9 6.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o/oile BackOfQ(50%),veh/ln 1.5 3.1 3.2 1.1 12.1 12.5 0.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.6 22.3 22.3 54.1 35.1 34.9 54.6 0.0 LnGre LOS E C C D D C D A
Approach Vol, veh/h 469 1173 50
Approach Delay, s/veh 26.1 35.7 38.1
Approach LOS C D D
irimer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.9 36.6 10.5 44.4 9.3 36.2 11 .2 43.7 Change Period (Y+Rc), s 5.4 6.5 6.5 6.5 6.5 * 6.5 6.5 6.5 Max Green Setting (Gmax), s 6.6 29.4 7.3 51.8 6.3 * 30 9.6 49.5 Max Q Clear Time (g_c+l1), s 3.7 3.2 4.2 10.3 3.2 6.5 5.0 31 .0 Green Ext Time (p_c), s 0.0 0.1 0.0 2.1 0.0 0.5 0.0 6.2 Intersection Summa~
HCM 6th Ctrl Delay 32.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Existing Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.
~
NBR
11 11
0 1.00

1.00 1856
14 0.81
3 255

0.30 851
28 1702

1.2 1.2

0.50 510

0.05 510

1.00 1.00

25.0 0.2

0.0 0.5

25.2 C
11/07/2021
~ ! -cl'
SBL SBT SB~
"i + .,,
25 32 100
25 32 100
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
31 40 123

0.81 0.81 0.81
3 3 3
61 549 465

0.03 0.30 0.30
1767 1856 1572
31 40 123
1767 1856 1572

1.7 1.6 4.5

1.7 1.6 4.5

1.00 1.00
61 549 465

0.51 0.07 0.26
116 549 465

1.00 1.00 1.00

1.00 1.00 1.00

47.6 25.4 15.2

6.4 0.3 1.4

0.0 0.0 0.0

0.9 0.7 2.2

54.0 25.7 16.6
D C B
194

24.4 C
Synchro 10 Report
Page2
Queues
1: Willow Avenue & Butler Avenue
-+
Lane Groue EBT
Lane Group Flow (vph) 424
v/c Ratio 0.77
Control Delay 32.1
Queue Delay 0.0
Total Delay 32.1
Queue Length 50th (ft) 147
Queue Length 95th (ft) 233
Internal Link Dist (ft) 1512
Turn Bay Length (ft)
Base Capacity (vph) 808
Starvation Cap Reductn 0
Spillback Cap Reductn 0
Storage Cap Reductn 0
Reduced v/c Ratio 0.52
Intersection Summa!)'.

Existing Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.
f
WBL
238

0.64 35.8

0.0 35.8
89 159
100
539
0 0
0 0.44
+-
WBT
461

0.42 9.2

0.0 9.2
87 147
2571
1472
0 0
0 0.31
"\
NBL
316

0.70 27.2

0.0 27.2
85 142
3098
720
0 0
0 0.44
11/07/2021
Synchro 10 Report

Queues
3: Willow Avenue & Jensen Avenue
.,.,.
-+
Lane Groue EBL EBT
Lane Group Flow (vph) 54 415
v/c Ratio 0.38 0.28
Control Delay 58.4 19.9
Queue Delay 0.0 0.0
Total Delay 58.4 19.9
Queue Length 50th (ft) 38 104
Queue Length 95th (ft) 74 124
Internal Link Dist (ft) 2543
Turn Bay Length (ft) 250
Base Capacity (vph) 175
Starvation Cap Reductn 0
Spillback Cap Reductn 0
Storage Cap Reductn 0
Reduced v/c Ratio 0.31
Intersection Summa!)'.

Existing Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.
1868
0 0
0 0.22
"f
WBL
40 0.33

59.6 0.0

59.6 28
61 125
133
0 0
0 0.30
+-
WBT
1133

0.84 35.5

0.0 35.5
389
410
2787
1798
0 0
0 0.63
~ t '.

NBL NBT SBL
22 28 31

0.20 0.05 0.27

57.6 22.3 59.0

0.0 0.0 0.0

57.6 22.3 59.0
16 8 22
40 29 51
592
150 150
114 531 120
0 0 0
0 0 0
0 0 0

0.19 0.05 0.26
!
SBT
40 0.06

31.5 0.0

31.5 18
48 1750
620
0 0
0 0.06
.,,
SBR
123

0.19 0.7

0.0 0.7
0 0
659
0 0
0 0.19
11/07/2021
Synchro 10 Report
Page2
HCM 6thAWSC
2: Willow Avenue & Church Avenue
Intersection
Intersection Delay, s/veh 43.8
Intersection LOS E
Movement EBL EBT
Lane Configurations 4
Traffic Vol, veh/h 70 202
Future Vol, veh/h 70 202
Peak Hour Factor 0.71 0.71
Heavy Vehicles, % 3 3
MvmtFlow 99 285
Number of Lanes 0 1
roach EB
Opposing Approach WB
Opposing Lanes 2
Conflicting Approach Left SB
Conflicting Lanes Left 2
Conflicting Approach Right NB
Conflicting Lanes Right 1
HCM Control Delay 57.3

HCM LOS F
Lane NBLn1
Vol Left, % 17%
Vol Thru, % 49%
Vol Right,% 34%
Sign Control Stop
Traffic Vol by Lane 187
LT Vol 31
Through Vol 92
RT Vol 64
Lane Flow Rate 263
Geometry Grp 6
Degree of Util (X) 0.69
Departure Headway (Hd) 9.426
Convergence, Y/N Yes
Cap 385
Service Time 7.484
HCM Lane V/C Ratio 0.683
HCM Control Delay 31.1
HCM Lane LOS D
HCM 95th-tile Q 5
Existing Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.

EBR
.,,
33 33

0.71 3
46 1
EBLn1
26%
74%
0%
Stop
272
70 202
0 383
7 0.948

8.912
Yes
410

6.641

0.934

62.8 F

10.7 WBL
49 49

0.71 3
69 0
WB
EB
2 NB
1 SB
2 53.7
F
EBLn2
0%
0%
100%
Stop
33 0
0 33
46 7

0.104

8.047
Yes
447

5.776

0.103

11.7 B

0.3 WBT WBR NBL
4 .,
233 92 31
233 92 31

0.71 0.71 0.71
3 3 3
328 130 44
1 1 0
NB
SB
2 EB
2 WB
2 31.1
D
WBLn1 WBLn2 SBLn1
17% 0% 65%
83% 0% 35%
0% 100% 0%
Stop Stop Stop
282 92 174
49 0 113
233 0 61
0 92 0
397 130 245
7 7 7

0.968 0.286 0.648

8.778 7.957 9.52
Yes Yes Yes
413 452 380

6.509 5.688 7.255

0.961 0.288 0.645

66.7 13.9 28.2
F B D

11.4 1.2 4.4

NBT NBR
~
92 64
92 64

0.71 0.71
3 3
130 90
1 0
SBLn2
0%
0%
100%
Stop
93 0
0 93
131
7 0.307

8.451
Yes
426

6.186

0.308

14.9 B

1.3 11/07/2021
SBL SBT SBR.
4 .,,
113 61 93
113 61 93

0.71 0.71 0.71
3 3 3
159 86 131
0 1 1
SB
NB
1 WB
2 EB
2 23.6
C
Synchro 10 Report

HCM 6th Signalized Intersection Summary
1: Willow Avenue & Butler Avenue
-+ \' "f +- ~
Movement EBT EBR WBL WBT NBL
Lane Configurations ft. "'i t V
Traffic Volume (veh/h) 259 71 102 250 88
Future Volume (veh/h) 259 71 102 250 88
Initial Q (Qb), veh 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 285 78 112 275 97
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 3 3 3 3 3
Cap, veh/h 399 109 189 979 156
Arrive On Green 0.28 0.28 0.11 0.53 0.20
Sat Flow, veh/h 1403 384 1767 1856 774
Grp Volume(v), veh/h 0 363 112 275 208
Grp Sat Flow(s),veh/h/ln 0 1786 1767 1856 1659
Q Serve(g_s), s 0.0 7.3 2.4 3.3 4.6
Cycle Q Clear(g_c), s 0.0 7.3 2.4 3.3 4.6
Prop In Lane 0.21 1.00 0.47
Lane Grp Cap(c), veh/h 0 509 189 979 334
V/C Ratio(X) 0.00 0.71 0.59 0.28 0.62
Avail Cap(c_a), veh/h 0 1464 648 2453 1109
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 12.8 16.9 5.2 14.5
Iner Delay (d2), s/veh 0.0 1.9 2.9 0.2 1.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 0.0 2.4 0.9 0.6 1.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 14.7 19.9 5.4 16.4
LnGre LOS A B B A B
Approach Vol, veh/h 363 387 208
Approach Delay, s/veh 14.7 9.6 16.4
Approach LOS B A B
irimer - Assigned Phs 2 3 4
Phs Duration (G+Y+Rc), s 13.4 9.7 16.7
Change Period (Y+Rc), s 5.4 5.4 5.4
Max Green Setting (Gmax), s 26.6 14.6 32.6
Max Q Clear Time (g_c+l1), s 6.6 4.4 9.3
Green Ext Time (p_c), s 0.6 0.2 2.1
Intersection Summa~
HCM 6th Ctrl Delay 13.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Existing Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.
~
NBR
100
100
0 1.00

1.00 1856
110

0.91 3
176

0.20 877
0 0

0.0 0.0

0.53 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

0.0 A
8 26.4

5.4 52.6

5.3 1.6
11/07/2021
Synchro 10 Report

HCM 6th Signalized Intersection Summary
3: Willow Avenue & Jensen Avenue
.,.,.
-+ -,. f +- -\.. ~ t
Movement EBL EBT EBR WBL WBT WBR NBL NBT
Lane Configurations "i tf+ "i tf+ "i f+
Traffic Volume (veh/h) 93 675 25 13 390 30 49 60
Future Volume (veh/h) 93 675 25 13 390 30 49 60
Initial Q (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 97 703 26 14 406 31 51 62
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3
Cap, veh/h 200 893 33 35 546 42 87 411
Arrive On Green 0.11 0.26 0.26 0.02 0.16 0.16 0.05 0.40 Sat Flow, veh/h 1767 3467 128 1767 3320 253 1767 1020
Grp Volume(v), veh/h 97 357 372 14 215 222 51 0
Grp Sat Flow(s),veh/h/ln 1767 1763 1832 1767 1763 1810 1767 0 Q Serve(g_s), s 4.4 16.2 16.2 0.7 9.9 10.0 2.4 0.0
Cycle Q Clear(g_c), s 4.4 16.2 16.2 0.7 9.9 10.0 2.4 0.0 Prop In Lane 1.00 0.07 1.00 0.14 1.00
Lane Grp Cap(c), veh/h 200 454 472 35 290 298 87 0
V/C Ratio(X) 0.49 0.79 0.79 0.40 0.74 0.75 0.59 0.00
Avail Cap(c_a), veh/h 381 895 930 175 689 707 258 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 35.7 29.6 29.6 41 .5 34.1 34.1 39.9 0.0 Iner Delay (d2), s/veh 1.8 3.1 3.0 7.2 3.7 3.7 6.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o/oile BackOfQ(50%),veh/ln 1.9 6.5 6.8 0.3 4.2 4.3 1.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.5 32.7 32.6 48.7 37.8 37.8 46.0 0.0 LnGre LOS D C C D D D D A
Approach Vol, veh/h 826 451 156
Approach Delay, s/veh 33.2 38.2 26.3
Approach LOS C D C
irimer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.9 41 .0 8.2 28.6 10.7 38.2 16.2 20.6 Change Period (Y+Rc), s 5.4 6.5 6.5 6.5 6.5 * 6.5 6.5 6.5 Max Green Setting (Gmax), s 8.6 34.5 8.5 43.5 12.5 * 31 18.5 33.5 Max Q Clear Time (g_c+l1), s 3.1 5.3 2.7 18.2 4.4 2.8 6.4 12.0 Green Ext Time (p_c), s 0.0 0.5 0.0 3.9 0.0 0.1 0.1 2.1 Intersection Summa~
HCM 6th Ctrl Delay 33.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Existing Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.
~
NBR
41 41
0 1.00

1.00 1856
43 0.96
3 285

0.40 708
105
1728

3.3 3.3

0.41 696

0.15 696

1.00 1.00

16.3 0.5

0.0 1.2

16.8 B
11/07/2021
~ ! -cl'
SBL SBT SB~
"i + .,,
22 14 39
22 14 39
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
23 15 41

0.96 0.96 0.96
3 3 3
52 686 582

0.03 0.37 0.37
1767 1856 1572
23 15 41
1767 1856 1572

1.1 0.4 0.8

1.1 0.4 0.8

1.00 1.00
52 686 582

0.44 0.02 0.07
177 686 582

1.00 1.00 1.00

1.00 1.00 1.00

40.9 17.2 5.9

5.7 0.1 0.2

0.0 0.0 0.0

0.5 0.2 0.5

46.6 17.2 6.1
D B A
79 20.0
C
Synchro 10 Report
Page2
Queues
1: Willow Avenue & Butler Avenue
-+
Lane Groue EBT
Lane Group Flow (vph) 363
v/c Ratio 0.62
Control Delay 21.4
Queue Delay 0.0
Total Delay 21.4
Queue Length 50th (ft) 88
Queue Length 95th (ft) 217
Internal Link Dist (ft) 1512
Turn Bay Length (ft)
Base Capacity (vph) 1207
Starvation Cap Reductn 0
Spillback Cap Reductn 0
Storage Cap Reductn 0
Reduced v/c Ratio 0.30
Intersection Summa!)'.

Existing Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.
f
WBL
112

0.35 26.1

0.0 26.1
30 93
100
547
0 0
0 0.20
+-
WBT
275

0.28 6.9

0.0 6.9
34 93
2571
1691
0 0
0 0.16
"\
NBL
207

0.48 18.7

0.0 18.7
38 114
3098
979
0 0
0 0.21
11/07/2021
Synchro 10 Report

Queues
3: Willow Avenue & Jensen Avenue
.,.,.
-+
Lane Groue EBL EBT
Lane Group Flow (vph) 97 729
v/c Ratio 0.43 0.61
Control Delay 45.3 27.4
Queue Delay 0.0 0.0
Total Delay 45.3 27.4
Queue Length 50th (ft) 53 171
Queue Length 95th (ft) 112 301
Internal Link Dist (ft) 2543
Turn Bay Length (ft) 250
Base Capacity (vph) 386
Starvation Cap Reductn 0
Spillback Cap Reductn 0
Storage Cap Reductn 0
Reduced v/c Ratio 0.25
Intersection Summa!)'.

Existing Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.
1794
0 0
0 0.41
"f
WBL
14 0.10

47.2 0.0

47.2 8
31 125
176
0 0
0 0.08
+-
WBT
437

0.61 37.8

0.0 37.8
122
201
2787
1376
0 0
0 0.32
~ t '.

NBL NBT SBL
51 106 23

0.31 0.14 0.16

47.4 17.1 47.3

0.0 0.0 0.0

47.4 17.1 47.3
28 23 13
73 83 43
592
150 150
258 759 178
0 0 0
0 0 0
0 0 0

0.20 0.14 0.13
!
SBT
15 0.02

25.6 0.0

25.6 6
24 1750
730
0 0
0 0.02
.,,
SBR
41 0.06

0.2 0.0

0.2 0
0 741
0 0
0 0.06
11/07/2021
Synchro 10 Report
Page2
HCM 6thAWSC
2: Willow Avenue & Church Avenue
Intersection
Intersection Delay, s/veh 12.9
Intersection LOS B
Movement EBL EBT
Lane Configurations 4
Traffic Vol, veh/h 47 213
Future Vol, veh/h 47 213
Peak Hour Factor 0.94 0.94
Heavy Vehicles, % 3 3
MvmtFlow 50 227
Number of Lanes 0 1
roach EB
Opposing Approach WB
Opposing Lanes 2
Conflicting Approach Left SB
Conflicting Lanes Left 2
Conflicting Approach Right NB
Conflicting Lanes Right 1
HCM Control Delay 13.6

HCM LOS B
Lane NBLn1
Vol Left, % 20%
Vol Thru, % 60%
Vol Right,% 21%
Sign Control Stop
Traffic Vol by Lane 146
LT Vol 29
Through Vol 87
RT Vol 30
Lane Flow Rate 155
Geometry Grp 6
Degree of Util (X) 0.286
Departure Headway (Hd) 6.629
Convergence, Y/N Yes
Cap 541
Service Time 4.696
HCM Lane V/C Ratio 0.287
HCM Control Delay 12.4
HCM Lane LOS B
HCM 95th-tile Q 1.2
Existing Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.

EBR
.,,
39 39

0.94 3
41 1
EBLn1
18%
82%
0%
Stop
260
47 213
0 277
7 0.474

6.169
Yes
584

3.925

0.474

14.4 B

2.5 WBL
47 47

0.94 3
50 0
WB
EB
2 NB
1 SB
2 13.6
B
EBLn2
0%
0%
100%
Stop
39 0
0 39
41 7

0.062

5.367
Yes
665

3.122

0.062

8.5 A

0.2 WBT WBR NBL
4 .,
213 39 29
213 39 29

0.94 0.94 0.94
3 3 3
227 41 31
1 1 0
NB
SB
2 EB
2 WB
2 12.4
B
WBLn1 WBLn2 SBLn1
18% 0% 31%
82% 0% 69%
0% 100% 0%
Stop Stop Stop
260 39 105
47 0 33
213 0 72
0 39 0
277 41 112
7 7 7

0.474 0.062 0.212

6.169 5.367 6.841
Yes Yes Yes
584 665 523

3.925 3.122 4.608

0.474 0.062 0.214

14.4 8.5 11.5
B A B

2.5 0.2 0.8

NBT NBR
~
87 30
87 30

0.94 0.94
3 3
93 32
1 0
SBLn2
0%
0%
100%
Stop
51 0
0 51
54 7

0.09 5.969
Yes
597

3.736

0.09 9.3
A

0.3 11/07/2021
SBL SBT SBR.
4 .,,
33 72 51
33 72 51

0.94 0.94 0.94
3 3 3
35 77 54
0 1 1
SB
NB
1 WB
2 EB
2 10.8
B
Synchro 10 Report

EXISTING PLUS PROJECT CONDITIONS
HCM 6th Signalized Intersection Summary
1: Willow Avenue & Butler Avenue
-+ \' "f
Movement EBT EBR WBL
Lane Configurations ft. "'i
Traffic Volume (veh/h) 220 108 184
Future Volume (veh/h) 220 108 184
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1856 1856 1856
Adj Flow Rate, veh/h 297 146 249
Peak Hour Factor 0.74 0.74 0.74
Percent Heavy Veh, % 3 3 3
Cap, veh/h 351 173 303
Arrive On Green 0.30 0.30 0.17
Sat Flow, veh/h 1174 577 1767
Grp Volume(v), veh/h 0 443 249
Grp Sat Flow(s),veh/h/ln 0 1752 1767
Q Serve(g_s), s 0.0 15.4 8.8
Cycle Q Clear(g_c), s 0.0 15.4 8.8
Prop In Lane 0.33 1.00
Lane Grp Cap(c), veh/h 0 524 303
V/C Ratio(X) 0.00 0.85 0.82
Avail Cap(c_a), veh/h 0 771 533
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 21.4 25.9
Iner Delay (d2), s/veh 0.0 5.8 5.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 0.0 6.4 3.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 27.2 31.4
LnGre LOS A C C
Approach Vol, veh/h 443
Approach Delay, s/veh 27.2
Approach LOS C
irimer - Assigned Phs 2 3
Phs Duration (G+Y+Rc), s 23.6 16.6
Change Period (Y+Rc), s 5.4 5.4
Max Green Setting (Gmax), s 25.6 19.6
Max Q Clear Time (g_c+l1), s 17.3 10.8
Green Ext Time (p_c), s 0.9 0.5
Intersection Summa~
HCM 6th Ctrl Delay 23.8
HCM 6th LOS C
Existing Plus Project Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.
+-
WBT
t
341
341
0 1.00
No
1856
461

0.74 3
1028

0.55 1856
461
1856

9.6 9.6
1028

0.45 1531

1.00 1.00

8.6 0.3

0.0 3.0

8.9 A
710

16.8 B
4 24.8

5.4 28.6

17.4 2.0
~
NBL
V
132
132
0 1.00

1.00 No
1856
178

0.74 3
202

0.28 723
407
1653

15.3 15.3

0.44 463

0.88 651

1.00 1.00

22.3 9.9

0.0 6.5

32.2 C
407

32.2 C
~
NBR
169
169
0 1.00

1.00 1856
228

0.74 3
259

0.28 926
0 0

0.0 0.0

0.56 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

0.0 A
8 41.4

5.4 53.6
11 .6

3.0 11/07/2021
Synchro 10 Report

HCM 6th Signalized Intersection Summary
3: Willow Avenue & Jensen Avenue
.,.,.
-+ -,. f +- -\.. ~ t
Movement EBL EBT EBR WBL WBT WBR NBL NBT
Lane Configurations "i tf+ "i tf+ "i f+
Traffic Volume (veh/h) 51 305 31 32 888 31 18 11
Future Volume (veh/h) 51 305 31 32 888 31 18 11
Initial Q (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 63 377 38 40 1096 38 22 14
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 3 3 3 3 3 3 3 3
Cap, veh/h 87 1230 123 71 1289 45 48 253
Arrive On Green 0.05 0.38 0.38 0.04 0.37 0.37 0.03 0.30 Sat Flow, veh/h 1767 3236 324 1767 3476 121 1767 851
Grp Volume(v), veh/h 63 204 211 40 556 578 22 0
Grp Sat Flow(s),veh/h/ln 1767 1763 1797 1767 1763 1834 1767 0 Q Serve(g_s), s 3.5 8.2 8.3 2.2 29.2 29.2 1.2 0.0
Cycle Q Clear(g_c), s 3.5 8.2 8.3 2.2 29.2 29.2 1.2 0.0 Prop In Lane 1.00 0.18 1.00 0.07 1.00
Lane Grp Cap(c), veh/h 87 670 683 71 654 680 48 0
V/C Ratio(X) 0.72 0.31 0.31 0.56 0.85 0.85 0.45 0.00
Avail Cap(c_a), veh/h 168 906 923 128 865 900 110 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.3 21 .9 21 .9 47.5 29.1 29.1 48.3 0.0 Iner Delay (d2), s/veh 10.7 0.3 0.3 6.9 6.3 6.1 6.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o/oile BackOfQ(50%),veh/ln 1.7 3.1 3.2 1.1 12.2 12.6 0.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.0 22.2 22.2 54.4 35.4 35.2 54.8 0.0 LnGre LOS E C C D D D D A
Approach Vol, veh/h 478 1174 50
Approach Delay, s/veh 26.9 35.9 38.4
Approach LOS C D D
irimer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.0 36.4 10.5 44.8 9.3 36.2 11 .5 43.9 Change Period (Y+Rc), s 5.4 6.5 6.5 6.5 6.5 * 6.5 6.5 6.5 Max Green Setting (Gmax), s 6.6 29.4 7.3 51.8 6.3 * 30 9.6 49.5 Max Q Clear Time (g_c+l1), s 3.8 3.2 4.2 10.3 3.2 7.5 5.5 31 .2 Green Ext Time (p_c), s 0.0 0.1 0.0 2.1 0.0 0.6 0.0 6.2 Intersection Summa~
HCM 6th Ctrl Delay 32.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Existing Plus Project Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.
~
NBR
11 11
0 1.00

1.00 1856
14 0.81
3 253

0.30 851
28 1702

1.2 1.2

0.50 505

0.06 505

1.00 1.00

25.3 0.2

0.0 0.5

25.5 C
11/07/2021
~ ! -cl'
SBL SBT SB~
"i + .,,
27 33 120
27 33 120
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
33 41 148

0.81 0.81 0.81
3 3 3
63 547 463

0.04 0.29 0.29
1767 1856 1572
33 41 148
1767 1856 1572

1.8 1.6 5.5

1.8 1.6 5.5

1.00 1.00
63 547 463

0.52 0.08 0.32
116 547 463

1.00 1.00 1.00

1.00 1.00 1.00

47.8 25.7 15.5

6.5 0.3 1.8

0.0 0.0 0.0

0.9 0.7 2.7

54.2 25.9 17.3
D C B
222

24.4 C
Synchro 10 Report
Page2
Queues
1: Willow Avenue & Butler Avenue
-+ f +-
Lane Groue EBT WBL WBT
Lane Group Flow (vph) 443 249 461
v/c Ratio 0.81 0.69 0.43
Control Delay 36.9 41.0 10.7
Queue Delay 0.0 0.0 0.0
Total Delay 36.9 41.0 10.7
Queue Length 50th (ft) 189 116 117
Queue Length 95th (ft) 244 166 147
Internal Link Dist (ft) 1512 2571
Turn Bay Length (ft) 100
Base Capacity (vph) 721 479 1354
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.61 0.52 0.34
Intersection Summa!)'.

Existing Plus Project Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.
"\
NBL
406

0.81 36.4

0.0 36.4
155
210
3098
643
0 0
0 0.63
11/07/2021
Synchro 10 Report

Queues
3: Willow Avenue & Jensen Avenue
.,.,.
-+ "f
Lane Groue EBL EBT WBL
Lane Group Flow (vph) 63 415 40
v/c Ratio 0.43 0.28 0.33
Control Delay 60.2 19.9 59.8
Queue Delay 0.0 0.0 0.0
Total Delay 60.2 19.9 59.8
Queue Length 50th (ft) 45 104 29
Queue Length 95th (ft) 84 124 61
Internal Link Dist (ft) 2543
Turn Bay Length (ft) 250 125
Base Capacity (vph) 174 1862 132
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.36 0.22 0.30
Intersection Summa!)'.

Existing Plus Project Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.
+-
WBT
1134

0.84 35.6

0.0 35.6
393
411
2787
1791
0 0
0 0.63
~ t '.

NBL NBT SBL
22 28 33

0.20 0.05 0.29

57.7 22.4 59.6

0.0 0.0 0.0

57.7 22.4 59.6
16 8 24
40 29 54
592
150 150
114 530 119
0 0 0
0 0 0
0 0 0

0.19 0.05 0.28
!
SBT
41 0.07

31.6 0.0

31.6 19
49 1750
617
0 0
0 0.07
.,,
SBR
148

0.23 2.5

0.0 2.5
0 6
657
0 0
0 0.23
11/07/2021
Synchro 10 Report
Page2
HCM 6thAWSC
2: Willow Avenue & Church Avenue
Intersection
Intersection Delay, s/veh 51 .1
Intersection LOS F
Movement EBL EBT EBR
Lane Configurations 4 .,,
Traffic Vol, veh/h 74 202 33
Future Vol, veh/h 74 202 33
Peak Hour Factor 0.71 0.71 0.71
Heavy Vehicles, % 3 3 3
MvmtFlow 104 285 46
Number of Lanes 0 1 1
roach EB
Opposing Approach WB
Opposing Lanes 2
Conflicting Approach Left SB
Conflicting Lanes Left 2
Conflicting Approach Right NB
Conflicting Lanes Right 1
HCM Control Delay 66.2

HCM LOS F
Lane NBLn1 EBLn1
Vol Left, % 16% 27%
Vol Thru, % 51% 73%
Vol Right,% 33% 0%
Sign Control Stop Stop
Traffic Vol by Lane 195 276
LT Vol 31 74
Through Vol 100 202
RT Vol 64 0
Lane Flow Rate 275 389
Geometry Grp 6 7
Degree of Util (X) 0.736 0.984
Departure Headway (Hd) 9.872 9.309
Convergence, Y/N Yes Yes
Cap 368 393
Service Time 7.872 7.009
HCM Lane V/C Ratio 0.747 0.99
HCM Control Delay 35.9 72.7
HCM Lane LOS E F
HCM 95th-tile Q 5.7 11.6
Existing Plus Project Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.

WBL
49 49

0.71 3
69 0
WB
EB
2 NB
1 SB
2 64.3
F
EBLn2
0%
0%
100%
Stop
33 0
0 33
46 7

0.106

8.435
Yes
428

6.135

0.107

12.1 B

0.4 WBT WBR NBL
4 .,
233 93 31
233 93 31

0.71 0.71 0.71
3 3 3
328 131 44
1 1 0
NB
SB
2 EB
2 WB
2 35.9
E
WBLn1 WBLn2 SBLn1
17% 0% 58%
83% 0% 42%
0% 100% 0%
Stop Stop Stop
282 93 201
49 0 116
233 0 85
0 93 0
397 131 283
7 7 7

1.017 0.305 0.75

9.219 8.395 9.746
Yes Yes Yes
397 434 374

6.863 6.039 7.446
1 0.302 0.757

80.6 14.7 36.5
F B E

12.7 1.3 5.9

NBT NBR
~
100 64
100 64

0.71 0.71
3 3
141 90
1 0
SBLn2
0%
0%
100%
Stop
106
0 0
106
149
7 0.353

8.712
Yes
415

6.412

0.359

16.1 C

1.6 11/07/2021
SBL SBT SBR.
4 .,,
116 85 106
116 85 106

0.71 0.71 0.71
3 3 3
163 120 149
0 1 1
SB
NB
1 WB
2 EB
2 29.5
D
Synchro 10 Report

HCM 6th TWSC
4: Willow Avenue & North Project Driveway
Intersection
Int Delay, s/veh 1.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations V ~ 4'
Traffic Vol, veh/h 20 36 288 7 12 278
Future Vol, veh/h 20 36 288 7 12 278
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0
Veh in Median Storage, # 0 0
Grade, % 0 0
Peak Hour Factor 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3
MvmtFlow 22 39 313 8 13
Ma·or/Minor Minor1 Ma·or1 Ma·or2
Conflicting Flow All 645 317 0 0 321
Stage 1 317
Stage 2 328
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 435 721 - 1233
Stage 1 736
Stage 2 728
Platoon blocked, %
Mov Cap-1 Maneuver 429 721 - 1233
Mov Cap-2 Maneuver 429
Stage 1 736
Stage 2 719
roach WB NB SB
HCM Control Delay, s 11.9 0 0.3

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL
Capacity (veh/h) - 580 1233
HCM Lane V/C Ratio - 0.105 0.011
HCM Control Delay (s) - 11.9 8
HCM Lane LOS B A
HCM 95th %tile Q(veh) 0.3 0
Existing Plus Project Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.
0 0
92 3
302
0 SBT
0 A
11/07/2021
Synchro 10 Report

HCM 6th TWSC
5: Willow Avenue & South Project Driveway
Intersection
Int Delay, s/veh 1.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations V ~ 4'
Traffic Vol, veh/h 21 34 261 7 11 287
Future Vol, veh/h 21 34 261 7 11 287
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0
Veh in Median Storage, # 0 0
Grade, % 0 0
Peak Hour Factor 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3
MvmtFlow 23 37 284 8 12
Ma·or/Minor Minor1 Ma·or1 Ma·or2
Conflicting Flow All 624 288 0 0 292
Stage 1 288
Stage 2 336
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 448 749 - 1264
Stage 1 759
Stage 2 722
Platoon blocked, %
Mov Cap-1 Maneuver 443 749 - 1264
Mov Cap-2 Maneuver 443
Stage 1 759
Stage 2 714
roach WB NB SB
HCM Control Delay, s 11.8 0 0.3

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL
Capacity (veh/h) - 593 1264
HCM Lane V/C Ratio - 0.101 0.009
HCM Control Delay (s) - 11.8 7.9
HCM Lane LOS B A
HCM 95th %tile Q(veh) 0.3 0
Existing Plus Project Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.
0 0
92 3
312
0 SBT
0 A
11/07/2021
Synchro 10 Report
Page2
HCM 6th Signalized Intersection Summary
1: Willow Avenue & Butler Avenue
-+ \' "f +- ~
Movement EBT EBR WBL WBT NBL
Lane Configurations ft. "'i t V
Traffic Volume (veh/h) 259 120 130 250 117
Future Volume (veh/h) 259 120 130 250 117
Initial Q (Qb), veh 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 285 132 143 275 129
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 3 3 3 3 3
Cap, veh/h 377 175 199 1019 172
Arrive On Green 0.31 0.31 0.11 0.55 0.21
Sat Flow, veh/h 1200 556 1767 1856 836
Grp Volume(v), veh/h 0 417 143 275 257
Grp Sat Flow(s),veh/h/ln 0 1756 1767 1856 1666
Q Serve(g_s), s 0.0 9.4 3.4 3.5 6.4
Cycle Q Clear(g_c), s 0.0 9.4 3.4 3.5 6.4
Prop In Lane 0.32 1.00 0.50
Lane Grp Cap(c), veh/h 0 552 199 1019 343
V/C Ratio(X) 0.00 0.76 0.72 0.27 0.75
Avail Cap(c_a), veh/h 0 1297 585 2212 1004
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 13.6 18.9 5.3 16.4
Iner Delay (d2), s/veh 0.0 2.1 4.8 0.1 3.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 0.0 3.1 1.4 0.7 2.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 15.8 23.7 5.4 19.7
LnGre LOS A B C A B
Approach Vol, veh/h 417 418 257
Approach Delay, s/veh 15.8 11 .7 19.7
Approach LOS B B B
irimer - Assigned Phs 2 3 4
Phs Duration (G+Y+Rc), s 14.5 10.4 19.3
Change Period (Y+Rc), s 5.4 5.4 5.4
Max Green Setting (Gmax), s 26.6 14.6 32.6
Max Q Clear Time (g_c+l1), s 8.4 5.4 11 .4
Green Ext Time (p_c), s 0.7 0.2 2.4
Intersection Summa~
HCM 6th Ctrl Delay 15.1
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Existing Plus Project Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.
~
NBR
116
116
0 1.00

1.00 1856
127

0.91 3
170

0.21 823
0 0

0.0 0.0

0.49 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

0.0 A
8 29.6

5.4 52.6

5.5 1.6
11/07/2021
Synchro 10 Report

HCM 6th Signalized Intersection Summary
3: Willow Avenue & Jensen Avenue
.,.,.
-+ -,. f +- -\.. ~ t
Movement EBL EBT EBR WBL WBT WBR NBL NBT
Lane Configurations "i tf+ "i tf+ "i f+
Traffic Volume (veh/h) 116 675 25 13 390 33 49 61
Future Volume (veh/h) 116 675 25 13 390 33 49 61
Initial Q (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 121 703 26 14 406 34 51 64
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3
Cap, veh/h 198 893 33 35 545 45 87 416
Arrive On Green 0.11 0.26 0.26 0.02 0.17 0.17 0.05 0.40 Sat Flow, veh/h 1767 3467 128 1767 3294 275 1767 1035
Grp Volume(v), veh/h 121 357 372 14 216 224 51 0
Grp Sat Flow(s),veh/h/ln 1767 1763 1832 1767 1763 1806 1767 0 Q Serve(g_s), s 5.6 16.2 16.2 0.7 10.0 10.1 2.4 0.0
Cycle Q Clear(g_c), s 5.6 16.2 16.2 0.7 10.0 10.1 2.4 0.0 Prop In Lane 1.00 0.07 1.00 0.15 1.00
Lane Grp Cap(c), veh/h 198 454 472 35 292 299 87 0
V/C Ratio(X) 0.61 0.79 0.79 0.40 0.74 0.75 0.59 0.00
Avail Cap(c_a), veh/h 381 893 929 175 688 705 257 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 36.3 29.7 29.7 41 .6 34.1 34.1 39.9 0.0 Iner Delay (d2), s/veh 3.0 3.1 3.0 7.2 3.7 3.7 6.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o/oile BackOfQ(50%),veh/ln 2.4 6.5 6.8 0.3 4.2 4.4 1.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.4 32.7 32.6 48.7 37.8 37.8 46.1 0.0 LnGre LOS D C C D D D D A
Approach Vol, veh/h 850 454 158
Approach Delay, s/veh 33.6 38.2 26.3
Approach LOS C D C
irimer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.0 41 .0 8.2 28.6 10.7 38.3 16.1 20.7 Change Period (Y+Rc), s 5.4 6.5 6.5 6.5 6.5 * 6.5 6.5 6.5 Max Green Setting (Gmax), s 8.6 34.5 8.5 43.5 12.5 * 31 18.5 33.5 Max Q Clear Time (g_c+l1), s 3.1 5.4 2.7 18.2 4.4 3.1 7.6 12.1 Green Ext Time (p_c), s 0.0 0.5 0.0 3.9 0.0 0.2 0.2 2.1 Intersection Summa~
HCM 6th Ctrl Delay 33.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Existing Plus Project Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.
~
NBR
41 41
0 1.00

1.00 1856
43 0.96
3 280

0.40 695
107
1730

3.4 3.4

0.40 696

0.15 696

1.00 1.00

16.4 0.5

0.0 1.3

16.8 B
11/07/2021
~ ! -cl'
SBL SBT SB~
"i + .,,
23 15 52
23 15 52
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
24 16 54

0.96 0.96 0.96
3 3 3
54 687 583

0.03 0.37 0.37
1767 1856 1572
24 16 54
1767 1856 1572

1.1 0.5 1.1

1.1 0.5 1.1

1.00 1.00
54 687 583

0.45 0.02 0.09
177 687 583

1.00 1.00 1.00

1.00 1.00 1.00

40.9 17.2 6.0

5.7 0.1 0.3

0.0 0.0 0.0

0.6 0.2 0.7

46.6 17.2 6.3
D B A
94 18.4
B
Synchro 10 Report
Page2
Queues
1: Willow Avenue & Butler Avenue
-+ f +-
Lane Groue EBT WBL WBT
Lane Group Flow (vph) 417 143 275
v/c Ratio 0.68 0.44 0.27
Control Delay 23.5 31.0 7.3
Queue Delay 0.0 0.0 0.0
Total Delay 23.5 31.0 7.3
Queue Length 50th (ft) 117 45 40
Queue Length 95th (ft) 261 128 98
Internal Link Dist (ft) 1512 2571
Turn Bay Length (ft) 100
Base Capacity (vph) 1094 499 1579
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.38 0.29 0.17
Intersection Summa!)'.

Existing Plus Project Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.
"\
NBL
256

0.58 23.7

0.0 23.7
62 166
3098
898
0 0
0 0.29
11/07/2021
Synchro 10 Report

Queues
3: Willow Avenue & Jensen Avenue
.,.,.
-+ "f
Lane Groue EBL EBT WBL
Lane Group Flow (vph) 121 729 14
v/c Ratio 0.53 0.58 0.11
Control Delay 48.2 27.1 47.9
Queue Delay 0.0 0.0 0.0
Total Delay 48.2 27.1 47.9
Queue Length 50th (ft) 68 171 8
Queue Length 95th (ft) 136 301 31
Internal Link Dist (ft) 2543
Turn Bay Length (ft) 250 125
Base Capacity (vph) 359 1668 163
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.34 0.44 0.09
Intersection Summa!)'.

Existing Plus Project Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.
+-
WBT
440

0.68 41.7

0.0 41.7
125
201
2787
1279
0 0
0 0.34
~ t '.

NBL NBT SBL
51 107 24

0.32 0.14 0.18

48.9 17.2 48.5

0.0 0.0 0.0

48.9 17.2 48.5
29 25 14
73 85 44
592
150 150
240 743 165
0 0 0
0 0 0
0 0 0

0.21 0.14 0.15
!
SBT
16 0.02

25.9 0.0

25.9 6
25 1750
655
0 0
0 0.02
.,,
SBR
54 0.08

0.2 0.0

0.2 0
0 685
0 0
0 0.08
11/07/2021
Synchro 10 Report
Page2
HCM 6thAWSC
2: Willow Avenue & Church Avenue
Intersection
Intersection Delay, s/veh 14.1
Intersection LOS B
Movement EBL EBT EBR
Lane Configurations 4 .,,
Traffic Vol, veh/h 62 213 39
Future Vol, veh/h 62 213 39
Peak Hour Factor 0.94 0.94 0.94
Heavy Vehicles, % 3 3 3
MvmtFlow 66 227 41
Number of Lanes 0 1 1
roach EB
Opposing Approach WB
Opposing Lanes 2
Conflicting Approach Left SB
Conflicting Lanes Left 2
Conflicting Approach Right NB
Conflicting Lanes Right 1
HCM Control Delay 15.3

HCM LOS C
Lane NBLn1 EBLn1
Vol Left, % 17% 23%
Vol Thru, % 66% 77%
Vol Right,% 17% 0%
Sign Control Stop Stop
Traffic Vol by Lane 174 275
LT Vol 29 62
Through Vol 115 213
RT Vol 30 0
Lane Flow Rate 185 293
Geometry Grp 6 7
Degree of Util (X) 0.352 0.525
Departure Headway (Hd) 6.845 6.463
Convergence, Y/N Yes Yes
Cap 522 556
Service Time 4.937 4.24
HCM Lane V/C Ratio 0.354 0.527
HCM Control Delay 13.7 16.2
HCM Lane LOS B C
HCM 95th-tile Q 1.6 3
Existing Plus Project Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.

WBL
47 47

0.94 3
50 0
WB
EB
2 NB
1 SB
2 14.6
B
EBLn2
0%
0%
100%
Stop
39 0
0 39
41 7

0.065

5.635
Yes
631

3.412

0.065

8.8 A

0.2 WBT WBR NBL
4 .,
213 43 29
213 43 29

0.94 0.94 0.94
3 3 3
227 46 31
1 1 0
NB
SB
2 EB
2 WB
2 13.7
B
WBLn1 WBLn2 SBLn1
18% 0% 28%
82% 0% 72%
0% 100% 0%
Stop Stop Stop
260 43 123
47 0 35
213 0 88
0 43 0
277 46 131
7 7 7

0.496 0.072 0.256

6.461 5.657 7.033
Yes Yes Yes
553 628 508

4.241 3.436 4.826

0.501 0.073 0.258

15.5 8.9 12.3
C A B

2.7 0.2 1

NBT NBR
~
115 30
115 30

0.94 0.94
3 3
122 32
1 0
SBLn2
0%
0%
100%
Stop
60 0
0 60
64 7

0.109

6.175
Yes
575

3.967

0.111

9.7 A

0.4 11/07/2021
SBL SBT SBR.
4 .,,
35 88 60
35 88 60

0.94 0.94 0.94
3 3 3
37 94 64
0 1 1
SB
NB
1 WB
2 EB
2 11.4
B
Synchro 10 Report

HCM 6th TWSC
4: Willow Avenue & North Project Driveway
Intersection
Int Delay, s/veh 1.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations V ~ 4'
Traffic Vol, veh/h 13 24 196 22 40 195
Future Vol, veh/h 13 24 196 22 40 195
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0
Veh in Median Storage, # 0 0
Grade, % 0 0
Peak Hour Factor 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3
MvmtFlow 14 26 213 24 43
Ma·or/Minor Minor1 Ma·or1 Ma·or2
Conflicting Flow All 523 225 0 0 237
Stage 1 225
Stage 2 298
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 513 812 - 1324
Stage 1 810
Stage 2 751
Platoon blocked, %
Mov Cap-1 Maneuver 494 812 - 1324
Mov Cap-2 Maneuver 494
Stage 1 810
Stage 2 723
roach WB NB SB
HCM Control Delay, s 10.8 0 1.3

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL
Capacity (veh/h) - 662 1324
HCM Lane V/C Ratio - 0.061 0.033
HCM Control Delay (s) - 10.8 7.8
HCM Lane LOS B A
HCM 95th %tile Q(veh) 0.2 0.1
Existing Plus Project Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.
0 0
92 3
212
0 SBT
0 A
11/07/2021
Synchro 10 Report

HCM 6th TWSC
5: Willow Avenue & South Project Driveway
Intersection
Int Delay, s/veh 1.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations V ~ 4'
Traffic Vol, veh/h 14 23 195 24 39 169
Future Vol, veh/h 14 23 195 24 39 169
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0
Veh in Median Storage, # 0 0
Grade, % 0 0
Peak Hour Factor 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3
MvmtFlow 15 25 212 26 42
Ma·or/Minor Minor1 Ma·or1 Ma·or2
Conflicting Flow All 493 225 0 0 238
Stage 1 225
Stage 2 268
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 534 812 - 1323
Stage 1 810
Stage 2 775
Platoon blocked, %
Mov Cap-1 Maneuver 515 812 - 1323
Mov Cap-2 Maneuver 515
Stage 1 810
Stage 2 748
roach WB NB SB
HCM Control Delay, s 10.7 0 1.5

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL
Capacity (veh/h) - 667 1323
HCM Lane V/C Ratio - 0.06 0.032
HCM Control Delay (s) - 10.7 7.8
HCM Lane LOS B A
HCM 95th %tile Q(veh) 0.2 0.1
Existing Plus Project Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.
0 0
92 3
184
0 SBT
0 A
11/07/2021
Synchro 10 Report
Page2

NEAR-TERM CONDITIONS
HCM 6th Signalized Intersection Summary
1: Willow Avenue & Butler Avenue
-+ \' "f +- ~
Movement EBT EBR WBL WBT NBL
Lane Configurations ft. "'i t V
Traffic Volume (veh/h) 245 131 192 387 162
Future Volume (veh/h) 245 131 192 387 162
Initial Q (Qb), veh 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 331 177 259 523 219
Peak Hour Factor 0.74 0.74 0.74 0.74 0.74
Percent Heavy Veh, % 3 3 3 3 3
Cap, veh/h 365 195 301 1040 240
Arrive On Green 0.32 0.32 0.17 0.56 0.30
Sat Flow, veh/h 1138 608 1767 1856 794
Grp Volume(v), veh/h 0 508 259 523 458
Grp Sat Flow(s),veh/h/ln 0 1746 1767 1856 1661
Q Serve(g_s), s 0.0 21 .9 11 .2 13.5 20.9
Cycle Q Clear(g_c), s 0.0 21.9 11.2 13.5 20.9
Prop In Lane 0.35 1.00 0.48
Lane Grp Cap(c), veh/h 0 561 301 1040 501
V/C Ratio(X) 0.00 0.91 0.86 0.50 0.91
Avail Cap(c_a), veh/h 0 637 374 1197 605
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 25.5 31 .6 10.6 26.4
Iner Delay (d2), s/veh 0.0 15.5 15.3 0.4 16.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 0.0 10.6 5.7 4.6 9.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 41.0 46.9 10.9 42.8
LnGre LOS A D D B D
Approach Vol, veh/h 508 782 458
Approach Delay, s/veh 41 .0 22.9 42.8
Approach LOS D C D
irimer - Assigned Phs 2 3 4
Phs Duration (G+Y+Rc), s 29.1 18.8 30.6
Change Period (Y+Rc), s 5.4 5.4 5.4
Max Green Setting (Gmax), s 28.6 16.6 28.6
Max Q Clear Time (g_c+l1), s 22.9 13.2 23.9
Green Ext Time (p_c), s 0.8 0.2 1.3
Intersection Summa~
HCM 6th Ctrl Delay 33.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Near-Term Plus Project Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.
~
NBR
176
176
0 1.00

1.00 1856
238

0.74 3
261

0.30 863
0 0

0.0 0.0

0.52 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

0.0 A
8 49.4

5.4 50.6

15.5 3.4
11/07/2021
Synchro 10 Report

HCM 6th Signalized Intersection Summary
3: Willow Avenue & Jensen Avenue
.,.,.
-+ -,.

Movement EBL EBT EBR
Lane Configurations "i tf+
Traffic Volume (veh/h) 70 420 32
Future Volume (veh/h) 70 420 32
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1856 1856 1856
Adj Flow Rate, veh/h 86 519 40
Peak Hour Factor 0.81 0.81 0.81
Percent Heavy Veh, % 3 3 3
Cap, veh/h 109 1456 112
Arrive On Green 0.06 0.44 0.44
Sat Flow, veh/h 1767 3317 255
Grp Volume(v), veh/h 86 275 284
Grp Sat Flow(s),veh/h/ln 1767 1763 1810
Q Serve(g_s), s 5.4 11 .6 11 .6
Cycle Q Clear(g_c), s 5.4 11.6 11.6
Prop In Lane 1.00 0.14
Lane Grp Cap(c), veh/h 109 774 794
V/C Ratio(X) 0.79 0.36 0.36
Avail Cap(c_a), veh/h 151 836 859
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 51 .6 20.8 20.8
Iner Delay (d2), s/veh 17.3 0.3 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 2.8 4.4 4.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.9 21.1 21.1
LnGre LOS E C C
Approach Vol, veh/h 645
Approach Delay, s/veh 27.5
Approach LOS C
irimer - Assigned Phs 2 3
Phs Duration (G+Y+Rc), s 10.0 35.2 10.8
Change Period (Y+Rc), s 5.4 6.5 6.5
Max Green Setting (Gmax), s 6.3 28.7 7.2
Max Q Clear Time (g_c+l1), s 5.0 3.4 4.5
Green Ext Time (p_c), s 0.0 0.1 0.0
Intersection Summa~
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D
Near-Term Plus Project Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.
f
WBL
"i
33 33
0 1.00

1.00 1856
41 0.81
3 68

0.04 1767
41 1767

2.5 2.5

1.00 68

0.60 114

1.00 1.00

52.7 8.1

0.0 1.2

60.9 E
4 55.4

6.5 52.9

13.6 3.0
+-
WBT
tf+
1039
1039
0 1.00
No
1856
1283

0.81 3
1422

0.42 3417
661
1763

39.1 39.1
733

0.90 800

1.00 1.00

30.4 12.7

0.0 17.5

43.1 D
1388

43.6 D
5 9.5

6.5 6.1

3.4 0.0
-\.. ~ t ~

WBR NBL NBT NBR
"i f+
52 18 12 11
52 18 12 11
0 0 0 0

1.00 1.00 1.00

1.00 1.00 1.00 1.00
No
1856 1856 1856 1856
64 22 15 14

0.81 0.81 0.81 0.81
3 3 3 3
71 47 227 212

0.42 0.03 0.26 0.26
170 1767 883 824
686 22 0 29
1825 1767 0 1707

39.2 1.4 0.0 1.4

39.2 1.4 0.0 1.4

0.09 1.00 0.48
759 47 0 439

0.90 0.47 0.00 0.07
828 97 0 439

1.00 1.00 1.00 1.00

1.00 1.00 0.00 1.00

30.5 53.5 0.0 31 .3

12.6 7.1 0.0 0.3

0.0 0.0 0.0 0.0

18.1 0.7 0.0 0.6

43.0 60.6 0.0 31.6

D E A C
51 44.1
D
6 7 8

35.8 13.4 52.9

5.4 6.5 6.5

28.9 9.5 50.6

9.8 7.4 41 .2

0.7 0.0 5.2
11/07/2021
~ ! -cl'
SBL SBT SB~
"i + .,,
39 34 141
39 34 141
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
48 42 174

0.81 0.81 0.81
3 3 3
74 506 428

0.04 0.27 0.27
1767 1856 1572
48 42 174
1767 1856 1572

3.0 1.9 7.8

3.0 1.9 7.8

1.00 1.00
74 506 428

0.65 0.08 0.41
100 506 428

1.00 1.00 1.00

1.00 1.00 1.00

52.6 30.2 19.6

9.4 0.3 2.8

0.0 0.0 0.0

1.5 0.9 3.8

62.0 30.5 22.4
E C C
264

30.9 C
Synchro 10 Report
Page2
Queues
1: Willow Avenue & Butler Avenue
-+ f +-
Lane Groue EBT WBL WBT
Lane Group Flow (vph) 508 259 523
v/c Ratio 0.88 0.79 0.50
Control Delay 44.8 52.3 13.1
Queue Delay 0.0 0.0 0.0
Total Delay 44.8 52.3 13.1
Queue Length 50th (ft) 249 139 161
Queue Length 95th (ft) 288 180 188
Internal Link Dist (ft) 1512 2571
Turn Bay Length (ft) 100
Base Capacity (vph) 652 366 1176
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.78 0.71 0.44
Intersection Summa!)'.

Near-Term Plus Project Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.
"\
NBL
457

0.85 40.4

0.0 40.4
204
237
3098
644
0 0
0 0.71
11/07/2021
Synchro 10 Report

Queues
3: Willow Avenue & Jensen Avenue
.,.,.
-+ "f
Lane Groue EBL EBT WBL
Lane Group Flow (vph) 86 559 41
v/c Ratio 0.61 0.36 0.37
Control Delay 72.3 21.7 64.4
Queue Delay 0.0 0.0 0.0
Total Delay 72.3 21.7 64.4
Queue Length 50th (ft) 66 146 31
Queue Length 95th (ft) 109 167 62
Internal Link Dist (ft) 2543
Turn Bay Length (ft) 250 125
Base Capacity (vph) 153 1696 116
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.56 0.33 0.35
Intersection Summa!)'.

Near-Term Plus Project Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.
+-
WBT
1347

0.90 39.8

0.0 39.8
507
515
2787
1626
0 0
0 0.83
~ t '.

NBL NBT SBL
22 29 48

0.22 0.06 0.48

60.5 22.9 71.9

0.0 0.0 0.0

60.5 22.9 71.9
17 9 37
40 30 70
592
150 150
98 463 101
0 0 0
0 0 0
0 0 0

0.22 0.06 0.48
!
SBT
42 0.08

35.1 0.0

35.1 25
50 1750
534
0 0
0 0.08
.,,
SBR
174

0.29 3.8

0.0 3.8
0 17
602
0 0
0 0.29
11/07/2021
Synchro 10 Report
Page2
HCM 6thAWSC
2: Willow Avenue & Church Avenue
Intersection
Intersection Delay, s/veh 82
Intersection LOS F
Movement EBL EBT EBR
Lane Configurations 4 .,,
Traffic Vol, veh/h 76 213 35
Future Vol, veh/h 76 213 35
Peak Hour Factor 0.71 0.71 0.71
Heavy Vehicles, % 3 3 3
MvmtFlow 107 300 49
Number of Lanes 0 1 1
roach EB
Opposing Approach WB
Opposing Lanes 2
Conflicting Approach Left SB
Conflicting Lanes Left 2
Conflicting Approach Right NB
Conflicting Lanes Right 1
HCM Control Delay 97.2

HCM LOS F
Lane NBLn1 EBLn1
Vol Left, % 15% 26%
Vol Thru, % 56% 74%
Vol Right,% 30% 0%
Sign Control Stop Stop
Traffic Vol by Lane 247 289
LT Vol 36 76
Through Vol 138 213
RT Vol 73 0
Lane Flow Rate 348 407
Geometry Grp 6 7
Degree of Util (X) 0.954 1.092
Departure Headway (Hd) 10.688 10.217
Convergence, Y/N Yes Yes
Cap 341 358
Service Time 8.688 7.917
HCM Lane V/C Ratio 1.021 1.137
HCM Control Delay 71.9 107.4
HCM Lane LOS F F
HCM 95th-tile Q 10.1 14.2
Near-Term Plus Project Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.

WBL
57 57

0.71 3
80 0
WB
EB
2 NB
1 SB
2 105.1
F
EBLn2
0%
0%
100%
Stop
35 0
0 35
49 7

0.121

9.338
Yes
386

7.038

0.127

13.3 B

0.4 WBT WBR NBL
4 .,
254 95 36
254 95 36

0.71 0.71 0.71
3 3 3
358 134 51
1 1 0
NB
SB
2 EB
2 WB
2 71.9
F
WBLn1 WBLn2 SBLn1
18% 0% 51%
82% 0% 49%
0% 100% 0%
Stop Stop Stop
311 95 235
57 0 119
254 0 116
0 95 0
438 134 331
7 7 7

1.167 0.327 0.907

10.076 9.24 10.586
Yes Yes Yes
364 392 344

7.776 6.94 8.286

1.203 0.342 0.962
132.2 16.4 61.3
F C F

16.8 1.4 9

NBT NBR
~
138 73
138 73

0.71 0.71
3 3
194 103
1 0
SBLn2
0%
0%
100%
Stop
109
0 0
109
154
7 0.38

9.581
Yes
378

7.281

0.407
18 C

1.7 11/07/2021
SBL SBT SBR.
4 .,,
119 116 109
119 116 109

0.71 0.71 0.71
3 3 3
168 163 154
0 1 1
SB
NB
1 WB
2 EB
2 47.6
E
Synchro 10 Report

HCM 6th TWSC
4: Willow Avenue & North Project Driveway
Intersection
Int Delay, s/veh 1.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations V ~ 4'
Traffic Vol, veh/h 20 36 330 7 12 314
Future Vol, veh/h 20 36 330 7 12 314
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0
Veh in Median Storage, # 0 0
Grade, % 0 0
Peak Hour Factor 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3
MvmtFlow 22 39 359 8 13
Ma·or/Minor Minor1 Ma·or1 Ma·or2
Conflicting Flow All 730 363 0 0 367
Stage 1 363
Stage 2 367
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 388 680 - 1186
Stage 1 702
Stage 2 699
Platoon blocked, %
Mov Cap-1 Maneuver 383 680 - 1186
Mov Cap-2 Maneuver 383
Stage 1 702
Stage 2 689
roach WB NB SB
HCM Control Delay, s 12.6 0 0.3

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL
Capacity (veh/h) - 533 1186
HCM Lane V/C Ratio - 0.114 0.011
HCM Control Delay (s) - 12.6 8.1
HCM Lane LOS B A
HCM 95th %tile Q(veh) 0.4 0
Near-Term Plus Project Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.
0 0
92 3
341
0 SBT
0 A
11/07/2021
Synchro 10 Report

HCM 6th TWSC
5: Willow Avenue & South Project Driveway
Intersection
Int Delay, s/veh 1.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations V ~ 4'
Traffic Vol, veh/h 21 34 303 7 11 323
Future Vol, veh/h 21 34 303 7 11 323
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0
Veh in Median Storage, # 0 0
Grade, % 0 0
Peak Hour Factor 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3
MvmtFlow 23 37 329 8 12
Ma·or/Minor Minor1 Ma·or1 Ma·or2
Conflicting Flow All 708 333 0 0 337
Stage 1 333
Stage 2 375
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 400 706 - 1217
Stage 1 724
Stage 2 693
Platoon blocked, %
Mov Cap-1 Maneuver 395 706 - 1217
Mov Cap-2 Maneuver 395
Stage 1 724
Stage 2 685
roach WB NB SB
HCM Control Delay, s 12.4 0 0.3

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL
Capacity (veh/h) - 543 1217
HCM Lane V/C Ratio - 0.11 0.01
HCM Control Delay (s) - 12.4 8
HCM Lane LOS B A
HCM 95th %tile Q(veh) 0.4 0
Near-Term Plus Project Conditions 10/25/2021 AM Peak
VRPA Technologies, Inc.
0 0
92 3
351
0 SBT
0 A
11/07/2021
Synchro 10 Report
Page2
HCM 6th Signalized Intersection Summary
1: Willow Avenue & Butler Avenue
-+ \' "f +- ~
Movement EBT EBR WBL WBT NBL
Lane Configurations ft. "'i t V
Traffic Volume (veh/h) 317 147 135 291 140
Future Volume (veh/h) 317 147 135 291 140
Initial Q (Qb), veh 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 348 162 148 320 154
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 3 3 3 3 3
Cap, veh/h 431 201 193 1064 193
Arrive On Green 0.36 0.36 0.11 0.57 0.22
Sat Flow, veh/h 1198 558 1767 1856 891
Grp Volume(v), veh/h 0 510 148 320 289
Grp Sat Flow(s),veh/h/ln 0 1755 1767 1856 1672
Q Serve(g_s), s 0.0 13.5 4.2 4.6 8.4
Cycle Q Clear(g_c), s 0.0 13.5 4.2 4.6 8.4
Prop In Lane 0.32 1.00 0.53
Lane Grp Cap(c), veh/h 0 632 193 1064 363
V/C Ratio(X) 0.00 0.81 0.77 0.30 0.80
Avail Cap(c_a), veh/h 0 1177 466 1927 829
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 14.9 22.4 5.7 19.1
Iner Delay (d2), s/veh 0.0 2.5 6.3 0.2 4.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 0.0 4.6 1.9 1.1 3.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.4 28.6 5.8 23.1
LnGre LOS A B C A C
Approach Vol, veh/h 510 468 289
Approach Delay, s/veh 17.4 13.0 23.1
Approach LOS B B C
irimer - Assigned Phs 2 3 4
Phs Duration (G+Y+Rc), s 16.6 11 .0 24.0
Change Period (Y+Rc), s 5.4 5.4 5.4
Max Green Setting (Gmax), s 25.6 13.6 34.6
Max Q Clear Time (g_c+l1), s 10.4 6.2 15.5
Green Ext Time (p_c), s 0.8 0.2 3.0
Intersection Summa~
HCM 6th Ctrl Delay 17.1
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Near-Term Plus Project Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.
~
NBR
122
122
0 1.00

1.00 1856
134

0.91 3
168

0.22 775
0 0

0.0 0.0

0.46 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

0.0 A
8 35.0

5.4 53.6

6.6 1.9
11/07/2021
Synchro 10 Report

HCM 6th Signalized Intersection Summary
3: Willow Avenue & Jensen Avenue
.,.,.
-+ -,. f +- -\.. ~ t
Movement EBL EBT EBR WBL WBT WBR NBL NBT
Lane Configurations "i tf+ "i tf+ "i f+
Traffic Volume (veh/h) 143 859 26 13 515 51 50 63
Future Volume (veh/h) 143 859 26 13 515 51 50 63
Initial Q (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 149 895 27 14 536 53 52 66
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 3 3 3 3 3 3 3 3
Cap, veh/h 220 1088 33 35 669 66 84 372
Arrive On Green 0.12 0.31 0.31 0.02 0.21 0.21 0.05 0.36 Sat Flow, veh/h 1767 3494 105 1767 3241 320 1767 1039
Grp Volume(v), veh/h 149 452 470 14 291 298 52 0
Grp Sat Flow(s),veh/h/ln 1767 1763 1837 1767 1763 1798 1767 0 Q Serve(g_s), s 7.6 22.4 22.4 0.7 14.8 14.9 2.7 0.0
Cycle Q Clear(g_c), s 7.6 22.4 22.4 0.7 14.8 14.9 2.7 0.0 Prop In Lane 1.00 0.06 1.00 0.18 1.00
Lane Grp Cap(c), veh/h 220 549 572 35 364 371 84 0
V/C Ratio(X) 0.68 0.82 0.82 0.41 0.80 0.80 0.62 0.00
Avail Cap(c_a), veh/h 384 851 887 122 589 601 197 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 39.5 30.0 30.0 45.7 35.5 35.6 44.1 0.0 Iner Delay (d2), s/veh 3.6 3.8 3.7 7.5 4.1 4.1 7.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o/oile BackOfQ(50%),veh/ln 3.3 9.1 9.5 0.4 6.2 6.4 1.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.1 33.9 33.7 53.1 39.6 39.7 51.4 0.0 LnGre LOS D C C D D D D A
Approach Vol, veh/h 1071 603 162
Approach Delay, s/veh 35.1 40.0 31 .0
Approach LOS D D C
irimer - Assigned Phs 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.8 40.3 8.3 35.8 11.0 39.1 18.2 26.0 Change Period (Y+Rc), s 5.4 6.5 6.5 6.5 6.5 * 6.5 6.5 6.5 Max Green Setting (Gmax), s 9.6 33.5 6.5 45.5 10.5 * 33 20.5 31.5 Max Q Clear Time (g_c+l1), s 4.6 6.1 2.7 24.4 4.7 4.0 9.6 16.9 Green Ext Time (p_c), s 0.0 0.5 0.0 5.0 0.0 0.3 0.2 2.6 Intersection Summa~
HCM 6th Ctrl Delay 35.4
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Near-Term Plus Project Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.
~
NBR
42 42
0 1.00

1.00 1856
44 0.96
3 248

0.36 692
110
1731

4.1 4.1

0.40 620

0.18 620

1.00 1.00

20.7 0.6

0.0 1.6

21.3 C
11/07/2021
~ ! -cl'
SBL SBT SB~
"i + .,,
48 15 78
48 15 78
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
50 16 81

0.96 0.96 0.96
3 3 3
82 642 544

0.05 0.35 0.35
1767 1856 1572
50 16 81
1767 1856 1572

2.6 0.5 2.0

2.6 0.5 2.0

1.00 1.00
82 642 544

0.61 0.02 0.15
180 642 544

1.00 1.00 1.00

1.00 1.00 1.00

44.1 20.3 7.6

7.1 0.1 0.6

0.0 0.0 0.0

1.3 0.2 1.2

51.2 20.4 8.2
D C A
147

24.2 C
Synchro 10 Report
Page2
Queues
1: Willow Avenue & Butler Avenue
-+ f +-
Lane Groue EBT WBL WBT
Lane Group Flow (vph) 510 148 320
v/c Ratio 0.76 0.49 0.31
Control Delay 27.2 36.4 8.2
Queue Delay 0.0 0.0 0.0
Total Delay 27.2 36.4 8.2
Queue Length 50th (ft) 172 56 55
Queue Length 95th (ft) 352 141 127
Internal Link Dist (ft) 1512 2571
Turn Bay Length (ft) 100
Base Capacity (vph) 1052 417 1482
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.48 0.35 0.22
Intersection Summa!)'.

Near-Term Plus Project Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.
"\
NBL
288

0.63 27.7

0.0 27.7
88 197
3098
781
0 0
0 0.37
11/07/2021
Synchro 10 Report

Queues
3: Willow Avenue & Jensen Avenue
.,.,.
-+ "f
Lane Groue EBL EBT WBL
Lane Group Flow (vph) 149 922 14
v/c Ratio 0.61 0.69 0.13
Control Delay 54.1 30.6 54.4
Queue Delay 0.0 0.0 0.0
Total Delay 54.1 30.6 54.4
Queue Length 50th (ft) 94 247 9
Queue Length 95th (ft) 175 388 33
Internal Link Dist (ft) 2543
Turn Bay Length (ft) 250 125
Base Capacity (vph) 361 1600 114
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.41 0.58 0.12
Intersection Summa!)'.

Near-Term Plus Project Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.
+-
WBT
589

0.76 44.5

0.0 44.5
191
274
2787
1102
0 0
0 0.53
~ t '.

NBL NBT SBL
52 110 50

0.36 0.18 0.36

56.1 23.1 56.7

0.0 0.0 0.0

56.1 23.1 56.7
33 38 32
80 96 79
592
150 150
185 603 169
0 0 0
0 0 0
0 0 0

0.28 0.18 0.30
!
SBT
16 0.03

29.7 0.0

29.7 7
27 1750
622
0 0
0 0.03
.,,
SBR
81 0.12

0.4 0.0

0.4 0
0 660
0 0
0 0.12
11/07/2021
Synchro 10 Report
Page2
HCM 6thAWSC
2: Willow Avenue & Church Avenue
Intersection
Intersection Delay, s/veh 18.8
Intersection LOS C
Movement EBL EBT EBR
Lane Configurations 4 .,,
Traffic Vol, veh/h 63 244 44
Future Vol, veh/h 63 244 44
Peak Hour Factor 0.94 0.94 0.94
Heavy Vehicles, % 3 3 3
MvmtFlow 67 260 47
Number of Lanes 0 1 1
roach EB
Opposing Approach WB
Opposing Lanes 2
Conflicting Approach Left SB
Conflicting Lanes Left 2
Conflicting Approach Right NB
Conflicting Lanes Right 1
HCM Control Delay 21.1

HCM LOS C
Lane NBLn1 EBLn1
Vol Left, % 14% 21%
Vol Thru, % 67% 79%
Vol Right,% 19% 0%
Sign Control Stop Stop
Traffic Vol by Lane 228 307
LT Vol 32 63
Through Vol 152 244
RT Vol 44 0
Lane Flow Rate 243 327
Geometry Grp 6 7
Degree of Util (X) 0.508 0.654
Departure Headway (Hd) 7.544 7.212
Convergence, Y/N Yes Yes
Cap 475 500
Service Time 5.616 4.978
HCM Lane V/C Ratio 0.512 0.654
HCM Control Delay 18.2 22.7
HCM Lane LOS C C
HCM 95th-tile Q 2.8 4.7
Near-Term Plus Project Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.

WBL
60 60

0.94 3
64 0
WB
EB
2 NB
1 SB
2 19.9
C
EBLn2
0%
0%
100%
Stop
44 0
0 44
47 7

0.083

6.388
Yes
558

4.154

0.084

9.7 A

0.3 WBT WBR NBL
4 .,
232 44 32
232 44 32

0.94 0.94 0.94
3 3 3
247 47 34
1 1 0
NB
SB
2 EB
2 WB
2 18.2
C
WBLn1 WBLn2 SBLn1
21% 0% 22%
79% 0% 78%
0% 100% 0%
Stop Stop Stop
292 44 165
60 0 36
232 0 129
0 44 0
311 47 176
7 7 7

0.625 0.084 0.377

7.247 6.423 7.741
Yes Yes Yes
497 556 463

5.013 4.188 5.515

0.626 0.085 0.38

21.4 9.8 15.2
C A C

4.2 0.3 1.7

NBT NBR
~
152 44
152 44

0.94 0.94
3 3
162 47
1 0
SBLn2
0%
0%
100%
Stop
61 0
0 61
65 7

0.125

6.91 Yes
517

4.683

0.126

10.7 B

0.4 11/07/2021
SBL SBT SBR.
4 .,,
36 129 61
36 129 61

0.94 0.94 0.94
3 3 3
38 137 65
0 1 1
SB
NB
1 WB
2 EB
2 14
B
Synchro 10 Report

HCM 6th TWSC
4: Willow Avenue & North Project Driveway
Intersection
Int Delay, s/veh 1.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations V ~ 4'
Traffic Vol, veh/h 13 24 235 22 40 238
Future Vol, veh/h 13 24 235 22 40 238
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0
Veh in Median Storage, # 0 0
Grade, % 0 0
Peak Hour Factor 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3
MvmtFlow 14 26 255 24 43
Ma·or/Minor Minor1 Ma·or1 Ma·or2
Conflicting Flow All 612 267 0 0 279
Stage 1 267
Stage 2 345
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 455 769 - 1278
Stage 1 775
Stage 2 715
Platoon blocked, %
Mov Cap-1 Maneuver 437 769 - 1278
Mov Cap-2 Maneuver 437
Stage 1 775
Stage 2 687
roach WB NB SB
HCM Control Delay, s 11.4 0 1.1

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL
Capacity (veh/h) - 607 1278
HCM Lane V/C Ratio - 0.066 0.034
HCM Control Delay (s) - 11.4 7.9
HCM Lane LOS B A
HCM 95th %tile Q(veh) 0.2 0.1
Near-Term Plus Project Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.
0 0
92 3
259
0 SBT
0 A
11/07/2021
Synchro 10 Report

HCM 6th TWSC
5: Willow Avenue & South Project Driveway
Intersection
Int Delay, s/veh 1.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations V ~ 4'
Traffic Vol, veh/h 14 23 234 24 39 212
Future Vol, veh/h 14 23 234 24 39 212
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0
Veh in Median Storage, # 0 0
Grade, % 0 0
Peak Hour Factor 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3
MvmtFlow 15 25 254 26 42
Ma·or/Minor Minor1 Ma·or1 Ma·or2
Conflicting Flow All 581 267 0 0 280
Stage 1 267
Stage 2 314
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 474 769 - 1277
Stage 1 775
Stage 2 738
Platoon blocked, %
Mov Cap-1 Maneuver 456 769 - 1277
Mov Cap-2 Maneuver 456
Stage 1 775
Stage 2 710
roach WB NB SB
HCM Control Delay, s 11.3 0 1.2

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL
Capacity (veh/h) - 610 1277
HCM Lane V/C Ratio - 0.066 0.033
HCM Control Delay (s) - 11.3 7.9
HCM Lane LOS B A
HCM 95th %tile Q(veh) 0.2 0.1
Near-Term Plus Project Conditions 10/25/2021 PM Peak
VRPA Technologies, Inc.
0 0
92 3
230
0 SBT
0 A
11/07/2021
Synchro 10 Report
Page2
CUMULATIVE YEAR 2042 CONDITIONS
HCM 6th Signalized Intersection Summary
1: Willow Avenue & Butler Avenue
-+ \' "f +- ~
Movement EBT EBR WBL WBT NBL
Lane Configurations ft. "'i t V
Traffic Volume (veh/h) 389 178 299 610 176
Future Volume (veh/h) 389 178 299 610 176
Initial Q (Qb), veh 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 423 193 325 663 191
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3
Cap, veh/h 442 202 352 1137 201
Arrive On Green 0.37 0.37 0.20 0.61 0.29
Sat Flow, veh/h 1206 550 1767 1856 684
Grp Volume(v), veh/h 0 616 325 663 460
Grp Sat Flow(s),veh/h/ln 0 1756 1767 1856 1648
Q Serve(g_s), s 0.0 39.5 20.8 24.9 31 .6
Cycle Q Clear(g_c), s 0.0 39.5 20.8 24.9 31.6
Prop In Lane 0.31 1.00 0.42
Lane Grp Cap(c), veh/h 0 644 352 1137 484
V/C Ratio(X) 0.00 0.96 0.92 0.58 0.95
Avail Cap(c_a), veh/h 0 663 376 1182 508
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 35.7 45.4 13.5 40.0
Iner Delay (d2), s/veh 0.0 24.4 27.0 0.7 27.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 0.0 20.5 11.5 9.6 16.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 60.1 72.3 14.2 67.1
LnGre LOS A E E B E
Approach Vol, veh/h 616 988 460
Approach Delay, s/veh 60.1 33.3 67.1
Approach LOS E C E
irimer - Assigned Phs 2 3 4
Phs Duration (G+Y+Rc), s 39.4 28.4 47.8
Change Period (Y+Rc), s 5.4 5.4 5.4
Max Green Setting (Gmax), s 35.6 24.6 43.6
Max Q Clear Time (g_c+l1), s 33.6 22.8 41 .5
Green Ext Time (p_c), s 0.4 0.2 0.8
Intersection Summa~
HCM 6th Ctrl Delay 48.8
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Cumulative Year 2042 Without Project Conditions 10/25/2021 AM Peak VRPA Technologies, Inc.
~
NBR
247
247
0 1.00

1.00 1856
268

0.92 3
282

0.29 960
0 0

0.0 0.0

0.58 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

0.0 A
8 76.2

5.4 73.6

26.9 4.9
11/07/2021
Synchro 10 Report

HCM 6th Signalized Intersection Summary
3: Willow Avenue & Jensen Avenue
.,.,.
-+ -,. f +-
Movement EBL EBT EBR WBL WBT
Lane Configurations "i tf+ "i tf+
Traffic Volume (veh/h) 92 619 52 54 1620
Future Volume (veh/h) 92 619 52 54 1620
Initial Q (Qb), veh 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 100 673 57 59 1761
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3
Cap, veh/h 96 1487 126 76 1517
Arrive On Green 0.05 0.45 0.45 0.04 0.44
Sat Flow, veh/h 1767 3290 278 1767 3442
Grp Volume(v), veh/h 100 360 370 59 897
Grp Sat Flow(s),veh/h/ln 1767 1763 1805 1767 1763
Q Serve(g_s), s 6.5 16.8 16.8 3.9 52.5
Cycle Q Clear(g_c), s 6.5 16.8 16.8 3.9 52.5
Prop In Lane 1.00 0.15 1.00
Lane Grp Cap(c), veh/h 96 797 816 76 777
V/C Ratio(X) 1.04 0.45 0.45 0.77 1.15
Avail Cap(c_a), veh/h 96 797 816 142 777
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 56.3 22.5 22.5 56.4 33.3
Iner Delay (d2), s/veh 102.0 0.4 0.4 15.1 83.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 5.5 6.5 6.7 2.0 38.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 158.3 22.9 22.9 71.5 117.1
LnGre LOS F C C E F
Approach Vol, veh/h 830 1897
Approach Delay, s/veh 39.2 118.1
Approach LOS D F
irimer - Assigned Phs 2 3 4 5
Phs Duration (G+Y+Rc), s 10.5 36.6 11 .6 60.4 10.5
Change Period (Y+Rc), s 5.4 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s 6.0 30.1 9.6 49.4 6.5
Max Q Clear Time (g_c+l1), s 5.9 4.1 5.9 18.8 4.2
Green Ext Time (p_c), s 0.0 0.1 0.0 4.0 0.0
Intersection Summa~
HCM 6th Ctrl Delay 87.4
HCM 6th LOS F
Cumulative Year 2042 Without Project Conditions 10/25/2021 AM Peak VRPA Technologies, Inc.
-\.. ~ t

WBR NBL NBT
"i f+
71 30 18
71 30 18
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
77 33 20

0.92 0.92 0.92
3 3 3
66 59 215

0.44 0.03 0.25
150 1767 851
941 33 0
1829 1767 0

52.5 2.2 0.0

52.5 2.2 0.0

0.08 1.00
806 59 0

1.17 0.56 0.00
806 96 0

1.00 1.00 1.00

1.00 1.00 0.00

33.3 56.7 0.0

88.7 8.0 0.0

0.0 0.0 0.0

40.8 1.1 0.0
122.0 64.7 0.0
F E A
73 48.1
D
6 7 8

36.6 13.0 59.0

5.4 6.5 6.5

29.6 6.5 52.5

12.3 8.5 54.5

0.8 0.0 0.0
~
NBR
18 18
0 1.00

1.00 1856
20 0.92
3 215

0.25 851
40 1702

2.1 2.1

0.50 430

0.09 430

1.00 1.00

34.1 0.4

0.0 0.9

34.5 C
11/07/2021
~ ! -cl'
SBL SBT SB~
"i + .,,
53 54 187
53 54 187
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
58 59 203

0.92 0.92 0.92
3 3 3
76 487 412

0.04 0.26 0.26
1767 1856 1572
58 59 203
1767 1856 1572

3.9 2.9 10.3

3.9 2.9 10.3

1.00 1.00
76 487 412

0.76 0.12 0.49
89 487 412

1.00 1.00 1.00

1.00 1.00 1.00

56.4 33.5 23.3

27.6 0.5 4.2

0.0 0.0 0.0

2.3 1.4 4.0

84.0 34.0 27.4
F C C
320

38.9 D
Synchro 10 Report
Page2
Queues
1: Willow Avenue & Butler Avenue
-+ f +- "\
Lane Groue EBT WBL WBT NBL
Lane Group Flow (vph) 616 325 663 459
v/c Ratio 0.93 0.89 0.58 0.90
Control Delay 56.9 71.8 15.5 56.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 56.9 71.8 15.5 56.8
Queue Length 50th (ft) 445 248 291 297
Queue Length 95th (ft) #682 #417 402 #480
Internal Link Dist (ft) 1512 2571 3098
Turn Bay Length (ft) 100
Base Capacity (vph) 709 389 1227 576
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.87 0.84 0.54 0.80
Intersection Summa!)'.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Cumulative Year 2042 Without Project Conditions 10/25/2021 AM Peak VRPA Technologies, Inc.
11/07/2021
Synchro 10 Report

Queues
3: Willow Avenue & Jensen Avenue
.,.,.
-+ "f +- ~
Lane Groue EBL EBT WBL WBT NBL
Lane Group Flow (vph) 100 730 59 1838 33
v/c Ratio 1.04 0.46 0.47 1.18 0.35
Control Delay 158.3 24.9 65.6 118.7 65.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 158.3 24.9 65.6 118.7 65.3
Queue Length 50th (ft) -85 214 44 -914 25
Queue Length 95th (ft) #199 273 89 #1056 60
Internal Link Dist (ft) 2543 2787
Turn Bay Length (ft) 250 125 150
Base Capacity (vph) 96 1573 143 1559 96
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 1.04 0.46 0.41 1.18 0.34
Intersection Summa!)'.

Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Cumulative Year 2042 Without Project Conditions 10/25/2021 AM Peak VRPA Technologies, Inc.
t '.

NBT SBL
40 58

0.09 0.65

21.4 88.4

0.0 0.0

21.4 88.4
12 45
41 #113
592
150
451 89
0 0
0 0
0 0

0.09 0.65
!
SBT
59 0.12

34.9 0.0

34.9 36
72 1750
510
0 0
0 0.12
.,,
SBR
203

0.35 6.2

0.0 6.2
0 55
584
0 0
0 0.35
11/07/2021
Synchro 10 Report
Page2
HCM 6thAWSC
2: Willow Avenue & Church Avenue
Intersection
Intersection Delay, s/veh 148.3
Intersection LOS F
Movement EBL EBT EBR WBL WBT
Lane Configurations 4 .,, 4
Traffic Vol, veh/h 118 345 56 89 406
Future Vol, veh/h 118 345 56 89 406
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 3 3 3 3 3
MvmtFlow 128 375 61 97 441
Number of Lanes 0 1 1 0 1
roach EB WB
Opposing Approach WB EB
Opposing Lanes 2 2
Conflicting Approach Left SB NB
Conflicting Lanes Left 2 1
Conflicting Approach Right NB SB
Conflicting Lanes Right 1 2
HCM Control Delay 193.8 195.7

HCM LOS F F
Lane NBLn1 EBLn1 EBLn2 WBLn1
Vol Left, % 16% 25% 0% 18%
Vol Thru, % 53% 75% 0% 82%
Vol Right,% 32% 0% 100% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 361 463 56 495
LT Vol 56 118 0 89
Through Vol 191 345 0 406
RT Vol 114 0 56 0
Lane Flow Rate 392 503 61 538
Geometry Grp 6 7 7 7
Degree of Util (X) 1.086 1.374 0.152 1.459
Departure Headway (Hd) 11.877 10.952 10.071 10.99
Convergence, Y/N Yes Yes Yes Yes
Cap 310 337 359 334
Service Time 9.877 8.652 7.771 8.69
HCM Lane V/C Ratio 1.265 1.493 0.17 1.611
HCM Control Delay 112.8 215.5 14.6 250.7
HCM Lane LOS F F B F
HCM 95th-tile Q 12.9 22.8 0.5 25.8
Cumulative Year 2042 Without Project Conditions 10/25/2021 AM Peak VRPA Technologies, Inc.

WBR NBL
.,
155 56
155 56

0.92 0.92
3 3
168 61
1 0
NB
SB
2 EB
2 WB
2 112.8
F
WBLn2 SBLn1
0% 59%
0% 41%
100% 0%
Stop Stop
155 321
0 190
0 131
155 0
168 349
7 7

0.42 0.974

10.149 11.77
Yes Yes
357 311

7.849 9.47

0.471 1.122
20 80.7
C F
2 10.1

NBT NBR
~
191 114
191 114

0.92 0.92
3 3
208 124
1 0
SBLn2
0%
0%
100%
Stop
156
0 0
156
170
7 0.427

10.71 Yes
339

8.41 0.501

21.2 C

2.1 11/07/2021
SBL SBT SBR.
4 .,,
190 131 156
190 131 156

0.92 0.92 0.92
3 3 3
207 142 170
0 1 1
SB
NB
1 WB
2 EB
2 61.2
F
Synchro 10 Report

HCM 6th Signalized Intersection Summary
1: Willow Avenue & Butler Avenue
-+ \' "f +- ~
Movement EBT EBR WBL WBT NBL
Lane Configurations ft. "'i t V
Traffic Volume (veh/h) 487 144 174 455 169
Future Volume (veh/h) 487 144 174 455 169
Initial Q (Qb), veh 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 529 157 189 495 184
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3
Cap, veh/h 577 171 228 1144 204
Arrive On Green 0.42 0.42 0.13 0.62 0.25
Sat Flow, veh/h 1374 408 1767 1856 825
Grp Volume(v), veh/h 0 686 189 495 371
Grp Sat Flow(s),veh/h/ln 0 1782 1767 1856 1664
Q Serve(g_s), s 0.0 28.9 8.3 11 .1 17.1
Cycle Q Clear(g_c), s 0.0 28.9 8.3 11.1 17.1
Prop In Lane 0.23 1.00 0.50
Lane Grp Cap(c), veh/h 0 748 228 1144 412
V/C Ratio(X) 0.00 0.92 0.83 0.43 0.90
Avail Cap(c_a), veh/h 0 844 280 1299 494
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 21 .8 33.7 8.0 28.9
Iner Delay (d2), s/veh 0.0 13.8 15.7 0.3 17.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 0.0 13.4 4.3 3.5 8.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 35.6 49.4 8.2 46.2
LnGre LOS A D D A D
Approach Vol, veh/h 686 684 371
Approach Delay, s/veh 35.6 19.6 46.2
Approach LOS D B D
irimer - Assigned Phs 2 3 4
Phs Duration (G+Y+Rc), s 25.1 15.6 38.7
Change Period (Y+Rc), s 5.4 5.4 5.4
Max Green Setting (Gmax), s 23.6 12.6 37.6
Max Q Clear Time (g_c+l1), s 19.1 10.3 30.9
Green Ext Time (p_c), s 0.5 0.1 2.5
Intersection Summa~
HCM 6th Ctrl Delay 31 .6
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Cumulative Year 2042 Without Project Conditions 10/25/2021 PM Peak VRPA Technologies, Inc.
~
NBR
171
171
0 1.00

1.00 1856
186

0.92 3
207

0.25 834
0 0

0.0 0.0

0.50 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

0.0 A
8 54.4

5.4 55.6

13.1 3.2
11/07/2021
Synchro 10 Report

HCM 6th Signalized Intersection Summary
3: Willow Avenue & Jensen Avenue
.,.,.
-+ -,. f +-
Movement EBL EBT EBR WBL WBT
Lane Configurations "i tf+ "i tf+
Traffic Volume (veh/h) 181 1301 42 22 770
Future Volume (veh/h) 181 1301 42 22 770
Initial Q (Qb), veh 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 197 1414 46 24 837
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3
Cap, veh/h 310 1535 50 50 960
Arrive On Green 0.18 0.44 0.44 0.03 0.29
Sat Flow, veh/h 1767 3485 113 1767 3277
Grp Volume(v), veh/h 197 714 746 24 450
Grp Sat Flow(s),veh/h/ln 1767 1763 1835 1767 1763
Q Serve(g_s), s 11 .7 43.2 43.4 1.5 27.5
Cycle Q Clear(g_c), s 11.7 43.2 43.4 1.5 27.5
Prop In Lane 1.00 0.06 1.00
Lane Grp Cap(c), veh/h 310 777 809 50 516
V/C Ratio(X) 0.63 0.92 0.92 0.48 0.87
Avail Cap(c_a), veh/h 310 817 850 95 627
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 43.3 29.8 29.9 54.3 38.0
Iner Delay (d2), s/veh 4.2 15.1 14.9 7.1 11.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 5.2 19.6 20.4 0.7 12.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.5 44.9 44.8 61.4 49.2
LnGre LOS D D D E D
Approach Vol, veh/h 1657 935
Approach Delay, s/veh 45.2 49.4
Approach LOS D D
irimer - Assigned Phs 2 3 4 5
Phs Duration (G+Y+Rc), s 10.8 36.4 9.7 56.4 18.1
Change Period (Y+Rc), s 5.4 6.5 6.5 6.5 6.5
Max Green Setting (Gmax), s 6.6 29.9 6.1 52.5 12.8
Max Q Clear Time (g_c+l1), s 6.2 12.0 3.5 45.4 7.4
Green Ext Time (p_c), s 0.0 0.8 0.0 4.5 0.1
Intersection Summa~
HCM 6th Ctrl Delay 46.6
HCM 6th LOS D
Cumulative Year 2042 Without Project Conditions 10/25/2021 PM Peak VRPA Technologies, Inc.
-\.. ~ t ~

WBR NBL NBT NBR
"i f+
68 82 101 69
68 82 101 69
0 0 0 0

1.00 1.00 1.00

1.00 1.00 1.00 1.00
No
1856 1856 1856 1856
74 89 110 75

0.92 0.92 0.92 0.92
3 3 3 3
85 181 271 185

0.29 0.10 0.26 0.26
290 1767 1028 701
461 89 0 185
1803 1767 0 1729

27.5 5.4 0.0 10.0

27.5 5.4 0.0 10.0

0.16 1.00 0.41
528 181 0 456

0.87 0.49 0.00 0.41
641 200 0 456

1.00 1.00 1.00 1.00

1.00 1.00 0.00 1.00

38.0 48.1 0.0 34.4

10.9 2.1 0.0 2.7

0.0 0.0 0.0 0.0

12.9 2.4 0.0 4.3

48.9 50.1 0.0 37.0

D D A D
274
41 .3
D
6 7 8

29.1 26.4 39.7

5.4 6.5 6.5

23.7 18.3 40.3

8.0 13.7 29.5

0.3 0.2 3.7
11/07/2021
~ ! -cl'
SBL SBT SB~
"i + .,,
61 24 91
61 24 91
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
66 26 99

0.92 0.92 0.92
3 3 3
84 388 329

0.05 0.21 0.21
1767 1856 1572
66 26 99
1767 1856 1572

4.2 1.3 6.0

4.2 1.3 6.0

1.00 1.00
84 388 329

0.78 0.07 0.30
103 388 329

1.00 1.00 1.00

1.00 1.00 1.00

53.4 35.9 37.8

26.3 0.3 2.3

0.0 0.0 0.0

2.4 0.6 2.4

79.7 36.3 40.2
E D D
191

53.3 D
Synchro 10 Report
Page2
Queues
1: Willow Avenue & Butler Avenue
-+ f +- "\
Lane Groue EBT WBL WBT NBL
Lane Group Flow (vph) 686 189 495 370
v/c Ratio 0.91 0.75 0.43 0.83
Control Delay 41.9 55.7 9.8 42.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 41.9 55.7 9.8 42.8
Queue Length 50th (ft) 341 104 130 166
Queue Length 95th (ft) #573 #211 200 #301
Internal Link Dist (ft) 1512 2571 3098
Turn Bay Length (ft) 100
Base Capacity (vph) 842 273 1270 529
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.81 0.69 0.39 0.70
Intersection Summa!)'.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Cumulative Year 2042 Without Project Conditions 10/25/2021 PM Peak VRPA Technologies, Inc.
11/07/2021
Synchro 10 Report

Queues
3: Willow Avenue & Jensen Avenue
.,.,.
-+ "f +- ~
Lane Groue EBL EBT WBL WBT NBL
Lane Group Flow (vph) 197 1460 24 911 89
v/c Ratio 0.75 0.91 0.24 0.84 0.49
Control Delay 65.5 38.8 60.9 43.3 59.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 65.5 38.8 60.9 43.3 59.5
Queue Length 50th (ft) 144 563 18 340 66
Queue Length 95th (ft) #254 #730 47 411 121
Internal Link Dist (ft) 2543 2787
Turn Bay Length (ft) 250 125 150
Base Capacity (vph) 302 1700 98 1292 206
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.65 0.86 0.24 0.71 0.43
Intersection Summa!)'.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Cumulative Year 2042 Without Project Conditions 10/25/2021 PM Peak VRPA Technologies, Inc.
t '.

NBT SBL
185 66

0.37 0.63

33.0 80.8

0.0 0.0

33.0 80.8
102 51
172 #124
592
150
497 106
0 0
0 0
0 0

0.37 0.62
!
SBT
26 0.06

39.5 0.0

39.5 17
42 1750
435
0 0
0 0.06
.,,
SBR
99 0.19

0.8 0.0

0.8 0
0 529
0 0
0 0.19
11/07/2021
Synchro 10 Report
Page2
HCM 6thAWSC
2: Willow Avenue & Church Avenue
Intersection
Intersection Delay, s/veh 101 .9
Intersection LOS F
Movement EBL EBT EBR WBL WBT
Lane Configurations 4 .,, 4
Traffic Vol, veh/h 79 384 70 91 372
Future Vol, veh/h 79 384 70 91 372
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 3 3 3 3 3
MvmtFlow 86 417 76 99 404
Number of Lanes 0 1 1 0 1
roach EB WB
Opposing Approach WB EB
Opposing Lanes 2 2
Conflicting Approach Left SB NB
Conflicting Lanes Left 2 1
Conflicting Approach Right NB SB
Conflicting Lanes Right 1 2
HCM Control Delay 137.5 139.1

HCM LOS F F
Lane NBLn1 EBLn1 EBLn2 WBLn1
Vol Left, % 17% 17% 0% 20%
Vol Thru, % 61% 83% 0% 80%
Vol Right,% 21% 0% 100% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 295 463 70 463
LT Vol 51 79 0 91
Through Vol 181 384 0 372
RT Vol 63 0 70 0
Lane Flow Rate 321 503 76 503
Geometry Grp 6 7 7 7
Degree of Util (X) 0.834 1.239 0.171 1.241
Departure Headway (Hd) 10.509 9.463 8.638 9.472
Convergence, Y/N Yes Yes Yes Yes
Cap 346 388 418 388
Service Time 8.509 7.163 6.338 7.172
HCM Lane V/C Ratio 0.928 1.296 0.182 1.296
HCM Control Delay 49.2 156.3 13.1 157.1
HCM Lane LOS E F B F
HCM 95th-tile Q 7.4 20.1 0.6 20.2
Cumulative Year 2042 Without Project Conditions 10/25/2021 PM Peak VRPA Technologies, Inc.

WBR NBL
.,
66 51
66 51

0.92 0.92
3 3
72 55
1 0
NB
SB
2 EB
2 WB
2 49.2
E
WBLn2 SBLn1
0% 26%
0% 74%
100% 0%
Stop Stop
66 215
0 55
0 160
66 0
72 234
7 7

0.161 0.618

8.633 10.578
Yes Yes
418 344

6.333 8.278

0.172 0.68
13 29
B D

0.6 3.9

NBT NBR
~
181 63
181 63

0.92 0.92
3 3
197 68
1 0
SBLn2
0%
0%
100%
Stop
86 0
0 86
93 7

0.226

9.704
Yes
372

7.404

0.25 15.2
C

0.9 11/07/2021
SBL SBT SBR.
4 .,,
55 160 86
55 160 86

0.92 0.92 0.92
3 3 3
60 174 93
0 1 1
SB
NB
1 WB
2 EB
2 25.1
D
Synchro 10 Report

HCM 6th Signalized Intersection Summary
1: Willow Avenue & Butler Avenue
-+ \' "f +- ~
Movement EBT EBR WBL WBT NBL
Lane Configurations ft. "'i t V
Traffic Volume (veh/h) 389 192 307 610 220
Future Volume (veh/h) 389 192 307 610 220
Initial Q (Qb), veh 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 423 209 334 663 239
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3
Cap, veh/h 415 205 358 1118 227
Arrive On Green 0.35 0.35 0.20 0.60 0.31
Sat Flow, veh/h 1172 579 1767 1856 739
Grp Volume(v), veh/h 0 632 334 663 535
Grp Sat Flow(s),veh/h/ln 0 1751 1767 1856 1654
Q Serve(g_s), s 0.0 42.4 22.2 26.5 36.8
Cycle Q Clear(g_c), s 0.0 42.4 22.2 26.5 36.8
Prop In Lane 0.33 1.00 0.45
Lane Grp Cap(c), veh/h 0 620 358 1118 509
V/C Ratio(X) 0.00 1.02 0.93 0.59 1.05
Avail Cap(c_a), veh/h 0 620 363 1123 509
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 38.6 46.9 14.7 41.4
Iner Delay (d2), s/veh 0.0 40.9 30.2 0.8 54.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 0.0 24.5 12.5 10.4 22.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 79.5 77.1 15.6 95.6
LnGre LOS A F E B F
Approach Vol, veh/h 632 997 535
Approach Delay, s/veh 79.5 36.2 95.6
Approach LOS E D F
irimer - Assigned Phs 2 3 4
Phs Duration (G+Y+Rc), s 42.2 29.7 47.8
Change Period (Y+Rc), s 5.4 5.4 5.4
Max Green Setting (Gmax), s 36.8 24.6 42.4
Max Q Clear Time (g_c+l1), s 38.8 24.2 44.4
Green Ext Time (p_c), s 0.0 0.0 0.0
Intersection Summa~
HCM 6th Ctrl Delay 63.5
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement.

Cumulative Year 2042 Plus Project Conditions 10/25/2021 AM Peak VRPA Technologies, Inc.
~
NBR
271
271
0 1.00

1.00 1856
295

0.92 3
281

0.31 912
0 0

0.0 0.0

0.55 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

0.0 A
8 77.5

5.4 72.4

28.5 4.9
11/07/2021
Synchro 10 Report

HCM 6th Signalized Intersection Summary
3: Willow Avenue & Jensen Avenue
.,.,.
-+ -,. f
Movement EBL EBT EBR WBL
Lane Configurations "i tf+ "i
Traffic Volume (veh/h) 99 619 52 54
Future Volume (veh/h) 99 619 52 54
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856
Adj Flow Rate, veh/h 108 673 57 59
Peak Hour Factor 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3
Cap, veh/h 96 1486 126 76
Arrive On Green 0.05 0.45 0.45 0.04
Sat Flow, veh/h 1767 3290 278 1767
Grp Volume(v), veh/h 108 360 370 59
Grp Sat Flow(s),veh/h/ln 1767 1763 1805 1767
Q Serve(g_s), s 6.5 16.8 16.8 3.9
Cycle Q Clear(g_c), s 6.5 16.8 16.8 3.9
Prop In Lane 1.00 0.15 1.00
Lane Grp Cap(c), veh/h 96 796 816 76
V/C Ratio(X) 1.12 0.45 0.45 0.77
Avail Cap(c_a), veh/h 96 796 816 142
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 56.3 22.5 22.5 56.4
Iner Delay (d2), s/veh 127.9 0.4 0.4 15.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 6.2 6.5 6.7 2.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 184.2 22.9 22.9 71.5
LnGre LOS F C C E
Approach Vol, veh/h 838
Approach Delay, s/veh 43.7
Approach LOS D
irimer - Assigned Phs 2 3 4
Phs Duration (G+Y+Rc), s 10.6 36.6 11 .6 60.4
Change Period (Y+Rc), s 5.4 6.5 6.5 6.5
Max Green Setting (Gmax), s 6.0 30.1 9.6 49.4
Max Q Clear Time (g_c+l1), s 6.0 4.2 5.9 18.8
Green Ext Time (p_c), s 0.0 0.1 0.0 4.0
Intersection Summa~
HCM 6th Ctrl Delay 88.5
HCM 6th LOS F
Cumulative Year 2042 Plus Project Conditions 10/25/2021 AM Peak VRPA Technologies, Inc.
+-
WBT
tf+
1620
1620
0 1.00
No
1856
1761

0.92 3
1515

0.44 3440
897
1763

52.5 52.5
776

1.16 776

1.00 1.00

33.3 84.3

0.0 38.3
117.7
F
1898
118.7
F
5 10.5

6.5 6.5

4.2 0.0
-\.. ~ t ~

WBR NBL NBT NBR
"i f+
72 30 19 18
72 30 19 18
0 0 0 0

1.00 1.00 1.00

1.00 1.00 1.00 1.00
No
1856 1856 1856 1856
78 33 21 20

0.92 0.92 0.92 0.92
3 3 3 3
67 59 221 210

0.44 0.03 0.25 0.25
151 1767 874 832
942 33 0 41
1828 1767 0 1706

52.5 2.2 0.0 2.2

52.5 2.2 0.0 2.2

0.08 1.00 0.49
805 59 0 431

1.17 0.56 0.00 0.10
805 96 0 431

1.00 1.00 1.00 1.00

1.00 1.00 0.00 1.00

33.3 56.7 0.0 34.1

89.3 8.0 0.0 0.4

0.0 0.0 0.0 0.0

40.9 1.1 0.0 0.9
122.7 64.7 0.0 34.6

F E A C
74 48.0
D
6 7 8

36.7 13.0 59.0

5.4 6.5 6.5

29.6 6.5 52.5

13.6 8.5 54.5

0.9 0.0 0.0
11/07/2021
~ ! -cl'
SBL SBT SB~
"i + .,,
55 55 207
55 55 207
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
60 60 225

0.92 0.92 0.92
3 3 3
77 487 413

0.04 0.26 0.26
1767 1856 1572
60 60 225
1767 1856 1572

4.0 2.9 11 .6

4.0 2.9 11.6

1.00 1.00
77 487 413

0.78 0.12 0.54
89 487 413

1.00 1.00 1.00

1.00 1.00 1.00

56.4 33.5 23.6

31.1 0.5 5.1

0.0 0.0 0.0

2.4 1.4 4.6

87.5 34.0 28.7
F C C
345

39.9 D
Synchro 10 Report
Page2
Queues
1: Willow Avenue & Butler Avenue
-+ f +- "\
Lane Groue EBT WBL WBT NBL
Lane Group Flow (vph) 632 334 663 534
v/c Ratio 0.99 0.94 0.60 0.97
Control Delay 70.1 82.6 17.5 70.2
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 70.1 82.6 17.5 70.2
Queue Length 50th (ft) 471 256 299 376
Queue Length 95th (ft) #724 #434 414 #607
Internal Link Dist (ft) 1512 2571 3098
Turn Bay Length (ft) 100
Base Capacity (vph) 640 361 1119 551
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.99 0.93 0.59 0.97
Intersection Summa!)'.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Cumulative Year 2042 Plus Project Conditions 10/25/2021 AM Peak VRPA Technologies, Inc.
11/07/2021
Synchro 10 Report

Queues
3: Willow Avenue & Jensen Avenue
.,.,.
-+ "f +-
Lane Groue EBL EBT WBL WBT
Lane Group Flow (vph) 108 730 59 1839
v/c Ratio 1.12 0.46 0.47 1.18
Control Delay 180.3 24.9 65.6 119.0
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 180.3 24.9 65.6 119.0
Queue Length 50th (ft) -98 214 44 -915
Queue Length 95th (ft) #217 273 89 #1056
Internal Link Dist (ft) 2543 2787
Turn Bay Length (ft) 250 125
Base Capacity (vph) 96 1573 143 1559
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 1.13 0.46 0.41 1.18
Intersection Summa!)'.

Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Cumulative Year 2042 Plus Project Conditions 10/25/2021 AM Peak VRPA Technologies, Inc.
~ t '.

NBL NBT SBL
33 41 60

0.35 0.09 0.67

65.3 21.8 90.9

0.0 0.0 0.0

65.3 21.8 90.9
25 12 47
60 42 #118
592
150 150
96 452 89
0 0 0
0 0 0
0 0 0

0.34 0.09 0.67
!
SBT
60 0.12

34.9 0.0

34.9 36
73 1750
510
0 0
0 0.12
.,,
SBR
225

0.39 8.3

0.0 8.3
10 74
584
0 0
0 0.39
11/07/2021
Synchro 10 Report
Page2
HCM 6thAWSC
2: Willow Avenue & Church Avenue
Intersection
Intersection Delay, s/veh 156.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT
Lane Configurations 4 .,, 4
Traffic Vol, veh/h 122 345 56 89 406
Future Vol, veh/h 122 345 56 89 406
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 3 3 3 3 3
MvmtFlow 133 375 61 97 441
Number of Lanes 0 1 1 0 1
roach EB WB
Opposing Approach WB EB
Opposing Lanes 2 2
Conflicting Approach Left SB NB
Conflicting Lanes Left 2 1
Conflicting Approach Right NB SB
Conflicting Lanes Right 1 2
HCM Control Delay 203.7 200.3

HCM LOS F F
Lane NBLn1 EBLn1 EBLn2 WBLn1
Vol Left, % 15% 26% 0% 18%
Vol Thru, % 54% 74% 0% 82%
Vol Right,% 31% 0% 100% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 369 467 56 495
LT Vol 56 122 0 89
Through Vol 199 345 0 406
RT Vol 114 0 56 0
Lane Flow Rate 401 508 61 538
Geometry Grp 6 7 7 7
Degree of Util (X) 1.122 1.399 0.154 1.472
Departure Headway (Hd) 12.115 11.154 10.268 11.232
Convergence, Y/N Yes Yes Yes Yes
Cap 305 330 351 328
Service Time 10.115 8.854 7.968 8.932
HCM Lane V/C Ratio 1.315 1.539 0.174 1.64
HCM Control Delay 125.5 226.4 14.8 256.9
HCM Lane LOS F F B F
HCM 95th-tile Q 13.7 23.3 0.5 25.8
Cumulative Year 2042 Plus Project Conditions 10/25/2021 AM Peak VRPA Technologies, Inc.

WBR NBL
.,
156 56
156 56

0.92 0.92
3 3
170 61
1 0
NB
SB
2 EB
2 WB
2 125.5
F
WBLn2 SBLn1
0% 55%
0% 45%
100% 0%
Stop Stop
156 349
0 193
0 156
156 0
170 379
7 7

0.427 1.057

10.388 11.895
Yes Yes
349 307

8.088 9.595

0.487 1.235

20.6 103.7
C F

2.1 12.1

NBT NBR
~
199 114
199 114

0.92 0.92
3 3
216 124
1 0
SBLn2
0%
0%
100%
Stop
170
0 0
170
185
7 0.465

10.854
Yes
334

8.554

0.554

22.6 C

2.4 11/07/2021
SBL SBT SBR.
4 .,,
193 156 170
193 156 170

0.92 0.92 0.92
3 3 3
210 170 185
0 1 1
SB
NB
1 WB
2 EB
2 77.1
F
Synchro 10 Report

HCM 6th TWSC
4: Willow Avenue & North Project Driveway
Intersection
Int Delay, s/veh
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations V ~ 4'
Traffic Vol, veh/h 20 36 497 7 12 488
Future Vol, veh/h 20 36 497 7 12 488
Conflicting Peds, #/hr 0 0 0 0 0 0
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 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
MvmtFlow 22 39 540 8 13 530
Ma·or/Minor Minor1 Ma·or1 Ma·or2
Conflicting Flow All 1100 544 0 0 548 0
Stage 1 544
Stage 2 556
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 234 537 - 1016
Stage 1 580
Stage 2 572
Platoon blocked, %
Mov Cap-1 Maneuver 230 537 - 1016
Mov Cap-2 Maneuver 230
Stage 1 580
Stage 2 562
roach WB NB SB
HCM Control Delay, s 16.9 0 0.2

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 364 1016
HCM Lane V/C Ratio - 0.167 0.013
HCM Control Delay (s) - 16.9 8.6 0
HCM Lane LOS C A A
HCM 95th %tile Q(veh) 0.6 0
Cumulative Year 2042 Plus Project Conditions 10/25/2021 AM Peak VRPA Technologies, Inc.
11/07/2021
Synchro 10 Report

HCM 6th TWSC
5: Willow Avenue & South Project Driveway
Intersection
Int Delay, s/veh
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations V ~ 4'
Traffic Vol, veh/h 21 34 470 7 11 497
Future Vol, veh/h 21 34 470 7 11 497
Conflicting Peds, #/hr 0 0 0 0 0 0
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 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
MvmtFlow 23 37 511 8 12 540
Ma·or/Minor Minor1 Ma·or1 Ma·or2
Conflicting Flow All 1079 515 0 0 519 0
Stage 1 515
Stage 2 564
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 241 558 - 1042
Stage 1 598
Stage 2 567
Platoon blocked, %
Mov Cap-1 Maneuver 237 558 - 1042
Mov Cap-2 Maneuver 237
Stage 1 598
Stage 2 558
roach WB NB SB
HCM Control Delay, s 16.7 0 0.2

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 368 1042
HCM Lane V/C Ratio - 0.162 0.011
HCM Control Delay (s) - 16.7 8.5 0
HCM Lane LOS C A A
HCM 95th %tile Q(veh) 0.6 0
Cumulative Year 2042 Plus Project Conditions 10/25/2021 AM Peak VRPA Technologies, Inc.
11/07/2021
Synchro 10 Report
Page2
HCM 6th Signalized Intersection Summary
1: Willow Avenue & Butler Avenue
-+ \' "f +- ~
Movement EBT EBR WBL WBT NBL
Lane Configurations ft. "'i t V
Traffic Volume (veh/h) 487 193 202 455 198
Future Volume (veh/h) 487 193 202 455 198
Initial Q (Qb), veh 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 529 210 220 495 215
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3
Cap, veh/h 529 210 254 1154 221
Arrive On Green 0.42 0.42 0.14 0.62 0.26
Sat Flow, veh/h 1264 502 1767 1856 856
Grp Volume(v), veh/h 0 739 220 495 419
Grp Sat Flow(s),veh/h/ln 0 1765 1767 1856 1667
Q Serve(g_s), s 0.0 37.6 10.9 12.4 22.4
Cycle Q Clear(g_c), s 0.0 37.6 10.9 12.4 22.4
Prop In Lane 0.28 1.00 0.51
Lane Grp Cap(c), veh/h 0 738 254 1154 430
V/C Ratio(X) 0.00 1.00 0.87 0.43 0.97
Avail Cap(c_a), veh/h 0 738 256 1156 430
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 26.1 37.7 8.8 33.0
Iner Delay (d2), s/veh 0.0 33.3 25.5 0.3 36.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 0.0 21.0 6.3 4.2 12.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 59.5 63.1 9.0 69.5
LnGre LOS A F E A E
Approach Vol, veh/h 739 715 419
Approach Delay, s/veh 59.5 25.7 69.5
Approach LOS E C E
irimer - Assigned Phs 2 3 4
Phs Duration (G+Y+Rc), s 28.6 18.3 43.0
Change Period (Y+Rc), s 5.4 5.4 5.4
Max Green Setting (Gmax), s 23.2 13.0 37.6
Max Q Clear Time (g_c+l1), s 24.4 12.9 39.6
Green Ext Time (p_c), s 0.0 0.0 0.0
Intersection Summa~
HCM 6th Ctrl Delay 48.8
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Cumulative Year 2042 Plus Project Conditions 10/25/2021 PM Peak VRPA Technologies, Inc.
~
NBR
187
187
0 1.00

1.00 1856
203

0.92 3
208

0.26 808
0 0

0.0 0.0

0.48 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

0.0 A
8 61.3

5.4 56.0

14.4 3.2
11/07/2021
Synchro 10 Report

HCM 6th Signalized Intersection Summary
3: Willow Avenue & Jensen Avenue
.,.,.
-+ -,. f
Movement EBL EBT EBR WBL
Lane Configurations "i tf+ "i
Traffic Volume (veh/h) 204 1301 42 22
Future Volume (veh/h) 204 1301 42 22
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856
Adj Flow Rate, veh/h 222 1414 46 24
Peak Hour Factor 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3
Cap, veh/h 313 1535 50 50
Arrive On Green 0.18 0.44 0.44 0.03
Sat Flow, veh/h 1767 3485 113 1767
Grp Volume(v), veh/h 222 714 746 24
Grp Sat Flow(s),veh/h/ln 1767 1763 1835 1767
Q Serve(g_s), s 13.4 43.3 43.5 1.5
Cycle Q Clear(g_c), s 13.4 43.3 43.5 1.5
Prop In Lane 1.00 0.06 1.00
Lane Grp Cap(c), veh/h 313 776 808 50
V/C Ratio(X) 0.71 0.92 0.92 0.48
Avail Cap(c_a), veh/h 313 816 849 95
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 43.9 29.9 29.9 54.3
Iner Delay (d2), s/veh 7.3 15.1 15.0 7.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 6.2 19.6 20.5 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.2 45.0 44.9 61.5
LnGre LOS D D D E
Approach Vol, veh/h 1682
Approach Delay, s/veh 45.8
Approach LOS D
irimer - Assigned Phs 2 3 4
Phs Duration (G+Y+Rc), s 10.9 36.4 9.7 56.5
Change Period (Y+Rc), s 5.4 6.5 6.5 6.5
Max Green Setting (Gmax), s 6.6 29.9 6.1 52.5
Max Q Clear Time (g_c+l1), s 6.3 12.1 3.5 45.5
Green Ext Time (p_c), s 0.0 0.8 0.0 4.5
Intersection Summa~
HCM 6th Ctrl Delay 47.5
HCM 6th LOS D
Cumulative Year 2042 Plus Project Conditions 10/25/2021 PM Peak VRPA Technologies, Inc.
+-
WBT
tf+
770
770
0 1.00
No
1856
837

0.92 3
951

0.29 3264
452
1763

27.7 27.7
514

0.88 601

1.00 1.00

38.3 12.7

0.0 12.9

51.0 D
938
51 .2
D
5 18.2

6.5 12.8

7.4 0.1
-\.. ~ t ~

WBR NBL NBT NBR
"i f+
71 82 102 69
71 82 102 69
0 0 0 0

1.00 1.00 1.00

1.00 1.00 1.00 1.00
No
1856 1856 1856 1856
77 89 111 75

0.92 0.92 0.92 0.92
3 3 3 3
87 182 272 184

0.29 0.10 0.26 0.26
300 1767 1032 698
462 89 0 186
1801 1767 0 1730

27.7 5.4 0.0 10.1

27.7 5.4 0.0 10.1

0.17 1.00 0.40
525 182 0 456

0.88 0.49 0.00 0.41
615 199 0 456

1.00 1.00 1.00 1.00

1.00 1.00 0.00 1.00

38.3 48.0 0.0 34.5

12.5 2.0 0.0 2.7

0.0 0.0 0.0 0.0

13.2 2.4 0.0 4.3

50.8 50.1 0.0 37.2

D D A D
275
41 .3
D
6 7 8

29.1 26.6 39.6

5.4 6.5 6.5

23.7 19.9 38.7

8.9 15.4 29.7

0.3 0.2 3.3
11/07/2021
~ ! -cl'
SBL SBT SB~
"i + .,,
62 24 104
62 24 104
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
67 26 113

0.92 0.92 0.92
3 3 3
86 388 329

0.05 0.21 0.21
1767 1856 1572
67 26 113
1767 1856 1572

4.3 1.3 6.9

4.3 1.3 6.9

1.00 1.00
86 388 329

0.78 0.07 0.34
103 388 329

1.00 1.00 1.00

1.00 1.00 1.00

53.4 36.0 38.2

26.9 0.3 2.8

0.0 0.0 0.0

2.5 0.6 2.8

80.2 36.3 41.1
F D D
206

53.2 D
Synchro 10 Report
Page2
Queues
1: Willow Avenue & Butler Avenue
-+ f +- "\
Lane Groue EBT WBL WBT NBL
Lane Group Flow (vph) 739 220 495 418
v/c Ratio 0.97 0.87 0.43 0.91
Control Delay 51.9 70.2 10.0 55.0
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 51.9 70.2 10.0 55.0
Queue Length 50th (ft) 391 124 132 204
Queue Length 95th (ft) #642 #252 197 #376
Internal Link Dist (ft) 1512 2571 3098
Turn Bay Length (ft) 100
Base Capacity (vph) 773 259 1173 479
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.96 0.85 0.42 0.87
Intersection Summa!)'.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Cumulative Year 2042 Plus Project Conditions 10/25/2021 PM Peak VRPA Technologies, Inc.
11/07/2021
Synchro 10 Report

Queues
3: Willow Avenue & Jensen Avenue
.,.,.
-+ "f +-
Lane Groue EBL EBT WBL WBT
Lane Group Flow (vph) 222 1460 24 914
v/c Ratio 0.80 0.90 0.25 0.86
Control Delay 67.5 38.1 61.0 45.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 67.5 38.1 61.0 45.6
Queue Length 50th (ft) 164 563 18 342
Queue Length 95th (ft) #282 #730 47 421
Internal Link Dist (ft) 2543 2787
Turn Bay Length (ft) 250 125
Base Capacity (vph) 321 1702 97 1229
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.69 0.86 0.25 0.74
Intersection Summa!)'.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Cumulative Year 2042 Plus Project Conditions 10/25/2021 PM Peak VRPA Technologies, Inc.
~ t '.

NBL NBT SBL
89 186 67

0.50 0.38 0.64

59.9 33.2 82.0

0.0 0.0 0.0

59.9 33.2 82.0
66 103 52
121 173 #127
592
150 150
204 494 105
0 0 0
0 0 0
0 0 0

0.44 0.38 0.64
!
SBT
26 0.06

39.5 0.0

39.5 17
42 1750
431
0 0
0 0.06
.,,
SBR
113

0.21 0.9

0.0 0.9
0 0
527
0 0
0 0.21
11/07/2021
Synchro 10 Report
Page2
HCM 6thAWSC
2: Willow Avenue & Church Avenue
Intersection
Intersection Delay, s/veh 120.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT
Lane Configurations 4 .,, 4
Traffic Vol, veh/h 94 384 70 91 372
Future Vol, veh/h 94 384 70 91 372
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 3 3 3 3 3
MvmtFlow 102 417 76 99 404
Number of Lanes 0 1 1 0 1
roach EB WB
Opposing Approach WB EB
Opposing Lanes 2 2
Conflicting Approach Left SB NB
Conflicting Lanes Left 2 1
Conflicting Approach Right NB SB
Conflicting Lanes Right 1 2
HCM Control Delay 170.9 156.2

HCM LOS F F
Lane NBLn1 EBLn1 EBLn2 WBLn1
Vol Left, % 16% 20% 0% 20%
Vol Thru, % 65% 80% 0% 80%
Vol Right,% 20% 0% 100% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 323 478 70 463
LT Vol 51 94 0 91
Through Vol 209 384 0 372
RT Vol 63 0 70 0
Lane Flow Rate 351 520 76 503
Geometry Grp 6 7 7 7
Degree of Util (X) 0.929 1.33 0.178 1.288
Departure Headway (Hd) 10.983 9.927 9.084 9.992
Convergence, Y/N Yes Yes Yes Yes
Cap 334 369 397 367
Service Time 8.983 7.627 6.784 7.692
HCM Lane V/C Ratio 1.051 1.409 0.191 1.371
HCM Control Delay 67.6 193.9 13.7 177.4
HCM Lane LOS F F B F
HCM 95th-tile Q 9.3 22.9 0.6 21.2
Cumulative Year 2042 Plus Project Conditions 10/25/2021 PM Peak VRPA Technologies, Inc.

WBR NBL
.,
69 51
69 51

0.92 0.92
3 3
75 55
1 0
NB
SB
2 EB
2 WB
2 67.6
F
WBLn2 SBLn1
0% 25%
0% 75%
100% 0%
Stop Stop
69 234
0 58
0 176
69 0
75 254
7 7

0.175 0.686

9.149 11.029
Yes Yes
395 331

6.849 8.729

0.19 0.767

13.8 34.7
B D

0.6 4.8

NBT NBR
~
209 63
209 63

0.92 0.92
3 3
227 68
1 0
SBLn2
0%
0%
100%
Stop
95 0
0 95
103
7 0.255

10.156
Yes
356

7.856

0.289

16.3 C
1 11/07/2021
SBL SBT SBR.
4 .,,
58 176 95
58 176 95

0.92 0.92 0.92
3 3 3
63 191 103
0 1 1
SB
NB
1 WB
2 EB
2 29.4
D
Synchro 10 Report

HCM 6th TWSC
4: Willow Avenue & North Project Driveway
Intersection
Int Delay, s/veh 1.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations V ~ 4'
Traffic Vol, veh/h 13 24 349 22 40 340
Future Vol, veh/h 13 24 349 22 40 340
Conflicting Peds, #/hr 0 0 0 0 0 0
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 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
MvmtFlow 14 26 379 24 43 370
Ma·or/Minor Minor1 Ma·or1 Ma·or2
Conflicting Flow All 847 391 0 0 403 0
Stage 1 391
Stage 2 456
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 331 655 - 1150
Stage 1 681
Stage 2 636
Platoon blocked, %
Mov Cap-1 Maneuver 315 655 - 1150
Mov Cap-2 Maneuver 315
Stage 1 681
Stage 2 606
roach WB NB SB
HCM Control Delay, s 13.3 0 0.9

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 475 1150
HCM Lane V/C Ratio - 0.085 0.038
HCM Control Delay (s) - 13.3 8.3 0
HCM Lane LOS B A A
HCM 95th %tile Q(veh) 0.3 0.1
Cumulative Year 2042 Plus Project Conditions 10/25/2021 PM Peak VRPA Technologies, Inc.
11/07/2021
Synchro 10 Report

HCM 6th TWSC
5: Willow Avenue & South Project Driveway
Intersection
Int Delay, s/veh 1.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations V ~ 4'
Traffic Vol, veh/h 14 23 348 24 39 314
Future Vol, veh/h 14 23 348 24 39 314
Conflicting Peds, #/hr 0 0 0 0 0 0
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 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
MvmtFlow 15 25 378 26 42 341
Ma·or/Minor Minor1 Ma·or1 Ma·or2
Conflicting Flow All 816 391 0 0 404 0
Stage 1 391
Stage 2 425
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 345 655 - 1149
Stage 1 681
Stage 2 657
Platoon blocked, %
Mov Cap-1 Maneuver 329 655 - 1149
Mov Cap-2 Maneuver 329
Stage 1 681
Stage 2 627
roach WB NB SB
HCM Control Delay, s 13.3 0 0.9

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 476 1149
HCM Lane V/C Ratio - 0.084 0.037
HCM Control Delay (s) - 13.3 8.3 0
HCM Lane LOS B A A
HCM 95th %tile Q(veh) 0.3 0.1
Cumulative Year 2042 Plus Project Conditions 10/25/2021 PM Peak VRPA Technologies, Inc.
11/07/2021
Synchro 10 Report
Page2

MITIGATION
HCM 6thAWSC
2: Willow Avenue & Church Avenue
Intersection
Intersection Delay, s/veh 22.1
Intersection LOS C
Movement EBL EBT EBR WBL
Lane Configurations "i t .,, 'I
Traffic Vol, veh/h 74 202 33 49
Future Vol, veh/h 74 202 33 49
Peak Hour Factor 0.71 0.71 0.71 0.71
Heavy Vehicles, % 3 3 3 3
MvmtFlow 104 285 46 69
Number of Lanes 1 1 1 1
roach EB WB
Opposing Approach WB EB
Opposing Lanes 3 3
Conflicting Approach Left SB NB
Conflicting Lanes Left 3 3
Conflicting Approach Right NB SB
Conflicting Lanes Right 3 3
HCM Control Delay 24.3 27.9

HCM LOS C D
Lane NBLn1 NBLn2 NBLn3
Vol Left, % 100% 0% 0%
Vol Thru, % 0% 100% 0%
Vol Right,% 0% 0% 100%
Sign Control Stop Stop Stop
Traffic Vol by Lane 31 100 64
LT Vol 31 0 0
Through Vol 0 100 0
RT Vol 0 0 64
Lane Flow Rate 44 141 90
Geometry Grp 8 8 8
Degree of Util (X) 0.119 0.365 0.216
Departure Headway (Hd) 9.838 9.338 8.638
Convergence, Y/N Yes Yes Yes
Cap 365 386 416
Service Time 7.593 7.093 6.393
HCM Lane V/C Ratio 0.121 0.365 0.216
HCM Control Delay 13.9 17.4 13.8
HCM Lane LOS B C B
HCM 95th-tile Q 0.4 1.6 0.8
Existing Plus Project Conditions 10/25/2021 AM Peak Mitigation VRPA Technologies, Inc.

WBT WBR
t .,
233 93
233 93

0.71 0.71
3 3
328 131
1 1
EBLn1 EBLn2
100% 0%
0% 100%
0% 0%
Stop Stop
74 202
74 0
0 202
0 0
104 285
8 8

0.269 0.696

9.308 8.808
Yes Yes
387 410

7.058 6.558

0.269 0.695

15.5 29.5
C D

1.1 5.2

NBL NBT NBR
'I t .,,
31 100 64
31 100 64

0.71 0.71 0.71
3 3 3
44 141 90
1 1 1
NB
SB
3 EB
3 WB
3 15.7
C
EBLn3 WBLn1 WBLn2
0% 100% 0%
0% 0% 100%
100% 0% 0%
Stop Stop Stop
33 49 233
0 49 0
0 0 233
33 0 0
46 69 328
8 8 8

0.105 0.175 0.785

8.108 9.11 8.61
Yes Yes Yes
442 394 420

5.858 6.857 6.357

0.104 0.175 0.781

11.8 13.8 36.5
B B E

0.3 0.6 6.8
11/07/2021
SBL SBT SBR.
"i t .,,
116 85 106
116 85 106

0.71 0.71 0.71
3 3 3
163 120 149
1 1 1
SB
NB
3 WB
3 EB
3 16.7
C
WBLn3 SBLn1 SBLn2
0% 100% 0%
0% 0% 100%
100% 0% 0%
Stop Stop Stop
93 116 85
0 116 0
0 0 85
93 0 0
131 163 120
8 8 8

0.288 0.427 0.296

7.91 9.403 8.903
Yes Yes Yes
455 384 403

5.657 7.151 6.651

0.288 0.424 0.298

13.8 19 15.4
B C C

1.2 2.1 1.2
Synchro 10 Report

HCM 6thAWSC
2: Willow Avenue & Church Avenue
Intersection
Intersection Delay, s/veh 12.2
Intersection LOS B
Movement EBL EBT EBR WBL
Lane Configurations "i t .,, 'I
Traffic Vol, veh/h 62 213 39 47
Future Vol, veh/h 62 213 39 47
Peak Hour Factor 0.94 0.94 0.94 0.94
Heavy Vehicles, % 3 3 3 3
MvmtFlow 66 227 41 50
Number of Lanes 1 1 1 1
roach EB WB
Opposing Approach WB EB
Opposing Lanes 3 3
Conflicting Approach Left SB NB
Conflicting Lanes Left 3 3
Conflicting Approach Right NB SB
Conflicting Lanes Right 3 3
HCM Control Delay 12.8 12.9

HCM LOS B B
Lane NBLn1 NBLn2 NBLn3
Vol Left, % 100% 0% 0%
Vol Thru, % 0% 100% 0%
Vol Right,% 0% 0% 100%
Sign Control Stop Stop Stop
Traffic Vol by Lane 29 115 30
LT Vol 29 0 0
Through Vol 0 115 0
RT Vol 0 0 30
Lane Flow Rate 31 122 32
Geometry Grp 8 8 8
Degree of Util (X) 0.064 0.239 0.056
Departure Headway (Hd) 7.519 7.019 6.319
Convergence, Y/N Yes Yes Yes
Cap 474 509 563
Service Time 5.3 4.8 4.1
HCM Lane V/C Ratio 0.065 0.24 0.057
HCM Control Delay 10.8 12 9.5
HCM Lane LOS B B A
HCM 95th-tile Q 0.2 0.9 0.2
Existing Plus Project Conditions 10/25/2021 PM Peak Mitigation VRPA Technologies, Inc.

WBT WBR
t .,
213 43
213 43

0.94 0.94
3 3
227 46
1 1
EBLn1 EBLn2
100% 0%
0% 100%
0% 0%
Stop Stop
62 213
62 0
0 213
0 0
66 227
8 8

0.13 0.414

7.085 6.585
Yes Yes
504 544

4.857 4.357

0.131 0.417

10.9 14
B B

0.4 2

NBL NBT NBR
'I t .,,
29 115 30
29 115 30

0.94 0.94 0.94
3 3 3
31 122 32
1 1 1
NB
SB
3 EB
3 WB
3 11.4
B
EBLn3 WBLn1 WBLn2
0% 100% 0%
0% 0% 100%
100% 0% 0%
Stop Stop Stop
39 47 213
0 47 0
0 0 213
39 0 0
41 50 227
8 8 8

0.068 0.099 0.416

5.885 7.111 6.611
Yes Yes Yes
605 502 542

3.657 4.881 4.381

0.068 0.1 0.419

9.1 10.7 14.1
A B B

0.2 0.3 2
11/07/2021
SBL SBT SBR.
"i t .,,
35 88 60
35 88 60

0.94 0.94 0.94
3 3 3
37 94 64
1 1 1
SB
NB
3 WB
3 EB
3 10.8
B
WBLn3 SBLn1 SBLn2
0% 100% 0%
0% 0% 100%
100% 0% 0%
Stop Stop Stop
43 35 88
0 35 0
0 0 88
43 0 0
46 37 94
8 8 8

0.075 0.078 0.182

5.911 7.509 7.009
Yes Yes Yes
602 475 509

3.681 5.288 4.788

0.076 0.078 0.185

9.2 10.9 11.4
A B B

0.2 0.3 0.7
Synchro 10 Report

HCM 6thAWSC
2: Willow Avenue & Church Avenue
Intersection
Intersection Delay, s/veh 30.9
Intersection LOS D
Movement EBL EBT EBR WBL
Lane Configurations "i t .,, 'I
Traffic Vol, veh/h 76 213 35 57
Future Vol, veh/h 76 213 35 57
Peak Hour Factor 0.71 0.71 0.71 0.71
Heavy Vehicles, % 3 3 3 3
MvmtFlow 107 300 49 80
Number of Lanes 1 1 1 1
roach EB WB
Opposing Approach WB EB
Opposing Lanes 3 3
Conflicting Approach Left SB NB
Conflicting Lanes Left 3 3
Conflicting Approach Right NB SB
Conflicting Lanes Right 3 3
HCM Control Delay 33.5 44.7

HCM LOS D E
Lane NBLn1 NBLn2 NBLn3
Vol Left, % 100% 0% 0%
Vol Thru, % 0% 100% 0%
Vol Right,% 0% 0% 100%
Sign Control Stop Stop Stop
Traffic Vol by Lane 36 138 73
LT Vol 36 0 0
Through Vol 0 138 0
RT Vol 0 0 73
Lane Flow Rate 51 194 103
Geometry Grp 8 8 8
Degree of Util (X) 0.149 0.543 0.267
Departure Headway (Hd) 10.549 10.049 9.349
Convergence, Y/N Yes Yes Yes
Cap 339 358 382
Service Time 8.339 7.839 7.139
HCM Lane V/C Ratio 0.15 0.542 0.27
HCM Control Delay 15.2 24.3 15.5
HCM Lane LOS C C C
HCM 95th-tile Q 0.5 3.1 1.1
Near-Term Plus Project Conditions 10/25/2021 AM Peak Mitigation VRPA Technologies, Inc.

WBT
t
254
254

0.71 3
358
1 EBLn1
100%
0%
0%
Stop
76 76
0 0
107
8 0.302

10.169
Yes
352

7.956

0.304

17.3 C

1.2 WBR NBL NBT
., 'I t
95 36 138
95 36 138

0.71 0.71 0.71
3 3 3
134 51 194
1 1 1
NB
SB
3 EB
3 WB
3 20.4
C
EBLn2 EBLn3 WBLn1
0% 0% 100%
100% 0% 0%
0% 100% 0%
Stop Stop Stop
213 35 57
0 0 57
213 0 0
0 35 0
300 49 80
8 8 8

0.806 0.123 0.221

9.669 8.969 9.895
Yes Yes Yes
375 398 362

7.456 6.756 7.676

0.8 0.123 0.221

42.6 13 15.5
E B C
7 0.4 0.8
NBR
.,,
73 73

0.71 3
103
1 WBLn2
0%
100%
0%
Stop
254
0 254
0 358
8 0.934

9.395
Yes
386

7.176

0.927

62.2 F

10.1 11/07/2021
SBL SBT SBR.
"i t .,,
119 116 109
119 116 109

0.71 0.71 0.71
3 3 3
168 163 154
1 1 1
SB
NB
3 WB
3 EB
3 19.8
C
WBLn3 SBLn1 SBLn2
0% 100% 0%
0% 0% 100%
100% 0% 0%
Stop Stop Stop
95 119 116
0 119 0
0 0 116
95 0 0
134 168 163
8 8 8

0.323 0.474 0.439

8.695 10.174 9.674
Yes Yes Yes
412 354 371

6.476 7.958 7.458

0.325 0.475 0.439

15.6 21.9 19.9
C C C

1.4 2.4 2.2
Synchro 10 Report

HCM 6thAWSC
2: Willow Avenue & Church Avenue
Intersection
Intersection Delay, s/veh 14.3
Intersection LOS B
Movement EBL EBT EBR WBL
Lane Configurations "i t .,, 'I
Traffic Vol, veh/h 63 244 44 60
Future Vol, veh/h 63 244 44 60
Peak Hour Factor 0.94 0.94 0.94 0.94
Heavy Vehicles, % 3 3 3 3
MvmtFlow 67 260 47 64
Number of Lanes 1 1 1 1
roach EB WB
Opposing Approach WB EB
Opposing Lanes 3 3
Conflicting Approach Left SB NB
Conflicting Lanes Left 3 3
Conflicting Approach Right NB SB
Conflicting Lanes Right 3 3
HCM Control Delay 15.5 15.1

HCM LOS C C
Lane NBLn1 NBLn2 NBLn3
Vol Left, % 100% 0% 0%
Vol Thru, % 0% 100% 0%
Vol Right,% 0% 0% 100%
Sign Control Stop Stop Stop
Traffic Vol by Lane 32 152 44
LT Vol 32 0 0
Through Vol 0 152 0
RT Vol 0 0 44
Lane Flow Rate 34 162 47
Geometry Grp 8 8 8
Degree of Util (X) 0.077 0.341 0.09
Departure Headway (Hd) 8.098 7.598 6.898
Convergence, Y/N Yes Yes Yes
Cap 443 474 519
Service Time 5.844 5.344 4.644
HCM Lane V/C Ratio 0.077 0.342 0.091
HCM Control Delay 11.5 14.2 10.3
HCM Lane LOS B B B
HCM 95th-tile Q 0.2 1.5 0.3
Near-Term Plus Project Conditions 10/25/2021 PM Peak Mitigation VRPA Technologies, Inc.

WBT
t
232
232

0.94 3
247
1 EBLn1
100%
0%
0%
Stop
63 63
0 0
67 8

0.144

7.709
Yes
466

5.449

0.144

11.7 B

0.5 WBR NBL NBT NBR
., 'I t .,,
44 32 152 44
44 32 152 44

0.94 0.94 0.94 0.94
3 3 3 3
47 34 162 47
1 1 1 1
NB
SB
3 EB
3 WB
3 13.1
B
EBLn2 EBLn3 WBLn1 WBLn2
0% 0% 100% 0%
100% 0% 0% 100%
0% 100% 0% 0%
Stop Stop Stop Stop
244 44 60 232
0 0 60 0
244 0 0 232
0 44 0 0
260 47 64 247
8 8 8 8

0.52 0.085 0.137 0.497

7.209 6.509 7.743 7.243
Yes Yes Yes Yes
501 550 463 499

4.949 4.249 5.487 4.987

0.519 0.085 0.138 0.495

17.5 9.9 11.7 17

C A B C
3 0.3 0.5 2.7
11/07/2021
SBL SBT SBR.
"i t .,,
36 129 61
36 129 61

0.94 0.94 0.94
3 3 3
38 137 65
1 1 1
SB
NB
3 WB
3 EB
3 12.4
B
WBLn3 SBLn1 SBLn2
0% 100% 0%
0% 0% 100%
100% 0% 0%
Stop Stop Stop
44 36 129
0 36 0
0 0 129
44 0 0
47 38 137
8 8 8

0.085 0.086 0.29

6.543 8.113 7.613
Yes Yes Yes
547 442 472

4.287 5.859 5.359

0.086 0.086 0.29

9.9 11.6 13.5
A B B

0.3 0.3 1.2
Synchro 10 Report

HCM 6th Signalized Intersection Summary
1: Willow Avenue & Butler Avenue
-+ \' "f +- ~ ~
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations + .,, "'i t V
Traffic Volume (veh/h) 389 192 307 610 220 271
Future Volume (veh/h) 389 192 307 610 220 271
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 423 209 334 663 239
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3
Cap, veh/h 473 401 372 982 254
Arrive On Green 0.26 0.26 0.21 0.53 0.34
Sat Flow, veh/h 1856 1572 1767 1856 739
Grp Volume(v), veh/h 423 209 334 663 535
Grp Sat Flow(s),veh/h/ln 1856 1572 1767 1856 1654
Q Serve(g_s), s 18.6 9.7 15.6 22.1 26.6
Cycle Q Clear(g_c), s 18.6 9.7 15.6 22.1 26.6
Prop In Lane 1.00 1.00 0.45
Lane Grp Cap(c), veh/h 473 401 372 982 568
V/C Ratio(X) 0.89 0.52 0.90 0.68 0.94
Avail Cap(c_a), veh/h 518 439 410 1066 599
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 30.4 27.1 32.5 14.6 27.0
Iner Delay (d2), s/veh 16.8 1.0 20.9 1.5 23.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 10.0 3.5 8.4 8.4 13.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.2 28.1 53.5 16.1 49.9
LnGre LOS D C D B D
Approach Vol, veh/h 632 997 535
Approach Delay, s/veh 40.9 28.6 49.9
Approach LOS D C D
irimer - Assigned Phs 2 3 4
Phs Duration (G+Y+Rc), s 34.4 23.2 27.0
Change Period (Y+Rc), s 5.4 5.4 5.4
Max Green Setting (Gmax), s 30.6 19.6 23.6
Max Q Clear Time (g_c+l1), s 28.6 17.6 20.6
Green Ext Time (p_c), s 0.5 0.2 1.0
Intersection Summa~
HCM 6th Ctrl Delay 37.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Cumulative Year 2042 Plus Project Conditions 10/25/2021 AM Peak Mitigation VRPA Technologies, Inc.
295

0.92 3
313

0.34 912
0 0

0.0 0.0

0.55 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

0.0 A
8 50.2

5.4 48.6

24.1 4.4
11/07/2021
Synchro 10 Report

HCM 6th Signalized Intersection Summary
1: Willow Avenue & Butler Avenue
-+ \' "f +- ~ ~
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations + .,, "'i t V
Traffic Volume (veh/h) 487 193 202 455 198 187
Future Volume (veh/h) 487 193 202 455 198 187
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 529 210 220 495 215
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3
Cap, veh/h 635 538 264 1054 238
Arrive On Green 0.34 0.34 0.15 0.57 0.28
Sat Flow, veh/h 1856 1572 1767 1856 856
Grp Volume(v), veh/h 529 210 220 495 419
Grp Sat Flow(s),veh/h/ln 1856 1572 1767 1856 1667
Q Serve(g_s), s 18.5 7.2 8.5 11 .1 17.1
Cycle Q Clear(g_c), s 18.5 7.2 8.5 11.1 17.1
Prop In Lane 1.00 1.00 0.51
Lane Grp Cap(c), veh/h 635 538 264 1054 465
V/C Ratio(X) 0.83 0.39 0.83 0.47 0.90
Avail Cap(c_a), veh/h 989 838 326 1473 548
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 21 .3 17.6 29.2 9.0 24.5
Iner Delay (d2), s/veh 3.6 0.5 14.1 0.3 16.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 7.7 2.4 4.4 3.5 8.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.0 18.1 43.3 9.3 40.8
LnGre LOS C B D A D
Approach Vol, veh/h 739 715 419
Approach Delay, s/veh 23.0 19.7 40.8
Approach LOS C B D
irimer - Assigned Phs 2 3 4
Phs Duration (G+Y+Rc), s 25.1 15.9 29.5
Change Period (Y+Rc), s 5.4 5.4 5.4
Max Green Setting (Gmax), s 23.2 13.0 37.6
Max Q Clear Time (g_c+l1), s 19.1 10.5 20.5
Green Ext Time (p_c), s 0.6 0.1 3.6
Intersection Summa~
HCM 6th Ctrl Delay 25.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Cumulative Year 2042 Plus Project Conditions 10/25/2021 PM Peak Mitigation VRPA Technologies, Inc.
203

0.92 3
225

0.28 808
0 0

0.0 0.0

0.48 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

0.0 A
8 45.5

5.4 56.0

13.1 3.2
11/07/2021
Synchro 10 Report

HCM 6th Signalized Intersection Summary
2: Willow Avenue & Church Avenue
.,.,.
-+ -,. f +- -\..

Movement EBL EBT EBR WBL WBT WBR
Lane Configurations "i + ., "i + .,
Traffic Volume (veh/h) 122 345 56 89 406 156
Future Volume (veh/h) 122 345 56 89 406 156
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 133 375 61 97 441 170
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 171 597 492 125 548 442
Arrive On Green 0.10 0.32 0.32 0.07 0.30 0.30
Sat Flow, veh/h 1767 1856 1531 1767 1856 1498
Grp Volume(v), veh/h 133 375 61 97 441 170
Grp Sat Flow(s),veh/h/ln 1767 1856 1531 1767 1856 1498
Q Serve(g_s), s 4.5 10.4 1.7 3.3 13.3 5.5
Cycle Q Clear(g_c), s 4.5 10.4 1.7 3.3 13.3 5.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 171 597 492 125 548 442
V/C Ratio(X) 0.78 0.63 0.12 0.78 0.80 0.38
Avail Cap(c_a), veh/h 306 927 765 224 841 679
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 26.8 17.5 14.5 27.7 19.8 17.0
Iner Delay (d2), s/veh 7.4 1.1 0.1 10.0 3.3 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 2.1 4.0 0.5 1.6 5.4 1.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.2 18.6 14.7 37.7 23.1 17.5
LnGre LOS C B B D C B
Approach Vol, veh/h 569 708
Approach Delay, s/veh 21 .8 23.7
Approach LOS C C
irimer - Assigned Phs 2 3 4 5 6
Phs Duration (G+Y+Rc), s 13.5 14.4 8.8 24.0 7.7 20.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.5 19.5 7.7 30.3 8.8 25.2 Max Q Clear Time (g_c+l1), s 9.0 8.7 5.3 12.4 4.1 6.5
Green Ext Time (p_c), s 0.3 1.1 0.0 2.1 0.0 1.4
Intersection Summa~
HCM 6th Ctrl Delay 22.5
HCM 6th LOS C
Cumulative Year 2042 Plus Project Conditions 10/25/2021 AM Peak Mitigation VRPA Technologies, Inc.
~ t ~

NBL NBT NBR
"i + .,
56 199 114
56 199 114
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
61 216 124

0.92 0.92 0.92
3 3 3
94 303 257

0.05 0.16 0.16
1767 1856 1572
61 216 124
1767 1856 1572

2.1 6.7 3.2

2.1 6.7 3.2

1.00 1.00
94 303 257

0.65 0.71 0.48
256 596 505

1.00 1.00 1.00

1.00 1.00 1.00

28.2 24.0 12.6

7.4 3.1 1.4

0.0 0.0 0.0

1.0 2.8 1.5

35.6 27.1 14.0
D C B
401

24.3 C
7 8

10.4 22.4

4.5 4.5

10.5 27.5

6.5 15.3

0.1 2.5
11/07/2021
~ ! -cl'
SBL SBT SB~
"i + .,
193 156 170
193 156 170
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
210 170 185

0.92 0.92 0.92
3 3 3
261 479 405

0.15 0.26 0.26
1767 1856 1566
210 170 185
1767 1856 1566

7.0 4.5 4.0

7.0 4.5 4.0

1.00 1.00
261 479 405

0.80 0.35 0.46
422 771 651

1.00 1.00 1.00

1.00 1.00 1.00

25.0 18.4 8.5

5.7 0.4 0.8

0.0 0.0 0.0

3.0 1.8 1.9

30.7 18.8 9.3
C B A
565

20.1 C
Synchro 10 Report

HCM 6th Signalized Intersection Summary
2: Willow Avenue & Church Avenue
.,.,.
-+ -,. f +- -\..

Movement EBL EBT EBR WBL WBT WBR
Lane Configurations "i + ., "i + .,
Traffic Volume (veh/h) 94 384 70 91 372 69
Future Volume (veh/h) 94 384 70 91 372 69
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 102 417 76 99 404 75
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 138 556 472 136 554 470
Arrive On Green 0.08 0.30 0.30 0.08 0.30 0.30
Sat Flow, veh/h 1767 1856 1572 1767 1856 1572
Grp Volume(v), veh/h 102 417 76 99 404 75
Grp Sat Flow(s),veh/h/ln 1767 1856 1572 1767 1856 1572
Q Serve(g_s), s 2.7 9.5 1.1 2.6 9.2 1.6
Cycle Q Clear(g_c), s 2.7 9.5 1.1 2.6 9.2 1.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 138 556 472 136 554 470
V/C Ratio(X) 0.74 0.75 0.16 0.73 0.73 0.16
Avail Cap(c_a), veh/h 444 1257 1065 403 1213 1028
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 21 .2 14.8 5.1 21 .2 14.8 12.1 Iner Delay (d2), s/veh 7.4 2.1 0.2 7.1 1.9 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 1.2 3.4 0.5 1.2 3.3 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.6 16.9 5.2 28.3 16.6 12.3
LnGre LOS C B A C B B
Approach Vol, veh/h 595 578
Approach Delay, s/veh 17.4 18.1
Approach LOS B B
irimer - Assigned Phs 2 3 4 5 6
Phs Duration (G+Y+Rc), s 7.3 12.9 8.1 18.6 7.1 13.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.9 20.6 10.7 31 .8 7.1 22.4 Max Q Clear Time (g_c+l1), s 3.6 7.4 4.6 11 .5 3.4 6.4
Green Ext Time (p_c), s 0.0 1.1 0.1 2.6 0.0 1.1
Intersection Summa~
HCM 6th Ctrl Delay 18.4
HCM 6th LOS B
Cumulative Year 2042 Plus Project Conditions 10/25/2021 PM Peak Mitigation VRPA Technologies, Inc.
~ t ~

NBL NBT NBR
"i + .,
51 209 63
51 209 63
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
55 227 68

0.92 0.92 0.92
3 3 3
96 334 283

0.05 0.18 0.18
1767 1856 1572
55 227 68
1767 1856 1572

1.4 5.4 1.2

1.4 5.4 1.2

1.00 1.00
96 334 283

0.57 0.68 0.24
267 814 690

1.00 1.00 1.00

1.00 1.00 1.00
21 .7 18.0 7.5

5.2 2.4 0.4

0.0 0.0 0.0

0.6 2.1 0.5

26.9 20.4 7.9
C C A
350

19.0 B
7 8

8.2 18.5

4.5 4.5

11.8 30.7

4.7 11 .2

0.1 2.4
11/07/2021
~ ! -cl'
SBL SBT SB~
"i + .,
58 176 95
58 176 95
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
63 191 103

0.92 0.92 0.92
3 3 3
105 343 291

0.06 0.19 0.19
1767 1856 1572
63 191 103
1767 1856 1572

1.6 4.4 2.7

1.6 4.4 2.7

1.00 1.00
105 343 291

0.60 0.56 0.35
335 885 750

1.00 1.00 1.00

1.00 1.00 1.00
21 .5 17.4 16.7

5.3 1.4 0.7

0.0 0.0 0.0

0.7 1.7 0.9

26.8 18.8 17.4
C B B
357

19.8 B
Synchro 10 Report

HCM 6th Signalized Intersection Summary
3: Willow Avenue & Jensen Avenue
.,.,.
-+ -,. f +- -\..

Movement EBL EBT EBR WBL WBT WBR
Lane Configurations "i tf+ "i ttf+
Traffic Volume (veh/h) 99 619 52 54 1620 72
Future Volume (veh/h) 99 619 52 54 1620 72
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 108 673 57 59 1761 78
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 134 1419 120 79 1992 88
Arrive On Green 0.08 0.43 0.43 0.04 0.40 0.40
Sat Flow, veh/h 1767 3290 278 1767 4973 220
Grp Volume(v), veh/h 108 360 370 59 1195 644
Grp Sat Flow(s),veh/h/ln 1767 1763 1805 1767 1689 1816
Q Serve(g_s), s 6.8 16.5 16.5 3.7 37.1 37.2
Cycle Q Clear(g_c), s 6.8 16.5 16.5 3.7 37.1 37.2
Prop In Lane 1.00 0.15 1.00 0.12
Lane Grp Cap(c), veh/h 134 761 779 79 1353 727
V/C Ratio(X) 0.81 0.47 0.47 0.75 0.88 0.88
Avail Cap(c_a), veh/h 177 766 784 152 1420 763
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 51.4 23.0 23.0 53.3 31.4 31.4
Iner Delay (d2), s/veh 18.2 0.5 0.5 13.0 6.7 11.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 3.6 6.4 6.5 1.9 15.0 17.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.7 23.4 23.4 66.3 38.2 43.1
LnGre LOS E C C E D D
Approach Vol, veh/h 838 1898
Approach Delay, s/veh 29.4 40.7
Approach LOS C D
irimer - Assigned Phs 2 3 4 5 6
Phs Duration (G+Y+Rc), s 10.5 35.7 11 .6 55.3 10.4 35.8 Change Period (Y+Rc), s 5.4 6.5 6.5 6.5 6.5 5.4
Max Green Setting (Gmax), s 7.1 29.2 9.7 49.1 6.5 29.8
Max Q Clear Time (g_c+l1), s 5.8 4.1 5.7 18.5 4.1 12.4
Green Ext Time (p_c), s 0.0 0.1 0.0 4.0 0.0 0.9
Intersection Summa~
HCM 6th Ctrl Delay 37.1
HCM 6th LOS D
Cumulative Year 2042 Plus Project Conditions 10/25/2021 AM Peak Mitigation VRPA Technologies, Inc.
~ t ~

NBL NBT NBR
"i f+
30 19 18
30 19 18
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
33 21 20

0.92 0.92 0.92
3 3 3
61 226 215

0.03 0.26 0.26
1767 874 832
33 0 41
1767 0 1706

2.1 0.0 2.1

2.1 0.0 2.1

1.00 0.49
61 0 441

0.55 0.00 0.09
102 0 441

1.00 1.00 1.00

1.00 0.00 1.00

53.7 0.0 31 .8

7.4 0.0 0.4

0.0 0.0 0.0

1.0 0.0 0.9

61.1 0.0 32.3
E A C
74 45.1
D
7 8

15.0 51.8

6.5 6.5

11.3 47.5

8.8 39.2

0.0 6.1
11/07/2021
~ ! -cl'
SBL SBT SB~
"i + .,,
55 55 207
55 55 207
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
60 60 225

0.92 0.92 0.92
3 3 3
80 499 423

0.05 0.27 0.27
1767 1856 1572
60 60 225
1767 1856 1572

3.8 2.8 10.4

3.8 2.8 10.4

1.00 1.00
80 499 423

0.75 0.12 0.53
111 499 423

1.00 1.00 1.00

1.00 1.00 1.00

53.3 31 .2 19.9

16.8 0.5 4.7

0.0 0.0 0.0

2.0 1.3 4.0

70.2 31.7 24.7
E C C
345

33.8 C
Synchro 10 Report

HCM 6th Signalized Intersection Summary
3: Willow Avenue & Jensen Avenue
.,.,.
-+ -,. f +- -\..

Movement EBL EBT EBR WBL WBT WBR
Lane Configurations "i tf+ "i ttf+
Traffic Volume (veh/h) 204 1301 42 22 770 71
Future Volume (veh/h) 204 1301 42 22 770 71
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Ad" 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 222 1414 46 24 837 77
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 254 1535 50 50 1533 140
Arrive On Green 0.14 0.44 0.44 0.03 0.32 0.32
Sat Flow, veh/h 1767 3485 113 1767 4722 433
Grp Volume(v), veh/h 222 714 746 24 598 316
Grp Sat Flow(s),veh/h/ln 1767 1763 1835 1767 1689 1778
Q Serve(g_s), s 14.0 43.3 43.5 1.5 16.5 16.6
Cycle Q Clear(g_c), s 14.0 43.3 43.5 1.5 16.5 16.6
Prop In Lane 1.00 0.06 1.00 0.24
Lane Grp Cap(c), veh/h 254 776 808 50 1096 577
V/C Ratio(X) 0.87 0.92 0.92 0.48 0.55 0.55
Avail Cap(c_a), veh/h 391 816 849 95 1096 577
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 47.5 29.9 29.9 54.3 31.4 31 .5 Iner Delay (d2), s/veh 12.8 15.1 15.0 7.1 0.6 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
o/oile BackOfQ(50%),veh/ln 6.7 19.6 20.5 0.7 6.4 6.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.4 45.0 44.9 61.5 32.0 32.6
LnGre LOS E D D E C C
Approach Vol, veh/h 1682 938
Approach Delay, s/veh 47.0 32.9
Approach LOS D C
irimer - Assigned Phs 2 3 4 5 6
Phs Duration (G+Y+Rc), s 10.9 36.4 9.7 56.5 18.2 29.1
Change Period (Y+Rc), s 5.4 6.5 6.5 6.5 6.5 5.4
Max Green Setting (Gmax), s 6.6 29.9 6.1 52.5 12.8 23.7 Max Q Clear Time (g_c+l1), s 6.3 12.1 3.5 45.5 7.4 6.8
Green Ext Time (p_c), s 0.0 0.8 0.0 4.5 0.1 0.4
Intersection Summa~
HCM 6th Ctrl Delay 41 .9
HCM 6th LOS D
Cumulative Year 2042 Plus Project Conditions 10/25/2021 PM Peak Mitigation VRPA Technologies, Inc.
~ t ~

NBL NBT NBR
"i f+
82 102 69
82 102 69
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
89 111 75

0.92 0.92 0.92
3 3 3
182 272 184

0.10 0.26 0.26
1767 1032 698
89 0 186
1767 0 1730

5.4 0.0 10.1

5.4 0.0 10.1

1.00 0.40
182 0 456

0.49 0.00 0.41
199 0 456

1.00 1.00 1.00

1.00 0.00 1.00

48.0 0.0 34.5

2.0 0.0 2.7

0.0 0.0 0.0

2.4 0.0 4.3

50.1 0.0 37.2
D A D
275
41 .3
D
7 8

22.8 43.3

6.5 6.5

25.1 33.5

16.0 18.6

0.4 4.5
11/07/2021
~ ! -cl'
SBL SBT SB~
"i + .,,
62 24 104
62 24 104
0 0 0

1.00 1.00

1.00 1.00 1.00
No
1856 1856 1856
67 26 113

0.92 0.92 0.92
3 3 3
86 388 329

0.05 0.21 0.21
1767 1856 1572
67 26 113
1767 1856 1572

4.3 1.3 4.8

4.3 1.3 4.8

1.00 1.00
86 388 329

0.78 0.07 0.34
103 388 329

1.00 1.00 1.00

1.00 1.00 1.00

53.4 36.0 18.0

26.9 0.3 2.8

0.0 0.0 0.0

2.5 0.6 2.7

80.2 36.3 20.8
F D C
206

42.1 D
Synchro 10 Report

APPENDIX D
Collision Data Worksheets
~ Wl'PA -,:u,c_ -'-
11/5/21 , 6:57 PM TIMS - SWITRS Query & Map: Results
SWITRS Query & Map
Result Summary
Date
County
City
01/01/2016-12/31/2020
Fresno
Fresno
Change Filters Download Raw Data
Total Crashes 3,910 Total Victims 242 Killed & State 2,650 (67.8%) 5,395 Injured Highway
Ped Crashes 249 (6.4%) Bike Crashes
Map
Results Map: 3,806 of 3,91 O (97.3%) Crashes Mapped.

Cluster Heatmap Traffic I Bicycling
Mayfair
E t,kKll'lle~ AY EMCl(Jnlt!)'AYf
TOWER DISTRICT ,.
92(2.4%) Motorcycle 189 (4.8%)
Crashes
List Unmapped Crashes
I l 'C.:21 1U I U.:2'C'I I IIL C
International Airpon
E Mci(Jt'IIE!)' A:~f
.. ., L J
"' n
[
.

Las Palmas
Belrnont A,,.t!
Roosevelt High School Ferg
CT A.vi:
... m11y Regional a)
M, dical Center T ,s,")
Fresno
siPark~ ,,,"!
EH11l"ltit11)1onfll1rd
9 Wal mart Supercenter f+'
Chuk1-,
,chool9
·ord B. Gaston 0
Middle School y
EB11tl•A:1111
\,") .,. ® ~<>
The Big Fresno Fair
9 Pick- JIIQ Calwa
EJcnsenAve
1s Complex
/NartllAve
Google
OMV Office~
Commercial Testing T
@
®
Fresno Truck Ce
WinCo Foods. E Klng!- C&ri,·011 Rd

ROOSEVELT
Malaga
Goldleaf
., Fresno County r.. ! Blossom Trail T
f ;
Cecile i
E Central Ave
., RMepdallal©l!Oll1
https://tims.berkeley.edu/tools/query/summary.php 1/1
Number of Crashes by Crash Severity
3910 Crashes
3k
1/)
Q) 2k
.c
1/)
ro
I..
u
'+-
0 0 lk 947 (24%)
z
230 (6%) 254 (6%)
0 - - -
2479 (63%)
1 - Fatal 2 - Injury
(Severe)
3 - Injury 4 - Injury
Crash Severity
e 1 - Fatal
e 3 - Injury (Other Visible)
(Other Visible) (Complaint of
Pain)
e 2 - Injury (Severe)
e 4 - Injury (Complaint of Pain)
2021/11/06 TIMS - Transportation Injury Mapping System
BerkeleySafeTREC
Crash Details for: Case ID 7182524
Crash Information
County Fresno
City Fresno
Date & Time (M/D/Y) 02/01/2016 17:39
Location (Intersection) Chestnut Av & Florence Av
Dist. & Dir. from At Intersection
Intersection
State Highway No
Geocoded Location 36.71778, -119.73662
Type of Crash H - Other
Motor Vehicle Involved G - Bicycle
With
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 11 - Pedestrian Violation
Weather A- Clear
Alcohol Involved No
Pedestrian Accident No Bicycle Accident Yes
Motorcycle Accident No Truck Accident No
Parties: 2
Party Party Type Statewide Vehicle Type
Number
Map View
Map Satellite
E Aorenc:e Av~
El ;:: i ffemkdPrYt ,.
!
Pedro Miguel Gardening ,,,
q i
g
"' 'il
C.
g
!
■
QHan,
ShOJ
T""'P
Go gle .. !=. p - ¥ Keyboit,--dabonc.a Mi,,i>~:202:t"Goog~ Ten:sa!~ Rep,on -, 1'.1"'_..pemx Street View
At Party Movement Preceding
Fault Direction Collision
1 2
4 - Bicyclist L - Bicycle Yes West B - Proceeding Straight 1 - Driver (including Hit and B - Proceeding Straight
Run)
Victims: 1
Party Number
1 https://tims.berkeley.edu/
Victim Role
4 - Bicyclist
A - Passenger Car/Station Wagon No North
l
Victim Gender
M - Male
Victim Age
9 l
Victim Degree of Injury
6 - Suspected Minor Injury
2021/11/06 TIMS - Transportation Injury Mapping System
BerkeleySafeTREC
Crash Details for: Case ID 8014686
Crash Information
County
City
Date & Time (M/D/Y)
Location (Intersection)
Dist. & Dir. from
Intersection
Fresno
Fresno
02/12/2016 23:43
South Chestnut Av & East Church Av
At Intersection
Map View
y
Map Satellite
Joe & Linda OoHar General B ' Dotlarstore Y
El
9 ■
El 7-Eleven T fOIJl•Dell"leJY
' EChurchAve EChurchAve
State Highway
Geocoded Location
No
,ne,y Church
,as1 campus
Type of Crash
Motor Vehicle Involved
With

36.71418, -119.7366399
G - Vehicle/Pedestrian
B - Pedestrian
Crash Severity 2 - Injury (Severe)
PCF Violation Category - - Not Stated
Weather A - Clear
Alcohol Involved Yes
Pedestrian Accident
Motorcycle Accident
Parties: 3
Yes Bicycle Accident
No Truck Accident
No
No
Party Party Type Statewide Vehicle Type
Number
Aynesworth O
Elementary School Y
(") "'
=r
::
5 s Go g ~ le ~.-d1bor~ Mepda--~~l Goog~ Tem-..so'°Uu, Report io l'.l"'...pffl"ot Street View
At Party Movement Preceding
Fault Direction Collision
1 1 - Driver (including Hit and A - Passenger Car/Station Wagon No South B - Proceeding Straight Run)
2 2 - Pedestrian
3 2 - Pedestrian
Victims: 2
Party Number
2 3
https://tims.berkeley.edu/
Victim Role
3 - Pedestrian
3 - Pedestrian
N - Pedestrian
N - Pedestrian
Victim Gender
M - Male
M - Male
Victim Age
37 13
No
No
West R - Other
West R - Other
Victim Degree of Injury
5 - Suspected Serious Injury
7 - Possible Injury
2021/11/06 TIMS - Transportation Injury Mapping System
BerkeleySafeTREC
Crash Details for: Case ID 8404643
Crash Information
County
City
Date & Time (M/D/Y)
Location (Intersection)
Dist. & Dir. from
Intersection
Fresno
Fresno
11/05/2017 01 :19
Jensen Av & Chestnut Av
At Intersection
Map View .............. ..._ ............ ,..... ..... ~ ...........

Map Satellite
"' "' f ; : ,& g ! !
EHoxteAve
EJensen Ave
'
0 ~.,,..,.,, .. ,,. ~
■ ..
!!?.

J
s
< ►
..

Rayman·s Mini Mart Liquor-•
' qfl Service
EJensenAve E Jensen Ave
"' V,
" 0
~ ' AutoZone Auto Pans
:J: Auto parts stcni State Highway
Geocoded Location
No , Flore Di Pas1a. 1nc j s ! s
Type of Crash
Motor Vehicle Involved
With

36.70703, -119.7365299
D - Broadside
C - Other Motor Vehicle
Crash Severity 1 - Fatal
PCF Violation Category 01 - Driving or Bicycling Under the Influence of Alcohol or Drug
Weather A - Clear
Alcohol Involved Yes
Pedestrian Accident
Motorcycle Accident
Parties: 2
No
No
Bicycle Accident
Truck Accident
No
No
Party Party Type Statewide Vehicle Type
Number
Go gle
Street View
~ ..
ft Kroeger Eqwpment
T &SUpply
At Party Movement Preceding
Fault Direction Collision
1 1 - Driver (including Hit and A - Passenger Car/Station Wagon Yes West B - Proceeding Straight Run)
2 1 - Driver (including Hit and
Run)
Victims: 4
Party Number
1 1
2 Victim Role
1 1 - Driver
2 - Passenger
11 -Driver
https://tims.berkeley.edu/
A - Passenger Car/Station Wagon
l
Victim Gender
M - Male
M - Male
F - Female
Victim Age
30 31
44 No East E - Making Left Turn
l
Victim Degree of Injury
I 1 - Killed
1 - Killed
5 - Suspected Serious Injury
Party Number
2 Victim Role
2 - Passenger
Victim Gender
F - Female
Victim Age
20 Victim Degree of Injury
6 - Suspected Minor Injury
2021/11/06 TIMS - Transportation Injury Mapping System
BerkeleySafeTREC
Crash Details for: Case ID 8404672
Crash Information
County Fresno
City Fresno
Date & Time (M/D/Y) 09/27/2017 18:17
Location (Intersection) Butler Av & Winery Av
Dist. & Dir. from 177.00 ft West
Intersection
State Highway No
Geocoded Location 36.72865, -119.7325336
Type of Crash G - Vehicle/Pedestrian
Motor Vehicle Involved B - Pedestrian
With
Crash Severity 1 - Fatal
PCF Violation Category 03 - Unsafe Speed
Weather A- Clear
Alcohol Involved No
Pedestrian Accident Yes Bicycle Accident
Motorcycle Accident No Truck Accident
Parties: 2
No
No
Map View
Map Satellite
ermarkets out. · Del~
~
k:h1ban
1 ........ ,
~aletena E Butler Ave
1a a1tt1 BTH2
11'12 11'15
E)
f Butler Church0
" 3
E Butler Ave
~House E T09'rnH'nd A'te f E Townwnd Ave .,
fl TH2 rn3 lttS TH6 Tlf71H& TH10