Agenda Packet — Salinas City Council, April 12, 2022 (part 2 of 3)

Update 10/2021
_____ Vendor shall not park at any timed parking locations (20 min, 45 min, 90 min, 2 hr, etc.) during hours of parking restrictions.
_____ Food truck vendor shall not operate within any public park or recreation facility except from designated locations.
_____ Vending from private property is not allowed, unless as part of a Conditional Use Permit. _____ Vendor cannot obstruct street sweeping operations. _____ Operating in any manner that impedes the flow of vehicular traffic or pedestrians is prohibited. _____ Vendors shall operate adjacent to a paved sidewalk or path.

OPERATING RESTRICTIONS - CONDITIONS
_____ Vendors with a trailer operating from a Designated Location must unhitch units. Hauling vehicle must be removed from the designated location.
_____ Vending of alcoholic beverages or any controlled substances is prohibited. _____ Vendor shall not sell goods, wares, or other items of merchandise other than food. _____ Placement of chairs, stools, tables or any other furniture or fixtures on any portion of the street, sidewalk or public right-of-way is prohibited.
_____ Generator used by the vendor may not exceed 55 dB near parks and 70 dB in the public right of way. _____ Vendor must provide trash receptacles, recycling bins and food composting bins to serve the unit’s and patrons’ needs.
_____ Vendor must keep streets and sidewalks clean and free of debris, refuse and liquid material within a 50-foot radius of the operating location. Trash and liquids must be properly disposed of at an approved facility.
_____ Food truck must meet conditions and appearance requirements as required by the City Engineer. _____ Vending from a defective, unsafe, or unsanitary unit is prohibited. _____ Vendors are prohibited from using polystyrene foam products.

By signing, I understand this is only a summary of the code and I agree to abide by all codes, regulations, and restrictions set forth by the City of Salinas and understand that violating said codes, regulations, or restrictions, I am subject to fines, citations, confiscation, or permit revocation. ______________________________________________________________________________________________ Vendor Business Name Permit No.
______________________________________________________________________________________________ Vendor Owner Signature Printed Name Date
I want to obtain a
Vendor Permit
To sell edible products
(with a vehicle)
To sell flowers or other
commercial items
To sell prepared
food on private
property
Required Permits
Fee payment
To sell fruit
and/or
vegetables
To sell ice cream
Business License
Health Permit
Business License
Health Permit
Business License
Seller’s Permit
Application Application Application
Vehicle
registration
Vehicle
registration
Proof of
commercial auto
insurance
Proof of
commercial auto
insurance
Driver’s license Driver’s license
Color
photographs of
the vehicle/unit
Color
photographs of
the vehicle/unit
To sell edible products
(without a vehicle)
To sell fruit
and/or
vegetables
To sell ice cream
Business License
Health Permit
Business License
Health Permit
Application Application
Photo I.D. for
applicant and
employees
Photo I.D. for
applicant and
employees
Unit fire
inspection
Required Documents
Vendor permit
Vendor ID
Vendor Agreement
What will I receive
Informational brochures
after processing?
Vendor Permit Process
City of Salinas
Finance
Monterey County Health
Department
California Department of
Tax and Fee Administration
Who do I contact?
City of Salinas
Fire Department
Fire Prevention Division
City of Salinas
Public Works
Department
Development
Engineering
To sell prepared
food
Business License
Health Permit
Seller’s Permit
Application
Vehicle
registration
Proof of
commercial auto
insurance
Driver’s license
Color
photographs of
the vehicle/unit
Photo I.D. for
applicant and
employees
Unit fire
inspection
Conditional Use
Permit
City of Salinas
Current Planning
To sell prepared
food
Business License
Health Permit
Seller’s Permit
Application
Color
photographs of
the vehicle/unit
Photo I.D. for
applicant and
employees
Unit fire
inspection
Color
photographs of
the vehicle/unit
Photo I.D. for
applicant and
employees
Color
photographs of
the vehicle/unit
Photo I.D. for
applicant and
employees
Color
photographs of
the vehicle/unit
Photo I.D. for
applicant and
employees
Background
Check
Background
Check
Business License
Health Permit
Seller’s Permit
Application
Vehicle
registration
Proof of
commercial auto
insurance
Driver’s license
Color
photographs of
the vehicle/unit
Photo I.D. for
applicant and
employees
Licensed Provider

FOOD TRUCK FAQ FOOD TRUCK FAQ
Designated Designated
Vendor
Hours of
operation are
between 10:00
am - 3:00 am.

TRAILER MUST BE

UNHITCHED FROM HAULING

VEHICLE AT ALL TIMES

DURING OPERATION
Permits & Licenses Needed
Monterey County
Health Permit
City of Salinas
Business License
State of California
Seller's Permit
State of California
Drivers License
Must provide
solid waste
and recycle
containers

ONLY PERMITTED

TO PARK AT

ASSIGNED

LOCATION WHEN

VENDING
For additional information, refer to SCC 20-16.010 - 20-16.190.

Citations will be issued if in violation of the regulations:
$250
$500
$1,000
*revocation of permits and ineligibility afterfourth violation 2nd Violation
3rd & Subsequent
violation
1st Violation
Want to obtain a Vendor Permit? Call 831-758-7251 Option 2 or email [email protected] Must not be left
unattended for
more than 30
minutes
30 preguntas frecuentes preguntas frecuentes
lugares designados lugares designados
El horario de
operación es
de 10:00 a.m. a
3:00 a.m.

DEBE ESTAR DESENGANCHADO
DEL VEHÍCULO DE TRANSPORTE

EN TODO MOMENTO DURANTE
LA OPERACIÓN
Permisos y licencias necesarios
Permiso de salud del
condado de Monterey
Licencia comercial de
la ciudad de Salinas
Permiso de vendedor
del estado de
California
Licencia de conducir
del estado de
California
Debe tener
contenedores
de residuos
sólidos y
reciclaje

SOLO SE

PERMITE

ESTACIONAR EN
LA UBICACIÓN

ASIGNADA
30 Se emitirán multas si violan las regulaciones:
*revocación de permisos e inelegibilidad después de la cuarta violacion $250
$500
$1,000
2da Violación
Violaciones
Adicionales
1era Violación
Para obtener información adicional, consulte SCC 20-16.010 - 20-16.190. ¿Quiere obtener un permiso de vendedor? Llame al 831-758-7251 Opción 2 o envíe un correo electrónico a [email protected] No puede dejar
desatendido
durante más de
30 min

FOOD TRUCK FAQ FOOD TRUCK FAQ
private property private property
Vendor
Hours of operation are
between 9:00 am -
10:00 pm Sunday to
Thursday; 9:00 am to
12:00 am Friday,
Saturday and Holidays.

Permits & Licenses Needed

MUST OBTAIN

CONDITIONAL USE PERMIT

TO OPERATE ON PRIVATE

PROPERTY
Cannot be parked
overnight at
vending location or
City streets
No generators are
permitted
Portable restrooms
prohibited
Amplified sound
prohibited
Outdoor furniture
prohibited
Must provide
solid waste
and recycle
containers
For additional information, refer to SCC 20-16.010 - 20-16.190.

Citations will be issued if in violation of the
regulations:
$250
$500
$1,000
*revocation of permits and ineligibility afterfourth violation 2nd Violation
3rd & Subsequent
violation
1st Violation
Monterey County
Health Permit
City of Salinas
Business License
State of California
Seller's Permit
State of California
Drivers License
City of Salinas
Conditional Use Permit
Want to obtain a Vendor Permit? Call 831-758-7251 Option 2 or email [email protected] preguntas frecuentes
preguntas frecuentes
vendedor en propiedad
vendedor en propiedad
privada
El horario de operación
es de 9:00 am a 10:00
pm de domingo a
jueves; 9:00 am a 12:00
am viernes, sábados y
dias festivos.

Permisos y licencias necesarios

DEBE OBTENER PERMISO

DE USO CONDICIONAL

PARA OPERAR EN

PROPIEDAD PRIVADA
No se puede
estacionar durante la
noche en las calles de
la ciudad o en lugares
de venta
No se permiten
generadores
Baños portátiles
prohibidos
Sonido amplificado
prohibido
Prohibido muebles de
exterior
Debe tener
contenedores
de residuos
sólidos y
reciclaje
Se emitirán multas si violan las
regulaciones:
*revocación de permisos e inelegibilidad después de la cuarta violacion $250
$500
$1,000
2da Violación
Violaciones
Adicionales
1era Violación
Permiso de salud del
condado de Monterey
Licencia comercial de la
ciudad de Salinas
Permiso de vendedor del
estado de California
Licencia de conducir del
estado de California
Permiso de uso
condicional de la ciudad
de Salinas
Para obtener información adicional, consulte SCC 20-16.010 - 20-16.190. ¿Quiere obtener un permiso de vendedor? Llame al 831-758-7251 Opción 2 o envíe un correo electrónico a [email protected] City of Salinas
Legislation Text
200 Lincoln Ave., Salinas,
CA 93901
www.cityofsalinas.org
File #: ID#22-191, Version: 1
Minutes
Approve minutes of March 18, 2022 and March 22, 2022.

City of Salinas Page 1 of 1 Printed on 4/6/2022
powered by Legistar™
City of Salinas
Legislation Text
200 Lincoln Ave., Salinas,
CA 93901
www.cityofsalinas.org
File #: ID#22-190, Version: 1
Financial Claims
Approve financial claims report.

City of Salinas Page 1 of 1 Printed on 4/6/2022
powered by Legistar™
Number Date Status
Transaction
Amount
456006 03/22/2022 Open $39.00
456007 03/22/2022 Open $1,389.73
456008 03/22/2022 Open $703.80
456009 03/22/2022 Open $7,849.00
456010 03/22/2022 Open $5,250.00
456011 03/22/2022 Open $783.94
456012 03/22/2022 Open $1,087.00
456013 03/22/2022 Open $189.99
456014 03/22/2022 Open $6,046.22
456015 03/22/2022 Open $3,333.25
456016 03/22/2022 Open $84.58
456017 03/22/2022 Open $8,550.00
456018 03/22/2022 Open $142.04
456019 03/22/2022 Open $131.04
456020 03/22/2022 Open $105.00
456021 03/22/2022 Open $5,410.83
456022 03/22/2022 Open $1,214,935.30
456023 03/22/2022 Open $3,716.43
456024 03/22/2022 Open $3,210.27
456025 03/22/2022 Open $170.00
456026 03/22/2022 Open $434.68
456027 03/22/2022 Open $541.72
456028 03/22/2022 Open $1,663.43
456029 03/22/2022 Open $7,790.13
456030 03/22/2022 Open $33,265.50
456031 03/22/2022 Open $18.45
456032 03/22/2022 Open $33,939.83
456033 03/22/2022 Open $886.89
456034 03/22/2022 Open $1,070.00
456035 03/22/2022 Open $394.42
456036 03/22/2022 Open $445.60
456037 03/22/2022 Open $22,007.22
456038 03/22/2022 Open $370.00
456039 03/22/2022 Open $1,688.00
456040 03/22/2022 Open $13,449.77
456041 03/22/2022 Open $14,121.00
456042 03/22/2022 Open $15,337.82
456043 03/22/2022 Open $50.41
456044 03/22/2022 Open $6,098.44
456045 03/22/2022 Open $4,485.38
456046 03/22/2022 Open $769.17
CNI THL OPS, LLC dba Residence Inn Salinas
Coast & Valley Properties, Inc
Coast Automotive Warehouse Inc
Central Coast YMCA
Chic Events Inc dba Chic Event Rentals
Cintas
Candido Martinez Dba Welders Fabrication and Desig
Carol Flemming dba Carol Flemming design
CDW-G
California Water Service
California Water Service
California Water Service
Breakout Prison Outreach dba California Youth Outr
Bridgestone Americas, Inc dba Bridgestone America
California Towing and Transport
AT&T Mobility
Bear Electrical Solutions Inc
Bound Tree Medical
Applied Maintenance Supplies & Solutions LLC
Aramark Uniform & Career Apparel Group, Inc
Artistic HangUps
American Supply Company
American Textile and Supply Inc
Ana Rueda De Vidales dba J.A.V. Language Solutions
All Safe Security Alarm
Amazon.Com
American Process Group Inc
Alert Media, Inc dba AlertMedia
Alhambra and Sierra Spring DS Waters of America LP
Alhambra and Sierra Spring DS Waters of America LP
Acme Rotary Broom Service
ACTION Council of Monterey County, Inc.

Alco Water
72 Hour LLC dba Chevrolet of Watsonville/National
A and B Fire Protection and Safety Inc.

Acme Car Wash (William Pierce Inc)
California Highway Patrol Academy
2NDNATURE, LLC
36 North Properties, Inc dba 36 North Property Man
General Account - General Account
Check
John P. Falkenberg
Michael Mutalipassi
City of Salinas
Claim Checks 456006-456182
From Payment Date: 3/22/2022 - To Payment Date: 3/22/2022 Payee Name
Pages: 1 of 5
Number Date Status
Transaction
Amount
General Account - General Account
Check
City of Salinas
Claim Checks 456006-456182
From Payment Date: 3/22/2022 - To Payment Date: 3/22/2022 Payee Name
456047 03/22/2022 Open $321.27
456048 03/22/2022 Open $617.16
456049 03/22/2022 Open $8,172.80
456050 03/22/2022 Open $164.08
456051 03/22/2022 Open $100,000.00
456052 03/22/2022 Open $22,595.49
456053 03/22/2022 Open $5,128.33
456054 03/22/2022 Open $1,464.35
456055 03/22/2022 Open $1,026.97
456056 03/22/2022 Open $851.00
456057 03/22/2022 Open $131.10
456058 03/22/2022 Open $61.99
456059 03/22/2022 Open $1,651.68
456060 03/22/2022 Open $845,910.59
456061 03/22/2022 Open $359.19
456062 03/22/2022 Open $32,659.66
456063 03/22/2022 Open $2,598.80
456064 03/22/2022 Open $966.00
456065 03/22/2022 Open $299.24
456066 03/22/2022 Open $161.49
456067 03/22/2022 Open $206.45
456068 03/22/2022 Open $9,211.87
456069 03/22/2022 Open $441.32
456070 03/22/2022 Open $340.00
456071 03/22/2022 Open $2,200.00
456072 03/22/2022 Open $344.40
456073 03/22/2022 Open $6,299.00
456074 03/22/2022 Open $9,366.06
456075 03/22/2022 Open $24.18
456076 03/22/2022 Open $1,201.51
456077 03/22/2022 Open $150.00
456078 03/22/2022 Open $5,987.15
456079 03/22/2022 Open $793.22
456080 03/22/2022 Open $2,315.01
456081 03/22/2022 Open $19,376.93
456082 03/22/2022 Open $996.80
456083 03/22/2022 Open $35.90
456084 03/22/2022 Open $2,300.00
456085 03/22/2022 Open $6,257.00
456086 03/22/2022 Open $500.00
456087 03/22/2022 Open $64,906.85
Jose Reyes dba The Tint Shop
Karla's Janitorial & Suppliers, LLC
Isabel Yzquierdo
Jimmy Vanhove dba Precision K9
Johnson Electronics
IAMP
Ingram Book Company
Interstate Battery System Inc
Haqiqat Kalirao
Herc Rentals Inc.

Hydro Turf
Granicus Inc
Green Rubber Kennedy Ag
Greens Camera Shop
Gloria Soto
Gold Star Motors dba Gold Star Buick GMC
Goldfarb and Lipman
First Alarm Security & Patrol Inc dba An Allied Un
Gavilan Printers LLC
Glasswork by Design
Fastenal Company
Ferguson US Hodings, Inc dba Ferguson Enterprises
Findaway World LLC
Envision Ware Inc
Extra Space Management Inc
Faronics Technologies USA Inc
Don Chapin Inc
Don Chapin Inc
Edges Electrical Group, LLC
Department Of Justice
DFM Associates
Direct TV LLC
County Of Santa Clara Office Of The Sheriff Depart
Dataflow Business Systems Inc
Denco Sales Company, Inc.

Consolidated Electrical Distributors, Inc.

County of Monterey
County of Monterey Information Technology Dept
Coast Counties Truck & Equipment Co dba Coast Coun
Comcast (Business)

CONCERN
Pages: 2 of 5
Number Date Status
Transaction
Amount
General Account - General Account
Check
City of Salinas
Claim Checks 456006-456182
From Payment Date: 3/22/2022 - To Payment Date: 3/22/2022 Payee Name
456088 03/22/2022 Open $655.93
456089 03/22/2022 Open $10,603.96
456090 03/22/2022 Open $508.46
456091 03/22/2022 Open $6,500.00
456092 03/22/2022 Open $582.05
456093 03/22/2022 Open $698.82
456094 03/22/2022 Open $150.00
456095 03/22/2022 Open $14,339.50
456096 03/22/2022 Open $4,092.00
456097 03/22/2022 Open $93.09
456098 03/22/2022 Open $3,200.00
456099 03/22/2022 Open $92.29
456100 03/22/2022 Open $13,700.00
456101 03/22/2022 Open $1,871.68
456102 03/22/2022 Open $9,953.27
456103 03/22/2022 Open $218.50
456104 03/22/2022 Open $32.50
456105 03/22/2022 Open $19,905.23
456106 03/22/2022 Open $48.72
456107 03/22/2022 Open $177.00
456108 03/22/2022 Open $900.00
456109 03/22/2022 Open $1,714.01
456110 03/22/2022 Open $1,297.12
456111 03/22/2022 Open $2,500.00
456112 03/22/2022 Open $300.00
456113 03/22/2022 Open $8,099.70
456114 03/22/2022 Open $9,012.50
456115 03/22/2022 Open $5,825.00
456116 03/22/2022 Open $752.42
456117 03/22/2022 Open $1,030.33
456118 03/22/2022 Open $3,500.48
456119 03/22/2022 Open $11,160.93
456120 03/22/2022 Open $3,432.51
456121 03/22/2022 Open $569.15
456122 03/22/2022 Open $2,500.00
456123 03/22/2022 Open $1,758.66
456124 03/22/2022 Open $303.93
456125 03/22/2022 Open $560.67
456126 03/22/2022 Open $4,994.22
456127 03/22/2022 Open $2,463.13
456128 03/22/2022 Open PARS Retirement Services $448.58 Pacific Gas and Electric Company
Pacific Products and Services LLC
Pacific Truck Parts Inc
Pacific Gas and Electric Company
Pacific Gas and Electric Company
Pacific Gas and Electric Company
Owen Equipment Sales
Pacific Gas and Electric Company
Pacific Gas and Electric Company
O'Reilly Auto Parts
Office Depot Business Service Division
Overhead Door Company Of Salinas
Newton Construction & Management, Inc
NHA Advisors, LLC
NPI Capital Partners LP dba Northridge Park Apartm
MWI Veterinary Supply Company
NetFile Inc
New Image Landscape Company
Monterey Sanitary Supply Inc Altius Medical
Monterra Ranch Of Monterey Home Owner's Associatio
MP Express
Monterey Bay Analytical Services, Inc
Monterey County Tax Collector
Monterey One Water
Michael Elliott
Midwest Tape, LLC dba Midwest Tape
Mike Signs
Maria G Magana
Marina Horta-Gallegos
Megahertz Productions and Entertainment, Inc
Lisa Marie Vetter dba Tour de force Speakers
Louis J Vallejo Jr
Mackay Motor Parts, Inc dba Napa Auto Parts
LexisNexis Risk Data Management Inc Accurint Acct
Life Assist
LiftOff, LLC
L.C. Action
Lakeshore Learning Materials
Laura L. Zee
Kirtley Overhead Doors
Pages: 3 of 5
Number Date Status
Transaction
Amount
General Account - General Account
Check
City of Salinas
Claim Checks 456006-456182
From Payment Date: 3/22/2022 - To Payment Date: 3/22/2022 Payee Name
456129 03/22/2022 Open $30.52
456130 03/22/2022 Open $1,050.00
456131 03/22/2022 Open $564.84
456132 03/22/2022 Open $1,952.00
456133 03/22/2022 Open $770.66
456134 03/22/2022 Open $147.70
456135 03/22/2022 Open $27,530.09
456136 03/22/2022 Open $2,676.00
456137 03/22/2022 Open $1,475.32
456138 03/22/2022 Open $280.12
456139 03/22/2022 Open $76.31
456140 03/22/2022 Open $9,045.00
456141 03/22/2022 Open $7,500.00
456142 03/22/2022 Open $534.69
456143 03/22/2022 Open $769.49
456144 03/22/2022 Open $402.45
456145 03/22/2022 Open $27,790.00
456146 03/22/2022 Open $468.07
456147 03/22/2022 Open $8,843.93
456148 03/22/2022 Open $393.60
456149 03/22/2022 Open $31,621.82
456150 03/22/2022 Open $242.03
456151 03/22/2022 Open $1,879.00
456152 03/22/2022 Open $5,096.96
456153 03/22/2022 Open $25.00
456154 03/22/2022 Open $895.00
456155 03/22/2022 Open $685.00
456156 03/22/2022 Open $650.00
456157 03/22/2022 Open $11,378.99
456158 03/22/2022 Open $707.24
456159 03/22/2022 Open $4,779.32
456160 03/22/2022 Open $3,935.87
456161 03/22/2022 Open $588.58
456162 03/22/2022 Open $1,685.90
456163 03/22/2022 Open $204.82
456164 03/22/2022 Open $9,576.95
456165 03/22/2022 Open $2,481.88
456166 03/22/2022 Open $219.59
456167 03/22/2022 Open $886.51
456168 03/22/2022 Open $483.55
456169 03/22/2022 Open $1,100.03
Valley Fabrication Inc
Vegetable Growers Supply Company
Verizon Wireless
U.S. Bank National Association ND
Uline, Inc
United Parcel Service
Tri County Concrete and Supply, Inc
Tri County Fire Protection
Tyler Business Forms
The Prophet Corp. dba Gopher Sport
Tiffanys Body Shop
Tomo Books USA
Target Pest Control
Target Pest Control
The Marketing Department Inc dba TMD Creative
Sturdy Oil Company
Sunstar Media
Systems Technology Group Inc
Smith and Enright Landscaping
Smokey Key Service
Snow Signs, Inc
Sentry Alarm System
Shape Inc.

Smart and Final Iris
Ruth Maria Milla-Leon dba Andersen's Lock & Safe
Salinas Valley Ford Inc
Savant Solutions, Inc
Rogge Road Apartments, LLC
Rolando Cabrera M.D
Romie Lane Pet Hospital
Republic Services of Salinas
Republic Services of Salinas
Robert Half International, Inc dba Accountemps, Of
Protel Communications, Inc dba Protelesis Corporat
Rancho Cielo Youth Center
Regional Government Services
Personnel Concepts Limited
Plaza Grande LP
Professional Security Consultants
Patricia Penaloza
Pedro C Estrada Dba Estrada Janitorial Service
Pages: 4 of 5
Number Date Status
Transaction
Amount
General Account - General Account
Check
City of Salinas
Claim Checks 456006-456182
From Payment Date: 3/22/2022 - To Payment Date: 3/22/2022 Payee Name
456170 03/22/2022 Open $4,526.74
456171 03/22/2022 Open $902.24
456172 03/22/2022 Open $2,588.07
456173 03/22/2022 Open $2,663.13
456174 03/22/2022 Open $794.00
456175 03/22/2022 Open $220.13
456176 03/22/2022 Open $1,178.51
456177 03/22/2022 Open $262.50
456178 03/22/2022 Open $2,400.38
456179 03/22/2022 Open $2,323.87
456180 03/22/2022 Open $7,624.64
456181 03/22/2022 Open $60.00
456182 03/22/2022 Open $107.12
$2,927,972.62
Maranatha Book
Type Check Totals:

General Account - General Account Totals
WCDJR LLC dba Watsonville Chrysler Dodge Jeep Ram
Wilbur-Ellis Company
Worldpac
W W Grainger Inc
Water Tech
WCAF, LLC dba Watsonville Ford
Verizon Wireless
Veterinary Emergency and Specialty Center
Vision Service Plan
Verizon Wireless
Verizon Wireless
Verizon Wireless
Pages: 5 of 5
Number Date Status
Transaction
Amount
456184 03/29/2022 Open $655.00
456185 03/29/2022 Open $545.00
456186 03/29/2022 Open $545.00
456187 03/29/2022 Open $319.08
456188 03/29/2022 Open $272.50
456189 03/29/2022 Open $108.84
456190 03/29/2022 Open $268.84
456191 03/29/2022 Open $786.41
456192 03/29/2022 Open $225.75
456193 03/29/2022 Open $2,062.00
456194 03/29/2022 Open $4,563.75
456195 03/29/2022 Open $2,000.00
456196 03/29/2022 Open $431.94
456197 03/29/2022 Open $27,962.98
456198 03/29/2022 Open $1,906.00
456199 03/29/2022 Open $5,237.99
456200 03/29/2022 Open $7,571.00
456201 03/29/2022 Open $4,944.37
456202 03/29/2022 Open $204.83
456203 03/29/2022 Open $199.20
456204 03/29/2022 Open $257.65
456205 03/29/2022 Open $4,200.00
456206 03/29/2022 Open $5,205.00
456207 03/29/2022 Open $13,215.72
456208 03/29/2022 Open $1,869.73
456209 03/29/2022 Open $4,765.00
456210 03/29/2022 Open $242.62
456211 03/29/2022 Open $541.72
456212 03/29/2022 Open $178.13
456213 03/29/2022 Open $7,116.00
456214 03/29/2022 Open $2,158.00
456215 03/29/2022 Open $4,300.00
456216 03/29/2022 Open $41.13
456217 03/29/2022 Open $1,000.00
456218 03/29/2022 Open $25,653.09
456219 03/29/2022 Open $558.07
456220 03/29/2022 Open $85.31
456221 03/29/2022 Open $284.39
456222 03/29/2022 Open $81.47
456223 03/29/2022 Open $2,200.00
456224 03/29/2022 Open $58.59
456225 03/29/2022 Open Canon Financial Services Inc $508.01 California Water Service
Calvin Angel
Canon Financial Services Inc
California Water Service
California Water Service
California Water Service
Bound Tree Medical
Brett Godown
BrightView Landscape Services, Inc
Bay Property Management
Bay Property Management
Behiye Franklin
Applied Maintenance Supplies & Solutions LLC
Aramark Uniform & Career Apparel Group, Inc
AT and T
Allstar Fire Equipment Inc
Amazon.Com
Antonio Mejia
Alhambra and Sierra Spring DS Waters of America LP
Alisha Cavin Sweyd dba Code 3 Counseling for First
Allied Farms Inc dba C/O Coast & Valley Properties
Alco Water
Alco Water
Alhambra and Sierra Spring DS Waters of America LP
Acme Car Wash (William Pierce Inc)
Alameda Electrical Distributors
Alco Water
1701 Independence, LLC dba Creekbridge Apartments
4 Imprint
ABAG Power Purchasing Pool
Vikki Balestra
Alameda County Sheriff's Department
1701 Independence, LLC dba Creekbridge Apartments
Jim Pia
Maria Elizabeth Soto
Melanie Coffin
Francisco DeLeon
Ichelle Herrera
Isidro Medrano
General Account - General Account
Check
Andrew Easterling
Devon Castaneda
City of Salinas
Payment Register
From Payment Date: 3/23/2022 - To Payment Date: 4/6/2022 Payee Name
Pages: 1 of 11
Number Date Status
Transaction
Amount
General Account - General Account
Check
City of Salinas
Payment Register
From Payment Date: 3/23/2022 - To Payment Date: 4/6/2022 Payee Name
456226 03/29/2022 Open $9,500.00
456227 03/29/2022 Open $1,840.72
456228 03/29/2022 Open $5,755.00
456229 03/29/2022 Open $5,842.00
456230 03/29/2022 Open $10,611.46
456231 03/29/2022 Open $20,431.80
456232 03/29/2022 Open $1,349.81
456233 03/29/2022 Open $293.39
456234 03/29/2022 Open $235.00
456235 03/29/2022 Open $20.00
456236 03/29/2022 Open $163.79
456237 03/29/2022 Open $377.19
456238 03/29/2022 Open $63,337.42
456239 03/29/2022 Open $3,203.01
456240 03/29/2022 Open $570.32
456241 03/29/2022 Open $65.55
456243 03/29/2022 Open $16,342.93
456244 03/29/2022 Open $481.72
456245 03/29/2022 Open $4,500.00
456246 03/29/2022 Open $6,265.00
456247 03/29/2022 Open $4,420.60
456248 03/29/2022 Open $15,000.00
456249 03/29/2022 Open $123.94
456250 03/29/2022 Open $5.50
456251 03/29/2022 Open $138.30
456252 03/29/2022 Open $1,326.30
456253 03/29/2022 Open $12,794.91
456254 03/29/2022 Open $2,432.00
456255 03/29/2022 Open $3,648.00
456256 03/29/2022 Open $952.00
456257 03/29/2022 Open $4,674.51
456258 03/29/2022 Open $252.37
456259 03/29/2022 Open $169.02
456260 03/29/2022 Open $504.54
456261 03/29/2022 Open $725.06
456262 03/29/2022 Open $9,752.40
456263 03/29/2022 Open $7,650.00
456264 03/29/2022 Open $8,140.00
456265 03/29/2022 Open $10.97
456266 03/29/2022 Open $1,000.00
456267 03/29/2022 Open $6,954.62
456268 03/29/2022 Open Kelly-Moore Paint Company $6,637.87 Johnson Associates
Juan M Pozos
Judy Force dba Dentistry for Animals
Interim Inc
Jan Roehl Dba Jan Roehl Consulting
John M Jessen
Green Rubber Kennedy Ag
Hinderliter De Llamas and Associates
Home Depot Credit Services
Goldfarb and Lipman
Granite Construction Company
Granite Rock Co
First Alarm Security & Patrol Inc dba An Allied Un
Gabilan Hills Apartments Partners, LP
Gabilan Hills Apartments Partners, LP
Fed Ex
Ferguson US Hodings, Inc dba Ferguson Enterprises
First Alarm
Equity Trust Company
Erika Narden Zuniga Sandoval
Fastenal Company
East Bay Tire Company
EJ Williams Property Management dba Santa Lucia
Environmental Systems, Inc of Northern California
CSC Of Salinas
DFM Associates
Downtown Streets, Inc
Commercial Truck Company
Community Homeless Solutions
County of Monterey Information Technology Dept
Coast Counties Truck & Equipment Co dba Coast Coun
Comcast (Business)
Comcast (Business)
CMP-1 Llc dba The Pointe at Northridge
CMP-1, Llc dba Laurel Tree Apartment Homes
Coast Automotive Warehouse Inc
ClientFirst Consulting Group, LLC dba ClientFirst
CMP-1 Llc dba The Pointe at Harden Ranch
CMP-1 Llc dba The Pointe at Northridge
Charles D Cryder
Cintas
Pages: 2 of 11
Number Date Status
Transaction
Amount
General Account - General Account
Check
City of Salinas
Payment Register
From Payment Date: 3/23/2022 - To Payment Date: 4/6/2022 Payee Name
456269 03/29/2022 Open $27,562.50
456270 03/29/2022 Open $542.84
456271 03/29/2022 Open $5,650.00
456272 03/29/2022 Open $410.00
456273 03/29/2022 Open $61,296.89
456274 03/29/2022 Open $2,000.00
456275 03/29/2022 Open $6,902.50
456276 03/29/2022 Open $1,133.00
456277 03/29/2022 Open $8,500.00
456278 03/29/2022 Open $66.56
456279 03/29/2022 Open $8,900.00
456280 03/29/2022 Open $6,840.00
456281 03/29/2022 Open $3,105.00
456282 03/29/2022 Open $13,200.00
456283 03/29/2022 Open $7,200.00
456284 03/29/2022 Open $5,000.00
456285 03/29/2022 Open $2,870.00
456286 03/29/2022 Open $3,618.00
456287 03/29/2022 Open $2,775.00
456288 03/29/2022 Open $7,574.93
456289 03/29/2022 Open $9,693.29
456290 03/29/2022 Open $6.00
456291 03/29/2022 Open $600.02
456292 03/29/2022 Open $3,300.00
456293 03/29/2022 Open $7,100.00
456294 03/29/2022 Open $465.15
456295 03/29/2022 Open $3,000.00
456296 03/29/2022 Open $1,568.52
456297 03/29/2022 Open $2,692.00
456298 03/29/2022 Open $1,046.78
456299 03/29/2022 Open $2,368.36
456300 03/29/2022 Open $114.29
456301 03/29/2022 Open $309.37
456302 03/29/2022 Open $158.50
456303 03/29/2022 Open $462.87
456304 03/29/2022 Open $200.06
456305 03/29/2022 Open $125,842.00
456306 03/29/2022 Open $418.68
456307 03/29/2022 Open $3,400.00
456308 03/29/2022 Open $213.00
456309 03/29/2022 Open $1,880.00
456310 03/29/2022 Open Precision Civil Engineering, Inc. $6,706.25 Peter Kim dba C/O Century 21 A Property Shoppe
Petsmart
Plaza Club Apartments
Pacific Gas and Electric Company
Paragon Tactical, Inc
PARS Retirement Services
Pacific Gas and Electric Company
Pacific Gas and Electric Company
Pacific Gas and Electric Company
Pacific Gas and Electric Company
Pacific Gas and Electric Company
Pacific Gas and Electric Company
OIN Investments Inc dba Real Property Management
One Workplace L Ferrari, LLC dba Peninsula Busines
Pacific Gas and Electric Company
Nathalie Godoy Perez
NPI Capital Partners LP dba Northridge Park Apartm
Office Depot Business Service Division
Monterey County Office of the District Attorney
Monterey County Recorders
Multifamily Utility Company Inc dba Multifamily
MNS Engineers, Inc
Monterey County Health Department
Monterey County Health Department
Mark Glidden
Miguel Angel Rubio
Miller Sutter Investments Paramount Properties
Mangold Property Management, Inc
Mangold Property Management, Inc
Margaret Suares
Luis M Estrada
Mackay Motor Parts, Inc dba Napa Auto Parts
Management Partners Inc
Leon De Asis
Liebert Cassidy Whitmore
Louis Richard Calcagno dba Backus Properties
Landscape Maintenance of America dba CA Highway
Law Offices of Roy C Gunter III
LAZ Karp Assoc., LLC dba LAZ Parking California
Kimley Horn And Assoc Inc
L.N. Curtis & Sons dba Curtis Blue Line
Pages: 3 of 11
Number Date Status
Transaction
Amount
General Account - General Account
Check
City of Salinas
Payment Register
From Payment Date: 3/23/2022 - To Payment Date: 4/6/2022 Payee Name
456311 03/29/2022 Open $16,743.57
456312 03/29/2022 Open $721.87
456313 03/29/2022 Open $1,606.50
456314 03/29/2022 Open $995.97
456315 03/29/2022 Open $27,854.00
456316 03/29/2022 Open $75.31
456317 03/29/2022 Open $572.34
456318 03/29/2022 Open $57.23
456319 03/29/2022 Open $3,990.00
456320 03/29/2022 Open $952.00
456321 03/29/2022 Open $290.00
456322 03/29/2022 Open $49.16
456323 03/29/2022 Open $3,412.50
456324 03/29/2022 Open $5,153.69
456325 03/29/2022 Open $7,405.00
456326 03/29/2022 Open $4,443.00
456327 03/29/2022 Open $7,550.00
456328 03/29/2022 Open $720.65
456329 03/29/2022 Open $90.00
456330 03/29/2022 Open $5.69
456332 03/29/2022 Open $3,471.00
456333 03/29/2022 Open $4,000.00
456334 03/29/2022 Open $840.00
456335 03/29/2022 Open $792.61
456336 03/29/2022 Open $7,000.00
456337 03/29/2022 Open $158.24
456338 03/29/2022 Open $100.00
456339 03/29/2022 Open $109.09
456340 03/29/2022 Open $2,280.33
456341 03/29/2022 Open $305.00
456342 03/29/2022 Open $588.58
456343 03/29/2022 Open $1,811.00
456344 03/29/2022 Open $267.32
456345 03/29/2022 Open $595.83
456346 03/29/2022 Open $14,083.79
456347 03/29/2022 Open $120.05
456348 03/29/2022 Open $342.33
456349 03/29/2022 Open $250.37
456350 03/29/2022 Open $382.66
456351 03/29/2022 Open $543.03
456352 03/29/2022 Open $111.75
456353 03/29/2022 Open Willdan Financial Services $6,650.00 Valley Saw Shop
Verizon Wireless
WCAF, LLC dba Watsonville Ford
United Parcel Service
United Site Services
Val's Plumbing & Heating Inc
Trowbridge Enterprises dba Palace Art and Office S
Tyler Business Forms
U.S. Bank National Association ND
Target Pest Control
Tri County Concrete and Supply, Inc
Tri County Fire Protection
State Fire Training CDF
Stephanie Morales-Bravo Petty Cash Custodian
Sturdy Oil Company
Snap-On Tools Corporation
Spay Neuter Imperative Project California
Star Sanitation Services
Shahrzad Pantera
Sherry Liang
Smith and Enright Landscaping
Salinas Toyota
Same Day Shred
San Lorenzo Lumber
Salinas Bay Limited
Salinas Nantucket Bay Limited
Salinas Northpoint Apartments, LLC
Ruth Maria Milla-Leon dba Andersen's Lock & Safe
Sable Computer Inc dba KIS
Salinas Apartment Holdings, LLC
Roberto Salazar dba R & R's Investments
Roosevelt Street Townhomes LP dba Roosevelt Townho
Russell Auria Pest Control Services
Republic Services of Salinas
Republic Services of Salinas
Robert Half International, Inc dba Accountemps, Of
Regional Government Services
Rent-A-Fence.com, Inc
Rentokil North America Inc dba Western Exterminato
Rancho Cielo Youth Center
Refrigeration Supplies Distributor
Pages: 4 of 11
Number Date Status
Transaction
Amount
General Account - General Account
Check
City of Salinas
Payment Register
From Payment Date: 3/23/2022 - To Payment Date: 4/6/2022 Payee Name
456354 03/29/2022 Open $6,100.00
456355 03/29/2022 Open $193.49
456356 03/29/2022 Open $11,000.00
456357 03/29/2022 Open $918.42
456358 03/29/2022 Open $121.60
456359 03/29/2022 Open $283.80
456360 03/29/2022 Open $521.94
456361 04/05/2022 Open $32.00
456362 04/05/2022 Open $347.75
456363 04/05/2022 Open $181.00
456364 04/05/2022 Open $272.50
456365 04/05/2022 Open $35.00
456366 04/05/2022 Open $181.00
456367 04/05/2022 Open $213.50
456368 04/05/2022 Open $213.50
456369 04/05/2022 Open $213.50
456370 04/05/2022 Open $8,452.53
456371 04/05/2022 Open $109.47
456372 04/05/2022 Open $134.38
456373 04/05/2022 Open $2,370.44
456374 04/05/2022 Open $2,671.15
456375 04/05/2022 Open $51.07
456376 04/05/2022 Open $500.00
456377 04/05/2022 Open $452.31
456378 04/05/2022 Open $816.02
456379 04/05/2022 Open $345.00
456380 04/05/2022 Open $873.24
456381 04/05/2022 Open $3,731.29
456382 04/05/2022 Open $10,419.86
456383 04/05/2022 Open $204.78
456384 04/05/2022 Open $340.00
456385 04/05/2022 Open $3,475.00
456386 04/05/2022 Open $813,958.01
456387 04/05/2022 Open $100.00
456388 04/05/2022 Open $37.00
456389 04/05/2022 Open $559.72
456390 04/05/2022 Open $5,039.70
456391 04/05/2022 Open $119.91
456392 04/05/2022 Open $70.00
456393 04/05/2022 Open $2,370.44
456394 04/05/2022 Open $12,250.00
456395 04/05/2022 Open Blancas Construction, Inc. $475.00 AT&T Mobility
Baron Augustine
Bear Electrical Solutions Inc
Aramark Uniform & Career Apparel Group, Inc
Assured Aggregates Company Inc
AT&T Mobility
Anderson Pacific Engineering Construction Inc.

Andrew McLaughlin
Anna Woods
Amerigas
Ana Rueda De Vidales dba J.A.V. Language Solutions
Anderson Brule Architects, Inc.

Allstar Fire Equipment Inc
Amazon.Com
American Supply Company
Alhambra and Sierra Spring DS Waters of America LP
All Pets Hospital
All Safe Security Alarm
Alco Water
Alco Water
Alex Michael Sapien
72 Hour LLC dba Chevrolet of Watsonville/National
Ace High Designs, Inc.

Adele Frese
Ryan Alexander
Ryan Macoubrie
4 Imprint
Ichelle Herrera
John Richardson
Robert Asamoto
Brian Johnson
Byron Gansen
Edwin Cruz
Rosemarie Radovan c/o Sunrun Installation Services
Santiago Napoles Lopez
Adriana Robles
Yue Hong Zheng dba Zheng's Rental
Daniel Dotterrer
Rosemarie Radovan c/o Sunrun Installation Services
William R Lewis dba Cypress Landing Apartments
Worldpac
Pages: 5 of 11
Number Date Status
Transaction
Amount
General Account - General Account
Check
City of Salinas
Payment Register
From Payment Date: 3/23/2022 - To Payment Date: 4/6/2022 Payee Name
456396 04/05/2022 Open $100.00
456397 04/05/2022 Open $7,335.38
456398 04/05/2022 Open $25,653.09
456399 04/05/2022 Open $100.00
456400 04/05/2022 Open $60,912.10
456401 04/05/2022 Open $375.00
456402 04/05/2022 Open $2,939.72
456403 04/05/2022 Open $30.07
456404 04/05/2022 Open $37.56
456405 04/05/2022 Open $710.34
456406 04/05/2022 Open $100.00
456407 04/05/2022 Open $1,537.14
456408 04/05/2022 Open $3,648.00
456409 04/05/2022 Open $100.00
456410 04/05/2022 Open $11,437.67
456411 04/05/2022 Open $64,476.27
456412 04/05/2022 Open $2,199.00
456413 04/05/2022 Open $100.00
456414 04/05/2022 Open $118.84
456415 04/05/2022 Open $832.50
456416 04/05/2022 Open $6,735.94
456417 04/05/2022 Open $6,783.00
456418 04/05/2022 Open $185.40
456419 04/05/2022 Open $4,301.91
456420 04/05/2022 Open $276.62
456421 04/05/2022 Open $2,896.20
456422 04/05/2022 Open $175.57
456423 04/05/2022 Open $54.07
456424 04/05/2022 Open $574.66
456425 04/05/2022 Open $93.00
456426 04/05/2022 Open $72,243.56
456427 04/05/2022 Open $129,952.34
456428 04/05/2022 Open $6,158.70
456429 04/05/2022 Open $4,182.00
456430 04/05/2022 Open $403.70
456431 04/05/2022 Open $2,433.18
456432 04/05/2022 Open $3,711.00
456433 04/05/2022 Open $1,725.00
456434 04/05/2022 Open $100.00
456435 04/05/2022 Open $71.86
456436 04/05/2022 Open $100.00
456437 04/05/2022 Open David E. Ramos, MD, Inc $7,200.00 Daniel David Green
Dataflow Business Systems Inc
Dave Shaw
Cristina Schlough
CSG Consultants
Dana Cornelison
County of Monterey Information Technology Dept
County Of Santa Clara Office Of The Sheriff Depart
CPS HR Consulting
Comcast (Business)
Community Homeless Solutions
Community Human Services Project
Comcast (Business)
Comcast (Business)
Comcast (Business)
Coast & Valley Properties, Inc
Coast Automotive Warehouse Inc
Comcast
CMP-1 Llc dba The Pointe at Harden Ranch
CMP-1 Llc dba The Pointe at Harden Ranch
Coalition of Homeless Services Providers
Chris Swinscoe
Cintas
ClientFirst Consulting Group, LLC dba ClientFirst
CDW-G
Central Coast Center For Independent
Chris Lane
Canon Solutions America Inc
Carr Avenue Limited Partnership, LP dba Vista De
Cassie McSorley
California Water Service
California Water Service
Candi Swinscoe
California Towing and Transport
California Water Service
California Water Service
BrightView Landscape Services, Inc
Bruce Bush
C2 Builders, Inc
Brent DeBorde
Bridge St Warehouse LLC
Pages: 6 of 11
Number Date Status
Transaction
Amount
General Account - General Account
Check
City of Salinas
Payment Register
From Payment Date: 3/23/2022 - To Payment Date: 4/6/2022 Payee Name
456438 04/05/2022 Open $100.00
456439 04/05/2022 Open $32.00
456440 04/05/2022 Open $119.95
456441 04/05/2022 Open $1,858.34
456442 04/05/2022 Open $4,788.64
456443 04/05/2022 Open $2,584.99
456444 04/05/2022 Open $1,871.68
456445 04/05/2022 Open $158.95
456446 04/05/2022 Open $935.84
456447 04/05/2022 Open $2,493.53
456448 04/05/2022 Open $122.20
456449 04/05/2022 Open $4,296.68
456450 04/05/2022 Open $4,800.00
456451 04/05/2022 Open $100.00
456452 04/05/2022 Open $500.00
456453 04/05/2022 Open $6,286.95
456454 04/05/2022 Open $29.04
456455 04/05/2022 Open $1,366.17
456456 04/05/2022 Open $5,000.00
456457 04/05/2022 Open $715.05
456458 04/05/2022 Open $1,731.02
456459 04/05/2022 Open $285.00
456460 04/05/2022 Open $23,620.73
456461 04/05/2022 Open $100.00
456462 04/05/2022 Open $2,301.71
456463 04/05/2022 Open $100.00
456464 04/05/2022 Open $412.47
456465 04/05/2022 Open $785.00
456466 04/05/2022 Open $752.45
456467 04/05/2022 Open $1,095.92
456468 04/05/2022 Open $5,762.00
456469 04/05/2022 Open $9,366.01
456470 04/05/2022 Open $9,884.95
456471 04/05/2022 Open $370.36
456472 04/05/2022 Open $354.00
456473 04/05/2022 Open $3,886.25
456474 04/05/2022 Open $4,995.00
456475 04/05/2022 Open $372.43
456476 04/05/2022 Open $100.00
456477 04/05/2022 Open $2,370.44
456478 04/05/2022 Open $100.00
456479 04/05/2022 Open Hilda Garcia Petty Cash Custodian $8.95 Heath Johnson
Hector Cortez
Henry Gomez
Harris and Associates
Hawk Analytics, Inc.

HD Supply White Cap Construction Supply
Granite Construction Company
Granite Rock Co
Gustavo Alvarez
Golden State Truck and Trailer Repair
Goldfarb and Lipman
Granicus Inc
Gavilan Printers LLC
Glasswork by Design
Gold Star Motors dba Gold Star Buick GMC
Fresno Oxygen & Welding Suppliers, Inc.

Gabriel Carvey
Gabriel Hernandez
First Alarm Security & Patrol Inc dba An Allied Un
First Trust Alarm Company Inc
Franciscan Workers Of Junipero Serra
Ferguson US Hodings, Inc dba Ferguson Enterprises
Fernando Vega
First Alarm
FAST Services
Fastenal Company
Fed Ex
Environmental Systems, Inc of Northern California
Ernest A. Maggini
Ernesto Sanchez
Elizabeth Roberts
EMC Planning Group Inc
Entenmann Rovin Company
Ed Limbo
Eda Herrera
Edward Lauderdale
DHT Inc dba Midas Auto Service
Disaster Kleenup Specialist, Inc.

East Bay Tire Company
David L Crabill
Department Of Justice
Pages: 7 of 11
Number Date Status
Transaction
Amount
General Account - General Account
Check
City of Salinas
Payment Register
From Payment Date: 3/23/2022 - To Payment Date: 4/6/2022 Payee Name
456480 04/05/2022 Open $127.10
456481 04/05/2022 Open $2,125.00
456482 04/05/2022 Open $3,200.00
456483 04/05/2022 Open $2,722.02
456484 04/05/2022 Open $2,604.62
456485 04/05/2022 Open $7,329.30
456486 04/05/2022 Open $4,973.04
456487 04/05/2022 Open $183.56
456488 04/05/2022 Open $100.00
456489 04/05/2022 Open $100.00
456490 04/05/2022 Open $141.26
456491 04/05/2022 Open $100.00
456492 04/05/2022 Open $2,300.00
456493 04/05/2022 Open $100.00
456494 04/05/2022 Open $1,953.91
456495 04/05/2022 Open $5,500.00
456496 04/05/2022 Open $2,199.00
456497 04/05/2022 Open $2,294.39
456498 04/05/2022 Open $2,370.44
456499 04/05/2022 Open $1,028.33
456500 04/05/2022 Open $4,867.20
456501 04/05/2022 Open $3,207.40
456502 04/05/2022 Open $100.00
456503 04/05/2022 Open $7,500.00
456504 04/05/2022 Open $5,600.00
456505 04/05/2022 Open $15.74
456506 04/05/2022 Open $600.00
456507 04/05/2022 Open $935.84
456508 04/05/2022 Open $4,183.39
456509 04/05/2022 Open $18,681.52
456510 04/05/2022 Open $695.00
456511 04/05/2022 Open $5,115.00
456512 04/05/2022 Open $2,925.00
456513 04/05/2022 Open $100.00
456514 04/05/2022 Open $100.00
456515 04/05/2022 Open $1,639.65
456516 04/05/2022 Open $2,604.62
456517 04/05/2022 Open $2,370.44
456518 04/05/2022 Open $613.79
456519 04/05/2022 Open $493.83
456520 04/05/2022 Open $2,082.50
456521 04/05/2022 Open Michael Elliott $1,871.68
MBS Business Systems
MCSI Water Systems Management
Meyers and Nave
Mary Ellison
Matt N. Pressey
Matthew Maldonado
Mario Mazzuca dba c/o Century 21 A Property Shoppe
Mark Freedman
Martin Persijn
Long Valley Leasing
Lorito Books, Inc
Mangold Property Management, Inc
LiftOff, LLC
Linda Knowles
Long Valley Leasing
Larry Lujan
Laura P Barreto
Life Assist
Kosmont & Associates, Inc. dba Kosmont Companies
Kyle Umidon dba Northern California's Emergency
Lance Miraco
Kelly-Moore Paint Company
Kevin Skinner
Kirtley Overhead Doors
Joseph Albertoni
Kaneko & Krammer Corp dba Koff & Assoc Inc
Keith Emery
Jesse Pinon
Jimmy Vanhove dba Precision K9
Jonathan Barnes
Jacqueline Pacelli
Jeff Gibson
Jesse And Evan Inc dba La Plaza Bakery
Ingram Book Company
Interim Inc
Interstate Battery System Inc
Humberto Rojas
Hydro Turf
Ines Mendoza
Home Depot Credit Services
HROD, Inc
Pages: 8 of 11
Number Date Status
Transaction
Amount
General Account - General Account
Check
City of Salinas
Payment Register
From Payment Date: 3/23/2022 - To Payment Date: 4/6/2022 Payee Name
456522 04/05/2022 Open $100.00
456523 04/05/2022 Open $500.00
456524 04/05/2022 Open $5,485.97
456525 04/05/2022 Open $19,271.85
456526 04/05/2022 Open $436.12
456527 04/05/2022 Open $155.95
456528 04/05/2022 Open $743.26
456529 04/05/2022 Open $520.00
456530 04/05/2022 Open $558.00
456531 04/05/2022 Open $150.00
456532 04/05/2022 Open $4,043.75
456533 04/05/2022 Open $156.81
456534 04/05/2022 Open $1,472.93
456535 04/05/2022 Open $5,400.00
456536 04/05/2022 Open $2,105.56
456537 04/05/2022 Open $18,000.00
456538 04/05/2022 Open $121.21
456539 04/05/2022 Open $17,279.83
456540 04/05/2022 Open $436.11
456541 04/05/2022 Open $392.75
456542 04/05/2022 Open $343.36
456543 04/05/2022 Open $723.96
456544 04/05/2022 Open $583.93
456545 04/05/2022 Open $227.25
456546 04/05/2022 Open $560.77
456547 04/05/2022 Open $1,166.26
456548 04/05/2022 Open $498.47
456549 04/05/2022 Open $130.30
456550 04/05/2022 Open $670.00
456551 04/05/2022 Open $1,306.09
456552 04/05/2022 Open $500.00
456553 04/05/2022 Open $2,199.00
456554 04/05/2022 Open $351.72
456555 04/05/2022 Open $430.00
456556 04/05/2022 Open $27,378.11
456557 04/05/2022 Open $145.00
456558 04/05/2022 Open $162.79
456559 04/05/2022 Open $2,000.00
456560 04/05/2022 Open $612.99
456561 04/05/2022 Open $7,095.00
456562 04/05/2022 Open $92.33
456563 04/05/2022 Open Republic Services of Salinas $845.16 Quality Water Enterprises
Regency Place LLC dba Palm Court Apartments
Republic Services of Salinas
Preferred Alliance Inc.

Professional Police Supply, Inc dba Adamson Police
Public Sector Personnel Consultants
Petsmart
Pinnacle Medical Group Inc dba Pinnacle Healthcare
Place Works Inc
Pacific Truck Parts Inc
Patricia T. Sullivan
Patrick Haney
Pacific Gas and Electric Company
Pacific Gas and Electric Company
Pacific Library Partnership
Pacific Gas and Electric Company
Pacific Gas and Electric Company
Pacific Gas and Electric Company
Pacific Gas and Electric Company
Pacific Gas and Electric Company
Pacific Gas and Electric Company
Pacific Gas and Electric Company
Pacific Gas and Electric Company
Pacific Gas and Electric Company
One Workplace L Ferrari, LLC dba Peninsula Busines
Opendatasoft LLC
Pacific Coast Battery Service Inc
O'Reilly Auto Parts
Office Depot Business Service Division
Olivia Leon Quezada
Natividad Medical Center
New Image Landscape Company
NHA Advisors, LLC
Monterey One Water
Motion Picture Licensing Corporation
National Entertainment Technologies
Midwest Tape, LLC dba Midwest Tape
MNS Engineers, Inc
Monterey County The Herald
Michael Groves
Michael Muscutt
Pages: 9 of 11
Number Date Status
Transaction
Amount
General Account - General Account
Check
City of Salinas
Payment Register
From Payment Date: 3/23/2022 - To Payment Date: 4/6/2022 Payee Name
456564 04/05/2022 Open $313.77
456565 04/05/2022 Open $1,780.58
456566 04/05/2022 Open $100.00
456567 04/05/2022 Open $100.00
456568 04/05/2022 Open $6,703.25
456569 04/05/2022 Open $175.00
456570 04/05/2022 Open $152.62
456571 04/05/2022 Open $125.00
456572 04/05/2022 Open $485.00
456573 04/05/2022 Open $2,494.96
456574 04/05/2022 Open $7,500.00
456575 04/05/2022 Open $139.00
456576 04/05/2022 Open $2,974.38
456577 04/05/2022 Open $20,000.00
456578 04/05/2022 Open $45.00
456579 04/05/2022 Open $1,485.41
456580 04/05/2022 Open $10.94
456581 04/05/2022 Open $100.00
456582 04/05/2022 Open $774.00
456583 04/05/2022 Open $7,200.00
456584 04/05/2022 Open $2,050.00
456585 04/05/2022 Open $1,000.00
456586 04/05/2022 Open $2,000.00
456587 04/05/2022 Open $550.00
456588 04/05/2022 Open $100.00
456589 04/05/2022 Open $100.00
456590 04/05/2022 Open $31,465.41
456591 04/05/2022 Open $373.50
456592 04/05/2022 Open $100.00
456593 04/05/2022 Open $272.10
456594 04/05/2022 Open $65.63
456595 04/05/2022 Open $360.00
456596 04/05/2022 Open $100.00
456597 04/05/2022 Open $935.84
456598 04/05/2022 Open $570.00
456599 04/05/2022 Open $60.00
456600 04/05/2022 Open $330.00
456601 04/05/2022 Open $270.00
456602 04/05/2022 Open $100.00
456603 04/05/2022 Open $100.00
456604 04/05/2022 Open $1,940.37
456605 04/05/2022 Open Thelma Diaz $7,200.00
Ted Koch
Terry Gerhardstein
The Ed Jones Company, Incorporated
T-Mobile USA dba T-Mobile
T-Mobile USA dba T-Mobile
Target Pest Control
Suzanne Cottle-Gavalla
Sylvia Garcia
T-Mobile USA dba T-Mobile
Stommel Inc dba Lehr
Summit Uniform
SurveyMonkey Inc.

Smith and Enright Landscaping
Snap-On Tools Corporation
Stanley Cooper
Shawn Miguel Russell dba Russell Investigations
Sheldon Bryan
Simon Jimenez
Serological Research Institute
Seth Short
Shaw HR Consulting Inc
Scott Tyler
Sentry Alarm System
Sergio Esparza
Same Day Shred
San Jose Motosport, Inc dba San Jose BMW
San Lorenzo Lumber
Salinas Valley Ford Inc
Salinas Valley Solid Waste Authority
Salinas Valley Tourism And Visitors Bureau
Ryan Macoubrie
S & L Investments dba Salinas Valley ProSquad
Salinas Capital Partners, LP
Robert Cox
Robert Half International, Inc dba Accountemps, Of
Ruth Maria Milla-Leon dba Andersen's Lock & Safe
Richard Maldonado
Ricky Williams
Rincon Consultants, Inc.

Republic Services of Salinas
Rexel USA, Inc dba Platt Electric Supply
Pages: 10 of 11
Number Date Status
Transaction
Amount
General Account - General Account
Check
City of Salinas
Payment Register
From Payment Date: 3/23/2022 - To Payment Date: 4/6/2022 Payee Name
456606 04/05/2022 Open $6,468.65
456607 04/05/2022 Open $37.00
456608 04/05/2022 Open $2,115.46
456609 04/05/2022 Open $100.00
456610 04/05/2022 Open $1,195.13
456611 04/05/2022 Open $2,671.16
456612 04/05/2022 Open $72.00
456613 04/05/2022 Open $3,979.00
456614 04/05/2022 Open $23,997.00
456615 04/05/2022 Open $453.14
456616 04/05/2022 Open $95,208.52
456617 04/05/2022 Open $150.00
456618 04/05/2022 Open $5,719.18
456619 04/05/2022 Open $3,500.00
456620 04/05/2022 Open $789.33
456621 04/05/2022 Open $343.71
456622 04/05/2022 Open $91.02
456623 04/05/2022 Open $764.86
456624 04/05/2022 Open $220.13
456625 04/05/2022 Open $911.33
456626 04/05/2022 Open $5,750.00
456627 04/05/2022 Open $100.00
456628 04/05/2022 Open $1,736.75
456629 04/05/2022 Open $1,562.14
456630 04/05/2022 Open $3,252.00
456631 04/05/2022 Open $415.93
456632 04/05/2022 Open $287.89
456633 04/05/2022 Open $50.00
$2,776,533.61
General Account - General Account Totals
Worldpac
Giles Duesdieker
Type Check Totals:

WCDJR LLC dba Watsonville Chrysler Dodge Jeep Ram
Williams Ranch Housing Partners, LP
Witmer Associates Inc
Wald, Ruhnke & Dost Architects, LLP
Wayne Vance
WCAF, LLC dba Watsonville Ford
Verizon Wireless
Vision Service Plan
W W Grainger Inc
Verizon Wireless
Verizon Wireless
Verizon Wireless
USA Towing
Valley Saw Shop
Vega Investments, Inc
U.S. Bank National Association ND
U.S. Bank National Association ND
University Corporation at Monterey Bay
Tri County Concrete and Supply, Inc
Tri County Fire Protection
Tynan Village LP dba Tynan Village Apartments
Timothy James Simpson
Todd Swinscoe
Tomo Books USA
Tiffanys Body Shop
Tim Watson
Pages: 11 of 11
City of Salinas
Legislation Text
200 Lincoln Ave., Salinas,
CA 93901
www.cityofsalinas.org
File #: ID#22-139, Version: 1
Surplus Vehicles and Equipment for Disposal
Approve a Resolution declaring vehicles and equipment surplus and authorizing their disposal.

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CITY OF SALINAS

COUNCIL STAFF REPORT
DATE: APRIL 12, 2022
DEPARTMENT: PUBLIC WORKS, FLEET MAINTENANCE DIVISION
FROM: DAVID JACOBS, PUBLIC WORKS DIRECTOR
BY: RONALD PATTERSON, FLEET MANAGER
TITLE: SURPLUS VEHICLES AND EQUIPMENT FOR DISPOSAL
RECOMMENDED MOTION:

A motion to approve a resolution declaring vehicles and equipment surplus and authorizing their disposal.

RECOMMENDATION:

It is recommended that the City Council approve a resolution declaring items on the attached Surplus Vehicles and Equipment List as surplus and authorizing their disposal through auction companies by the Purchasing Division of the Finance Department.

DISCUSSION:

City Council is authorized pursuant to Salinas Municipal Code Section 12-15 to declare City vehicles and equipment no longer suitable for public use as surplus and to authorize their disposal through contracted auction services. Attached to this report is a list of vehicles and equipment that are recommended for disposal or auction.

All the vehicles and equipment identified have been previously replaced. The assets will be listed and sold on GovDeals.com
Unit TYPE REPLACED Vin/Serial # Make YEAR Model
Surplus
400 Trailer Yes Home made Home made Unk
None Misc Yes Office equipment Various Unk
None Scrubber Yes 392210 Advanced Machine Company Unk 32 XL 97 Utility Body Yes 1FTNF20L4XEE62424 Ford 1999 F-250
Page | 2
CEQA CONSIDERATION:

Not a Project. The City of Salinas has determined that the proposed action is not a project as defined by the California Environmental Quality Act (CEQA) (CEQA Guidelines Section 15378).

DEPARTMENT COORDINATION:

Disposal of surplus property requires staff time from Finance Purchasing Division, Police Department Vehicle Maintenance and Administration Divisions, Fire Department Vehicle Maintenance and Public Works Vehicle Maintenance Division.

Vehicle maintenance personnel must remove City equipment and decals from the vehicles. Public Works Vehicle Maintenance Division makes minor repairs on the vehicles to get them operational for better sale value. Fleet Maintenance coordinates and lists the sale with the auction companies.

STRATEGIC PLAN INITIATIVE:

Disposing of vehicles and equipment not suitable for City use supports City Council goals of “Operational Efficiencies”.

FISCAL AND SUSTAINABILITY IMPACT:

The sales of listed surplus should generate approximately $1,000 to $5,000 in revenue.

ATTACHMENTS:

Council Resolution
Surplus Vehicles and Equipment List
Pictures
RESOLUTION NO. _________(N.C.S.)

A RESOLUTION DECLARING CITY VEHICLES AND EQUIPMENT

SURPLUS AND AUTHORIZING THEIR DISPOSAL
WHEREAS, the City of Salinas needs to dispose of surplus vehicles and equipment no longer suitable for City use; and
WHEREAS, City Council has the authority to declare City property and equipment surplus and to authorize the disposal of such property and equipment pursuant to Section 12-15 of the Salinas Municipal Code; and
WHEREAS, utilizing auction companies is more efficient than the traditional method of annual public auction; and
WHEREAS, Vehicle Maintenance and Purchasing will determine best course of action for disposal through contracted auction companies.

NOW, THEREFORE, BE IT RESOLVED by the Salinas City Council that the items on the Surplus Vehicles and Equipment list attached to this Resolution are hereby declared as surplus and authorized for disposal through auction companies as determined by the Purchasing Officer and Vehicle Maintenance staff.

PASSED AND APPROVED this 12th day of April, 2022 by the following votes:

AYES:

NOES:

ABSENT:

ABSTAIN:

APPROVED:
_________________________
Kimbley Craig, Mayor
ATTEST:
_________________________
Patricia M. Barajas, City Clerk
Unit TYPE REPLACED Vin/Serial # Make YEAR Model
Surplus
400 Trailer Yes Home made Home made Unk
None Misc Yes Office equipment Various Unk
None Scrubber Yes 392210 Advanced Machine Company Unk 32 XL 97 Utility Body Yes 1FTNF20L4XEE62424 Ford 1999 F-250
CDD Surplus Furniture Inventory
Picture dimensions Item Quantity
51” x 24” x 29.5” Wood desk
CDD Lobby
1 23.5” x 16.5” x 30” Compressed wood
2-drawer filing cabinet
2-Floor Storage
1 1 – 8’ x 3’
1 – 6’ x 3’
Folding tables
1-Floor Kitchen Area
2 Black VariDesk
1-Floor Kitchen Area
3 6’ Artificial tree
By Elevator
1 7’ Artificial tree
Conf Room 1
1 22 x 15 x 7 IBM Selectric III
typewriter
Current Planning
1 Blue cloth rolling office
chair with arms
Current Planning
2 Burgundy rolling office
chair with arms
Conference Room 1
1 Olive green pleather
chairs
2-Floor Storage
2 60” x 30” x 29” Table 1

City of Salinas
Legislation Text
200 Lincoln Ave., Salinas,
CA 93901
www.cityofsalinas.org
File #: ID#22-140, Version: 1
Purchase of Fire Vehicles and Associated Emergency Equipment Approve a Resolution authorizing the direct purchase of two Fire Department light to medium duty vehicles from Salinas Valley Ford, associated equipment, outside installation services and signage for a total cost not to exceed $170,000.

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CITY OF SALINAS

COUNCIL STAFF REPORT
DATE: March 22, 2022
DEPARTMENT: FIRE
FROM: MICHELE L. VAUGHN, FIRE CHIEF
TITLE: PURCHASE OF FIRE VEHICLES AND ASSOCIATED

EMERGENCY EQUIPMENT
RECOMMENDED MOTION:

It is recommended that the City Council approve a resolution authorizing the direct purchase of two Fire Department light to medium duty vehicles, associated equipment, outside installation services and signage for a total cost not to exceed $170,000.

RECOMMENDATION:

Staff recommends that City Council approve the direct purchase of two Fire Department ¾ ton trucks from Salinas Valley Ford and associated equipment, outside installation services and signage for a total cost not to exceed $170,000.

EXECUTIVE SUMMARY:

The Fire Department has been working diligently to bring our fleet into a state of good repair and maintain a vehicle replacement program consistent with best practices. We have a need to replace two ¾ ton vehicle trucks to achieve this goal as part of the department’s ongoing vehicle replacement plan.

As part of the Fiscal Year 2021-2022 Capital Improvement Budget, Fire requested, and City Council approved $144,000 for the purchase of two staff officer pickup trucks fully upfitted for emergency responses. The Fire Department currently has money in this CIP carried over from the previous fiscal year. As the cost of vehicles has increased, the Department is requesting the amount authorized for all items to be $170,000.

Though the Fire Department will seek to purchase locally, due to the current supply chain issue, the department may pursue a purchase outside of the City to fulfill the specification requirements and timely delivery of the vehicles.

Page | 2
BACKGROUND:

A current quote from Salinas Valley Ford indicates the price of said vehicles to be approximately $47,590 with the appropriate necessary features. This includes taxes, fees, and dealer charges. As such, the department is asking to increase the original estimate of $40,000 per vehicle approved in the CIP to be $50,000 to cover the pandemic-related price increase of the vehicles, taxes, and fees.

Additionally, the Department is requesting authorization to procure the necessary communications, emergency lighting, and mobile data equipment, installation services and signage in the amount of $70,000 total from Emergency Vehicle Specialists for both vehicles.

Attached is the quote for supplies for one vehicle.

Due to supply chain issues of semiconductors affecting the vehicle industry, vehicle and accessory manufacturers have been unable to meet the needs of clients. Though the Department has reached out to multiple local auto sellers for quotes, only one (Salinas Valley Ford) responded with a viable quote reflecting fleet pricing.

CEQA CONSIDERATION:

Not a Project. The City of Salinas has determined that the proposed action is not a project as defined by the California Environmental Quality Act (CEQA) (CEQA Guidelines Section 15378).

STRATEGIC PLAN INITIATIVE:

This project exemplifies and supports the following City Council goals:
 Effective Sustainable Government
FISCAL AND SUSTAINABILITY IMPACT:

A majority of the funds ($144,000) for this procurement, and related costs, were approved by Council during the Fiscal Year 2021-2022 budget process and are available in CIP 9210.

Additionally, there are enough funds in this CIP carried over from the prior year to cover the additional $26,000 requested, making the total amount approved for this purchase not to exceed $170,000.

ATTACHMENTS:

Resolution
Vehicle Quote
RESOLUTION NO.____________(N.C.S.)

A RESOLUTION AUTHORIZING THE DIRECT PURCHASE OF FIRE VEHICLES

AND ASSOCIATED EQUIPMENT
WHEREAS, the City of Salinas Fire Department needs to replace 2 aging medium duty trucks; and
WHEREAS, the Department has reached out to two local vendors and received one quote from Salinas Valley Ford validating the estimated vehicle cost of $100,000 with tax and fees; and WHEREAS, necessary tools, communications equipment and outside installation services related to outfitting said fire apparatus are needed in the amount of $70,000; and WHEREAS, the City Council can approve this purchase pursuant to Salinas Municipal Code Section 12-27 (exception to low-bid based competition) in contracting for equipment, materials, supplies and services and pursuant to Salinas Municipal Code 12-28 (local purchasing preference); and WHEREAS, the total cost of the vehicles, associated equipment, and services will not exceed $170,000.

NOW, THEREFORE, BE IT RESOLVED THAT THE SALINAS CITY COUNCIL pursuant to Salinas Municipal Code section 12-27, the City Council hereby authorizes the direct purchase of two new ¾ ton medium duty trucks, all necessary tools, communications equipment, signage and outside installation services for a total cost not to exceed $170,000.

PASSED AND APPROVED this 22
nd day of March, 2022 by the following vote:

AYES:

NOES:

ABSENT:

APPROVED:
______________________________
Kimbley Craig, Mayor
ATTEST:
_______________________________
Patricia M. Barajas, City Clerk
Prepared for: Mr. Skylar Thornton, Salinas Fire
65 W Alisal st Ste 210
Salinas, CA 93901
2022 F-250 4x4 SD Crew Cab 6.75' box 160" WB SRW XL (W2B) Price Level: 245
Client Proposal
Prepared by:

STEPHEN ROTHSTEIN
Office: 831-444-4485
Quote ID: 0222229
Date: 02/02/2022
Salinas Valley Ford Trucks | 1100 Auto Center Cir , Salinas, CA, 93907 Office: 831-444-4485 | Fax: 831-758-9053
1 Prepared for: Mr. Skylar Thornton
Salinas Fire
Prepared by: STEPHEN ROTHSTEIN
02/02/2022 Salinas Valley Ford Trucks | 1100 Auto Center Cir Salinas CA | 93907 2022 F-250 4x4 SD Crew Cab 6.75' box 160" WB SRW XL (W2B) Price Level: 245 | Quote ID: 0222229
Table of Contents
Description Page
Cover Page 1
Table of Contents 2
As Configured Vehicle 3
Pricing Summary - Single Vehicle 7
2 Prices and content availability as shown are subject to change and should be treated as estimates only. Actual base vehicle, package and option pricing may vary from this estimate because of special local pricing, availability or pricing adjustments not reflected in the dealer’s computer system. See salesperson for the most current information.

Powertrain
996 Engine: 6.2L 2-Valve SOHC EFI NA
V8 Flex-Fuel
Included
44S Transmission: TorqShift-G 6-Spd
Auto w/SelectShift
Included
X3E Electronic-Locking w/3.73 Axle Ratio $390.00
STDGV GVWR: 10,000 lb Payload Package Included
Wheels & Tires
TCH Tires: LT275/65Rx18E BSW A/S Included
Spare may not be the same as road tire.
648 Wheels: 18" Sparkle Silver Painted
Cast Aluminum
Included
Includes bright hub covers/center ornaments.

Seats & Seat Trim
A HD Vinyl 40/20/40 Split Bench Seat Included
Includes center armrest, cupholder, storage and driver's side manual lumbar.

Other Options
160WB 160" Wheelbase STD
17S STX Appearance Package $1,825.00
Includes STX fender vent badge.
3 Prices and content availability as shown are subject to change and should be treated as estimates only. Actual base vehicle, package and option pricing may vary from this estimate because of special local pricing, availability or pricing adjustments not reflected in the dealer’s computer system. See salesperson for the most current information.

Prepared for: Mr. Skylar Thornton
Salinas Fire
Prepared by: STEPHEN ROTHSTEIN
02/02/2022 Salinas Valley Ford Trucks | 1100 Auto Center Cir Salinas CA | 93907 2022 F-250 4x4 SD Crew Cab 6.75' box 160" WB SRW XL (W2B) Price Level: 245 | Quote ID: 0222229
As Configured Vehicle (cont'd)
Code Description MSRP
Includes:
- Bright Chrome Grille
- Bright Chrome Hub Covers & Center Ornaments
- Chrome Front Bumper
- Chrome Rear Step Bumper
- Steering Wheel-Mounted Cruise Control
- Wheels: 18" Sparkle Silver Painted Cast Aluminum
Includes bright hub covers/center ornaments.
- Tires: LT275/65Rx18E BSW A/S
Spare may not be the same as road tire.
90L Power Equipment Group $1,125.00
Deletes passenger-side lock cylinder. Includes upgraded door trim panel.

Includes:
- Accessory Delay
- Trailer Tow Mirrors w/Power Heated Glass
Includes manual folding, manually telescoping, heated convex spotter mirror and integrated clearance lamps and turn signals.
- Advanced Security Pack
Includes SecuriLock Passive Anti-Theft System (PATS) and inclination/intrusion sensors. - Power Locks
- Power Tailgate Lock
- Power Front & Rear Seat Windows
Includes 1-touch up/down driver/passenger window.
- Remote Keyless Entry
471 Camper Package $160.00
Includes heavy-service front springs (1 up upgrade above the spring computer selected as a consequence of options chosen. Not included if maximum springs have been computer selected as standard equipment), rear auxiliary springs and slide-in camper certification. Note 1: Salesperson's Source Book or Ford RV Trailer Towing Guide should be consulted for specific trailer towing or camper limits and corresponding required equipment, axle ratios and model availability. Note 2:

May result in deterioration of ride quality when vehicle is not equipped with camper.

Includes:
- Rear Stabilizer Bar
41P Transfer Case & Fuel Tank Skid
Plates
$100.00
41H Engine Block Heater $100.00
67E 240 Amp Alternator $85.00
52B Trailer Brake Controller $270.00
Verified to be compatible with select electric over hydraulic brakes. Includes smart trailer tow connector.
873 Rear CHMSL Camera $200.00
Display in center stack screen. Includes LED Center High-Mounted Stop Lamp (CHMSL) with cargo light and rear video camera.

PAINT Monotone Paint Application STD
4 Prices and content availability as shown are subject to change and should be treated as estimates only. Actual base vehicle, package and option pricing may vary from this estimate because of special local pricing, availability or pricing adjustments not reflected in the dealer’s computer system. See salesperson for the most current information.

Prepared for: Mr. Skylar Thornton
Salinas Fire
Prepared by: STEPHEN ROTHSTEIN
02/02/2022 Salinas Valley Ford Trucks | 1100 Auto Center Cir Salinas CA | 93907 2022 F-250 4x4 SD Crew Cab 6.75' box 160" WB SRW XL (W2B) Price Level: 245 | Quote ID: 0222229
As Configured Vehicle (cont'd)
Code Description MSRP
43B Fixed Rear-Window w/Defrost $60.00
924 Privacy Glass $30.00
43C 110V/400W Outlet Included
Requires Extra Extra Heavy-Duty Alternator (67E) when ordered with Upfitter Switches (66S) and Snow Plow Pkg. (473) or Snow Plow/Camper Pkg. (47B).

Includes 1 in-dash mounted outlet.
66S Upfitter Switches (6) $165.00
Requires Extra Extra Heavy-Duty Alternator (67E) when ordered with 110V/400W Outlet (43C) and Snow Plow Pkg. (473) or Snow Plow/Camper Pkg. (47B) and 6.2L Gas engine (996); or Dual Alternators (67A) when ordered with 110V/400W Outlet (43C) and Snow Plow Pkg. (473) or Snow Plow/Camper Pkg. (47B) and Diesel engine (99T); or Dual Extra Heavy-Duty Alternator (67B) when ordered with 110V/400W Outlet (43C) and Snow Plow Pkg. (473) or Snow Plow/Camper Pkg. (47B) and 7.3L Gas engine (99N).

Located in overhead console.
587 Radio: AM/FM Stereo w/MP3 Player Included
Includes 4 speakers.
913 SYNC 3 Communications &
Entertainment System
$450.00
Includes enhanced voice recognition, 8" LCD capacitive touch screen in center stack with swipe capability, pinch-to-zoom capability included with available voice-activated touchscreen navigation system, 4.2" productivity screen in IP cluster, AppLink, 911 Assist, Apple CarPlay and Android Auto capability and 2 smart charging USB-C ports.

Includes:
- 110V/400W Outlet
Includes 1 in-dash mounted outlet.
61L Front Wheel Well Liners (PreInstalled)
$180.00
Fleet Options
WARANT Fleet Customer Powertrain Limited
Warranty
N/C
Requires valid FIN code.

Ford is increasing the 5-year 60,000-mile limited powertrain warranty to 5-years, 100,000 miles.

Only Fleet purchasers with a valid Fleet Identification Number (FIN code) will receive the extended warranty. When the sale is entered into the sales reporting system with a sales type fleet along with a valid FIN code, the warranty extension will automatically be added to the vehicle. The extension will stay with the vehicle even if it is subsequently sold to a non-fleet customer before the expiration.

This extension applies to both gas and diesel powertrains. Dealers can check for the warranty extension on eligible fleet vehicles in OASIS. Please refer to the Warranty and Policy Manual section 3.13.00 Gas Engine Commercial Warranty. This change will also be reflected in the printed Warranty Guided distributed with the purchase of every new vehicle. 5 Prices and content availability as shown are subject to change and should be treated as estimates only. Actual base vehicle, package and option pricing may vary from this estimate because of special local pricing, availability or pricing adjustments not reflected in the dealer’s computer system. See salesperson for the most current information.

Prepared for: Mr. Skylar Thornton
Salinas Fire
Prepared by: STEPHEN ROTHSTEIN
02/02/2022 Salinas Valley Ford Trucks | 1100 Auto Center Cir Salinas CA | 93907 2022 F-250 4x4 SD Crew Cab 6.75' box 160" WB SRW XL (W2B) Price Level: 245 | Quote ID: 0222229
As Configured Vehicle (cont'd)
Code Description MSRP
Emissions
425 50-State Emissions System STD
Interior Color
AS_01 Medium Earth Gray w/HD Vinyl
40/20/40 Split Bench Seat
N/C
Exterior Color
PQ_01 Race Red N/C
SUBTOTAL $48,025.00
Destination Charge $1,695.00
TOTAL $49,720.00
6 Prices and content availability as shown are subject to change and should be treated as estimates only. Actual base vehicle, package and option pricing may vary from this estimate because of special local pricing, availability or pricing adjustments not reflected in the dealer’s computer system. See salesperson for the most current information.

Prepared for: Mr. Skylar Thornton
Salinas Fire
Prepared by: STEPHEN ROTHSTEIN
02/02/2022 Salinas Valley Ford Trucks | 1100 Auto Center Cir Salinas CA | 93907 2022 F-250 4x4 SD Crew Cab 6.75' box 160" WB SRW XL (W2B) Price Level: 245 | Quote ID: 0222229
Pricing Summary - Single Vehicle
MSRP
Vehicle Pricing
Base Vehicle Price $42,885.00
Options $5,140.00
Colors $0.00
Upfitting $0.00
Fleet Discount $0.00
Fuel Charge $0.00
Destination Charge $1,695.00
Subtotal $49,720.00
Pre-Tax Adjustments
Code Description MSRP
0927 Government and SVF Discount -$6,280.00
Subtotal $43,440.00
Sales Taxes
Code Description MSRP
2015 Sales Tax $4,026.06
Subtotal $47,466.06
Post-Tax Adjustments
Code Description MSRP
5454 DOC FEE $85.00
DOC Electronic Filing Fee $30.00
TIRE FEE TIRE FEE $8.75
Subtotal $47,589.81
Total $47,589.81
7 Prices and content availability as shown are subject to change and should be treated as estimates only. Actual base vehicle, package and option pricing may vary from this estimate because of special local pricing, availability or pricing adjustments not reflected in the dealer’s computer system. See salesperson for the most current information.

1.00 54LEG-CORE-EVS Whelen 54" Legacy WecanX DUO/Core Package (Includes: EB2****, 3,886.50 3,886.50 C399, CCTL*, SA315P, SAK**, C399K*)

1.00 Whelen EB2DEDE, 54" Legacy WCX DUO Lightbar, RW

1.00 Whelen C399, WCX CORE Lighting/Siren Controller

1.00 Whelen CCTL7, WCX CORE Control Head

1.00 Whelen C399K5, WCX OBDII Interface Cable for 2021+ Super Duty

1.00 Whelen SA315P, 100w Siren Speaker

1.00 Whelen SAK9, Universal Siren Speaker Bracket for SA315P

1.00 CEXAMP Whelen CenCom Core WeCanX External Amplifier 246.00 246.00

1.00 SA315P Whelen 100 W Siren Speaker 269.25 269.25

1.00 SAK9 Whelen Siren Speaker Bail Bracket Universal 33.75 33.75

1.00 CHWLUNI Whelen WeCanX Howler Siren Amplifier with One Speaker, Includes 495.75 495.75 Universal Mounting Bracket

1.00 HWLRB22 Whelen Howler Mounting Bracket for 2011-2020 Ford F-250/F-350 179.25 179.25

1.00 UHF2150A Whelen Highbeam Flasher 59.25 59.25

4.00 TLI2D Whelen ION DUO T-Series Linear Super-LED, Red/White - Mount in 129.75 519.00 grille

1.00 RIG120313 Rigid Industries E-Series 20" Combo Light Bar - Mount on front 683.10 683.10 bumper

1.00 CEM16 Whelen WeCanX 16 Output Expansion Module - Front 190.50 190.50

4.00 TLI2D Whelen ION DUO T-Series Linear Super-LED, Red/White - Mount 129.75 519.00 over fender wells

2.00 RIG482093 Rigid Industries A-Series Light Pods, High Power, 400 Lumen, Black, 170.99 341.98 Pair - Mount on 4 corners

6.00 TLI2K Whelen ION T-Series DUO Linear Super-LED, Red/Amber - Mount 129.75 778.50 across taillgate

1.00 CEM16 Whelen WeCanX 16 Output Expansion Module - Rear 190.50 190.50

1.00 RIG980033 Rigid Industries SRQ Flush Mount LED Light, Black, Pair - Mount in 310.50 310.50 Freight
Quote Number: 3911
Quote Date: Mar 15, 2022
Sales Rep
Quoted To:

Salinas Fire Dept
65 W Alisal St
Ste 210
Salinas, CA 93901
Good Thru
4/14/22
Customer ID Payment Terms
Page:
00347 Net 30 Days Aaron Kakebeen
1 TOTAL Continued
Sales Tax Continued
Subtotal Continued
300 Park Center Drive, Hollister, CA 95023
Quoted To: Ship To:

Phone: 831-634-1600
Fax: 831-634-1602
Salinas, City of Fire Dept
65 W Alisal St
Ste 210
Salinas, CA 93901
By signing this document I acknowledge that I have carefully examined the details and have found it to conform to my order specifications and accept full ownership of the products and all associated responsibility, I assume responsibility for any required shipping charges, even when omitted from my purchase order. Upon approval, equipment & parts will be invoiced at the time of order payment due within the above terms unless preapproved in wirting. Installation will be billed seperately at completion. 20% restocking fee for cancellation of order or return of parts within 30 days.

Accepted By ___________________________________________Print________________________ Title ____________________________ Date ____________________ UPS Ground
Shipping

QUOTATION
Qty Item Description Unit Price Amount
rear bumper

1.00 CW0100 Code 3 100 Series Strip lighting, 16' self adhesive roll, 12V - Mount in 196.38 196.38 camper shell

2.00 PTL4213 Pro Guard Two 3" Round Red/White LED's - Includes Switch and 170.40 340.80 15ft of cable - Mount over front/rear seats

1.00 CC-WBBP25-FS Troy Wide-Body 25" wide-body console, 8" slope/17" level. Open 688.00 688.00 storage on level area

1.00 AC-F150-15-MNT Troy 2015-19 F-150/201 F250-550 Console Floor Plate; For bucket Seat Trucks or Factory Console Removed

1.00 FP-WCENCOM-JD Troy Cencom 4" Faceplate

2.00 FP-MXTL2500 Troy Motorola 3" XTL2500, APX6500/8500 Face Plate

1.00 FP-AP12-3 Troy 2" Faceplate 3 Outlet

2.00 DUALUSB-4.8 PW 4.8A Dual USB Port 28.99 57.98

1.00 L3-AP1SET Troy CLA Power Port w/cover 12.60 12.60

1.00 AC-INBHG Troy 4" Internal Beverage Holder 46.40 46.40

1.00 AC-TICK-2 Troy 3" Shallow Tray 2" Deep 38.40 38.40

3.00 FP-BLNK1 Troy 1" Blank Faceplate

1.00 FP-BLNK3 Troy 3" Faceplate Blank

1.00 C-ARM-105 Havis Side Mounted Flip Up Armrest 163.81 163.81

3.00 MMSU-1 Magnetic Mic Adapter Kit 35.00 105.00

1.00 TA-2505AP-FSD Hint Twin-Arm Laptop Mount w/ Universal Device Mounting Plate, 673.00 673.00 Ford Super Duty

1.00 Garmin Dash Cam 67W, 1440p and extra-wide 180-degree FOV 259.99 259.99

1.00 316-01 Tuffy Full Width Under Rear Seat Lockbox for Ford F150 Crew Cab 404.10 404.10 2015+

1.00 091-216-20/20 Kussmaul Auto Charge 20/20 w/ Battery Saver, Feed Battery Saver 1,010.90 1,010.90 with Timed Power

1.00 63-11-2106 Kussmaul Super Auto Eject with Deluxe Cover-Bar Graph 475.90 475.90 Freight
Quote Number: 3911
Quote Date: Mar 15, 2022
Sales Rep
Quoted To:

Salinas Fire Dept
65 W Alisal St
Ste 210
Salinas, CA 93901
Good Thru
4/14/22
Customer ID Payment Terms
Page:
00347 Net 30 Days Aaron Kakebeen
2 TOTAL Continued
Sales Tax Continued
Subtotal Continued
300 Park Center Drive, Hollister, CA 95023
Quoted To: Ship To:

Accepted By ___________________________________________Print________________________ Title ____________________________ Date ____________________ UPS Ground
Shipping

QUOTATION
Qty Item Description Unit Price Amount

1.00 CH27-1-20 20' Harness, w/Timer, w/Circuit Breaker 675.00 675.00

1.00 MB-UNI-27 911 Circuits Universal Bracket for CH27, No Tab 32.00 32.00

1.00 V-CG1500XL Truck Vault CargoGlide 1500XL Series Steel;100% Ext; 1500lbs Cap 3,495.00 3,495.00

1.00 LEER 100RCC Camper Shell, Solid Side Doors, Headliner, Color 3,690.00 3,690.00 Matched

1.00 27M-EFB Interstate Deep Cycle Marine Battery, 160 RAC, 90 Ah @ 20Hr 179.95 179.95

1.00 Battery Box 50.00 50.00

1.00 7620-BSS Blue Sea ML-ACR Automatic Battery Separator for Auxiliary Batteries 199.99 199.99 12V/500 Amps

1.00 AMP Research, 76242-01A, Power Running Board Steps, 2022 Ford 1,669.00 1,669.00 F-250

1.00 INSTALL KIT Install Kit 600.00 600.00

1.00 OT Outside Tech - Graphics cut/install 1,200.00 1,200.00

1.00 SL Shop Labor 6,500.00 6,500.00

1.00 IBFC In-Bound Freight Charge 850.00 850.00
2022 Ford F-250XL, Crew Cab, 6.75' Bed
Purchase and install items listed along with customer supplied Motorola Radios (2) and CradlePoint modem/antenna.

Freight
Quote Number: 3911
Quote Date: Mar 15, 2022
Sales Rep
Quoted To:

Salinas Fire Dept
65 W Alisal St
Ste 210
Salinas, CA 93901
Good Thru
4/14/22
Customer ID Payment Terms
Page:
00347 Net 30 Days Aaron Kakebeen
3 TOTAL 34,347.93
Sales Tax 2,030.90
Subtotal 32,317.03
300 Park Center Drive, Hollister, CA 95023
Quoted To: Ship To:

Accepted By ___________________________________________Print________________________ Title ____________________________ Date ____________________ UPS Ground
Shipping
City of Salinas
Legislation Text
200 Lincoln Ave., Salinas,
CA 93901
www.cityofsalinas.org
File #: ID#22-141, Version: 1
Professional Services Agreement with Kimley-Horn and Associates Approve a Resolution approving a Professional Services Agreement between the City of Salinas and KimleyHorn and Associates, and authorizing the use of up to $173,300 from CIP 5800.50.9326 for an Intersection Control Evaluation Step 2 at US 101 Southbound Ramps at Airport Boulevard / Terven Avenue.

City of Salinas Page 1 of 1 Printed on 4/6/2022
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Page | 1

CITY OF SALINAS

COUNCIL STAFF REPORT
DATE: APRIL 12, 2022
DEPARTMENT: PUBLIC WORKS DEPARTMENT
FROM: DAVID JACOBS, PUBLIC WORKS DIRECTOR
BY: ANDREW EASTERLING, TRAFFIC ENGINEER
TITLE: PROFESSIONAL SERVICES AGREEMENT BETWEEN THE CITY

OF SALINAS AND KIMLEY-HORN AND ASSOCIATES
RECOMMENDED MOTION:

A motion to approve Resolution approving a Professional Services Agreement between the City of Salinas and Kimley-Horn and Associates and authorizing the use of up to $173,300 from CIP 5800.50.9326 for an Intersection Control Evaluation Step 2 at US 101 Southbound Ramps at Airport Boulevard / Terven Avenue.

RECOMMENDATION:

It is recommended that the City Council approve a Resolution approving a Professional Services Agreement between the City of Salinas and Kimley-Horn and Associates, and authorizing the use of up to $173,300 from CIP 5800.50.9326 for an Intersection Control Evaluation Step 2 at US 101 Southbound Ramps at Airport Boulevard / Terven Avenue.

EXECUTIVE SUMMARY:

The Salinas Airport Development Lease Project proposes the construction of 65,166 square feet of warehousing, 65,166 square feet of light industrial land uses, and the relocation of the existing City public works building from the northwest corner of John Street & Work Street onto the 100- 500 block of Airport Boulevard. This project was found to have traffic impacts at the intersection of US 101 Southbound Ramps at Terven Avenue/Airport Boulevard. Caltrans requires an Intersection Control Evaluation (ICE) analysis for any proposed intersection capacity expansion projects on their facilities. An ICE analysis is a two-step process, and the step one analysis has been prepared for and accepted by Caltrans staff. The City entered into an on call professional service agreement with Kimley Horn and Associates (KHA) and KHA prepared the Step 1 analysis, therefor staff is recommending that City Council approve a professional service agreement with KHA to complete the ICE Step 2 at US 101 Southbound Ramps at Airport Boulevard / Terven Avenue.

Page | 2
BACKGROUND:

On November 14, 2019, the Traffic and Transportation Commission was requested to consider recommending the approval of a Salinas Airport Development Lease Project Initial StudyMitigated Negative Declaration, based on the Traffic Impact Analysis(Attachment 1).

Furthermore, at its May 12, 2020 meeting, City Council approved a Resolution (No. 21845) certifying the Mitigated Negative Declaration(MND) and Mitigation Monitoring and Reporting Program for a Ground Lease on the 13.25-acre parcel of land located at 1341 Mercer Way. The findings in the MND identified impacts to the intersection of US 101 Southbound Ramps at Terven Avenue/Airport Boulevard. During the public review of the MND Caltrans, the agency which owns and operates this intersection submitted a letter, dated November 19, 2019 requiring an intersection control evaluation at the intersection of the intersection of US 101 Southbound Ramps at Terven Avenue/Airport Boulevard to determine the cost-effectiveness of signal modifications compared to a roundabout. Caltrans requires the ICE process for any proposed intersection capacity expansion projects as governed by Traffic Operations Policy Directive 13-02 (attachment 2). The City modified the MND to reflect this change and planned to prepare an ICE analysis at the intersection of US 101 Southbound Ramps at Terven Avenue/Airport Boulevard.

Caltrans established a two-step process to support “timely and efficient” selection of intersection traffic control strategies and access configurations for intersections. The objective of the Step One evaluation is to identify access solution concepts meriting further consideration. This approach focuses the expenditure of engineering resources on access strategies and configurations that should meet the transportation purpose and need consistent with system performance goals, the project context, and financial constraints. This typically requires a planning-level capacity analysis to identify the preliminary size or footprint of the intersection. The footprint is usually based on the number and length of the approach lanes for a specific control strategy during the project design period or service life.

An ICE Step One analysis has been prepared and accepted by Caltrans staff for the intersection of US 101 Southbound Ramps at Terven Avenue/Airport Boulevard. The ICE analysis process compares five performance metrics evaluated over a 20-year projection at the study intersection to calculate the Benefit Cost (B/C) Ratio which measures the expected return on investment for each proposed intersection control. The performance measures used to calculate the benefits of the proposed improvement compared to the existing condition, or no project alternative are:
 Safety Benefit (of the proposed intersection control type)  Delay Reduction Benefit (of the proposed intersection control type)  Emission Reduction Benefit (of the proposed intersection control type)  Operations and Maintenance Cost (added costs of the proposed intersection control type) Page | 3
 Initial Capital Cost (added costs of the proposed intersection control type) The analysis estimates the benefit and cost performance measures for different project alternatives, when forecast traffic volumes are considered for a minimum 20-year service life. However, the traffic analysis estimates that the 2035 scenario will be the critical design year, and future redistribution of traffic volumes will decrease the overall traffic at this intersection when other planned infrastructure projects are constructed. The roundabout will perform at LOS A and C at service year (2035) conditions with a maximum 95th percentile queue length of 175 feet on the Terven Ave approach in the PM peak hour and 325 feet on the US 101 SB off-ramp in the AM peak hour. The roundabout operates at LOS A and B in the 2045 peak periods. The B/C ratios for the roundabout concept is 2.91, when compared to the existing signal. Since the B/C ratio is greater than 1.0, the roundabout is more cost-effective when compared to the existing signal. The analysis concludes that a roundabout-controlled intersection is the preferred alternative at the intersection of US 101 SB ramps at Terven Avenue/Airport Boulevard.

Since the Step One analysis is complete and accepted by Caltrans, the next step is a Step Two analysis. The objective of a Step Two analysis is an engineering estimate and comparison of the system performance impacts, benefits, and costs expected over the design or service life of each control strategy and the “No Build” scenario. Traffic analysis will produce performance impacts and benefits estimates related to traffic operations (control delay) and traffic safety (collision frequency and severity). Step Two evaluation activities include, but are not limited to:
 Intersection traffic control warrant studies.
 Project alternative capacity, operational and safety analysis.  Design performance checks focused on accommodating the design vehicle, pedestrians and bicyclists.
 Economic analysis based on project cost estimates, including life-cycle cost considerations.
 Consultations with and recommended by the District ICE Coordinator, functional unit personnel, and ICE Technical Assistance Program personnel.

The City entered into an on call professional service agreement with Kimley Horn and Associates (KHA) and KHA prepared the Step 1 analysis, therefor staff is recommending that City Council approve a professional service agreement with KHA to complete the ICE Step 2 at US 101 Southbound Ramps at Airport Boulevard / Terven Avenue. Public works staff will continue working with Caltrans towards the development and acceptance of the ICE Step Two. The Step Two analysis will make the final selection of the most appropriate intersection control at US 101 Southbound Ramps at Terven Avenue/Airport Boulevard. Following the acceptance of the ICE Step Two, the City would be responsible for implementing the project through a Caltrans’ encroachment permit or a Design Engineering Evaluation Report (DEER) process.

Page | 4
CEQA CONSIDERATION:

The approval of a professional service agreement is not a project. An environmental document will need to be required by CEQA and/or NEPA pending the results of the Step Two analysis.

Furthermore, the installation of a traffic signal modifications or a roundabout at the intersection of US 101 Southbound Ramps at Terven Avenue/Airport Boulevard is a mitigation measure as identified in the1341 Mercer Way MND.

STRATEGIC PLAN INITIATIVE:

This action supports the Council’s initiative of “Investment Strategies/Risk Management” and “Public Safety”.

FISCAL AND SUSTAINABILITY IMPACT:

On March 8, 2022, City Council approved the Fiscal Year 2022 Mid-Year Budget, which appropriated $300,000 into a new CIP 5800.50.9326. Funds are appropriated and available in the above expenditure accounts.

Additionally, the outcome of the ICE Step 2 analysis may have an impact on the City’s Traffic Fee Ordinance Program. The City collects impact fees from development projects to finance planned capacity improvements to support development. The City’s Transportation Improvement Program (2010) estimates that a new interchange at Airport Boulevard would cost $74.8 million. The planned improvements for a new interchange are financially constrained and unlikely to be fully funded in the foreseeable future. However, the roundabout option may provide sufficient capacity for the cumulative condition without requiring a new overcrossing and substantial right of way acquisition. If the roundabout option is found to satisfy the cumulative condition, the Transportation Improvement Program cost estimate can be reduced, and consequently this could reduce traffic impact fees, when the Traffic Fee Ordinance is updated next.

ATTACHMENTS:

Resolution
Attachment 1: Professional Service Agreement
Attachment 2: Salinas Airport Development Lease Project Traffic Impact Analysis Attachment 3: Traffic Operations Policy Directive 13-02 Attachment 4: ICE US 101 Southbound Ramps at Terven Avenue/Airport Boulevard 1 RESOLUTION NO. (N.C.S.)

A RESOLUTION OF THE SALINAS CITY COUNCIL APPROVING A

PROFESSIONAL SERVICES AGREEMENT BETWEEN THE CITY OF SALINAS AND

KIMLEY-HORN AND ASSOCIATES, AND AUTHORIZING THE USE OF UP TO $173,300 FROM CIP 5800.50.9326 FOR AN INTERSECTION CONTROL EVALUATION STEP 2 AT US 101 SOUTHBOUND RAMPS AT AIRPORT BOULEVARD / TERVEN AVENUE.

WHEREAS, the planned Salinas Airport Development Lease Project was found to have traffic impacts at the intersection of US 101 Southbound Ramps at Terven Avenue/Airport Boulevard; and
WHEREAS, Caltrans requires an ICE analysis for any proposed intersection capacity expansion projects on their facilities; and
WHEREAS, an ICE analysis is a two-step process, and the step one analysis has been prepared for and accepted by Caltrans staff; and
WHEREAS, the City entered into an on call professional service agreement with Kimley Horn and Associates (KHA) and KHA prepared the Step 1 analysis, therefor staff is recommending that City Council approve a professional service agreement with KHA to complete the ICE Step 2 at US 101 Southbound Ramps at Airport Boulevard / Terven Avenue; and WHEREAS, the approval of a professional service agreement is not considered a project per the California Environmental Quality Act (CEQA) Guidelines.

NOW THEREFORE, BE IT RESOLVED THAT THE COUNCIL OF THE CITY OF SALINAS approves the Professional Services Agreement between the City of Salinas and Kimley-Horn and Associates and authorizes the City Manager to enter into such agreement; and BE IT FURTHER RESOLVED that the City Council authorizes the use of up to $173,300 from CIP 5800.50.9326 for an Intersection Control Evaluation Step 2 at US 101 Southbound Ramps at Airport Boulevard / Terven Avenue; and BE IT FURTHER RESOLVED that City staff is hereby authorized and directed to proceed with implementation to fully effectuate the intent of this Resolution.

PASSED AND APPROVED this 12th day of April 2022, by the following vote:

AYES:

NOES:

ABSENT:
2 ABSTAIN:

APPROVED:
________________________
Kimbley Craig, Mayor
ATTEST:
_________________________
Patricia M. Barajas, City Clerk

September 2019
095936010
Copyright © Kimley-Horn and Associates, Inc.

TRANSPORTATION IMPACT ANALYSIS - DRAFT

AIRPORT INDUSTRIAL PARK

SALINAS, CALIFORNIA

Prepared for:

City of Salinas
200 Lincoln Avenue
Salinas, California 93901
Prepared by:

TRANSPORTATION IMPACT ANALYSIS - DRAFT
FOR

AIRPORT INDUSTRIAL PARK
Prepared for:

City of Salinas
200 Lincoln Avenue
Salinas, California 93901
Prepared by:

Kimley-Horn and Associates, Inc.
100 West San Fernando Street, Suite 250
San Jose, California 95113
669-800-1979
This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by KimleyHorn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.  September 2019
095936010
095936010 Transportation Impact Analysis
Airport Industrial Park September 2019
Page i
Contents
EXECUTIVE SUMMARY ............................................................................................................. IV Study Intersections ............................................................................................................... iv Trip Generation Estimates .................................................................................................... iv Impacts and Mitigation Measures .......................................................................................... v Freeway Segment Level of Service ..................................................................................... viii Site Circulation and Access ................................................................................................. viii Traffic Impact Fees ............................................................................................................... ix

1. INTRODUCTION ....................................................................................................................... 1 Analysis Methodology ............................................................................................................ 1 Study Intersections and Freeway Segments ......................................................................... 5 Traffic Impact Fees ................................................................................................................ 5 Report Organization ............................................................................................................... 6

2. EXISTING CONDITIONS .......................................................................................................... 8 Existing Roadway Network .................................................................................................... 8 Existing Peak-Hour Turning Movement Volumes .................................................................. 9 Existing Study Freeway Segment Volumes ........................................................................... 9 Existing Conditions Field Review ......................................................................................... 10 Existing Transit Facilities ..................................................................................................... 13 Existing Pedestrian and Bicycle Facilities ............................................................................ 13 Existing Level of Service ...................................................................................................... 14

3. PROPOSED PROJECT .......................................................................................................... 16 Trip Generation Estimates ................................................................................................... 16 Distribution and Assignment ................................................................................................ 19

4. EXISTING PLUS PROJECT CONDITIONS ............................................................................ 23

5. BACKGROUND CONDITIONS .............................................................................................. 28 Proposed Transportation Improvements .............................................................................. 28 Traffic Volume Development ................................................................................................ 28 Background Conditions Level of Service ............................................................................. 28 Background Plus Project Level of Service ........................................................................... 33

6. CUMULATIVE CONDITIONS ................................................................................................. 39 Cumulative Transportation Network Improvements ............................................................. 39 Cumulative Volumes ............................................................................................................ 39 Cumulative Level of Service ................................................................................................ 39 Cumulative Plus Project Intersection and Freeway Level of Service ................................... 44

7. SITE CIRCULATION AND ACCESS ...................................................................................... 49 095936010 Transportation Impact Analysis
Airport Industrial Park September 2019
Page ii
Access Management ........................................................................................................... 49 Pedestrian Access ............................................................................................................... 49 Bicycle Access ..................................................................................................................... 49 Transit Access ..................................................................................................................... 49 Summary of Potential Impacts ............................................................................................. 50

8. TRAFFIC IMPACT FEES ........................................................................................................ 51 APPENDIX .................................................................................................................................. 52 Figures
Figure 1 – Project Location Map ................................................................................................... 2 Figure 2 – Study Intersection Map ................................................................................................ 7 Figure 3 – Existing Conditions Lane Geometry and Traffic Control ............................................ 11 Figure 4 – Existing Conditions Traffic Turning Movement Volumes ........................................... 12 Figure 5 – Trip Distribution Map .................................................................................................. 21 Figure 6 – Project Trip Assignment ............................................................................................. 22 Figure 7 – Existing Plus Project Conditions Traffic Turning Movement Volumes ....................... 25 Figure 8 – Background Conditions Lane Geometry and Traffic Control ..................................... 31 Figure 9 – Background Conditions Traffic Turning Movement Volumes ..................................... 32 Figure 10 – Background Plus Project Conditions Traffic Turning Movement Volumes ............... 36 Figure 11 – Cumulative Conditions Lane Geometry and Traffic Control .................................... 41 Figure 12 – Cumulative Conditions Traffic Turning Movement Volumes .................................... 42 Figure 13 – Cumulative Plus Project Conditions Traffic Turning Movement Volumes ................ 46 Tables
Table 1 – Intersection Level of Service Definitions ....................................................................... 3 Table 2 – Roundabout Level of Service Criteria ........................................................................... 4 Table 3 – Study Intersections ....................................................................................................... 5 Table 4 – Study Freeway Segments ............................................................................................. 5 Table 5 – Existing Conditions Intersection Level of Service ....................................................... 15 Table 6 – Existing Conditions Freeway Segment Level of Service ............................................. 15 Table 7 – Project Trip Generation ............................................................................................... 18 Table 8 – Existing Plus Project Conditions Intersection Level of Service ................................... 26 095936010 Transportation Impact Analysis
Airport Industrial Park September 2019
Page iii
Table 9 – Existing Plus Project Conditions Freeway Segment Level of Service ........................ 26 Table 10 – Existing Plus Project Conditions Intersection Level of Service Mitigated.................. 27 Table 11 – Background Conditions Intersection Level of Service ............................................... 30 Table 12 – Background Conditions Freeway Segment Level of Service .................................... 30 Table 13 – Background Plus Project Conditions Intersection Level of Service........................... 37 Table 14 – Background Plus Project Conditions Freeway Segment Level of Service ................ 37 Table 15 – Background Plus Project Conditions Intersection Level of Service Mitigated ........... 38 Table 16 – Cumulative Conditions Intersection Level of Service ................................................ 43 Table 17 – Cumulative Conditions Freeway Segment Level of Service ..................................... 43 Table 18 – Cumulative Plus Project Conditions Intersection Level of Service ............................ 47 Table 19 – Cumulative Plus Project Conditions Freeway Segment Level of Service ................. 47 Table 20 – Cumulative Plus Project Conditions Intersection Level of Service Mitigated ............ 48 Table 21 – Salinas Transportation Impact Fee ........................................................................... 51 Table 22 – TAMC Regional Development Impact Fee ............................................................... 51

095936010 Transportation Impact Analysis
Airport Industrial Park September 2019
Page iv

EXECUTIVE SUMMARY
This Transportation Impact Analysis (TIA) presents the findings of a transportation evaluation that was conducted to analyze the development of an industrial park project at the Salinas Municipal Airport and potential effects it could have on the local transportation network. The project includes the relocation of an existing city public works building from the northwest corner of John Street & Work Street onto the project site, as well as the proposed construction of 65,166 square feet of warehousing and 65,166 square feet of light industrial land uses.

The TIA was conducted for the following analysis scenarios:
 Scenario 1: Existing Conditions
 Scenario 2: Existing Plus Project Conditions
 Scenario 3: Background Conditions
 Scenario 4: Background Project Conditions
 Scenario 5: Cumulative Conditions
 Scenario 6: Cumulative Plus Project Conditions
This study complies with traffic impact study guidelines and criteria set forth by the City of Salinas and study intersections were selected based on discussion with City of Salinas staff.

Study Intersections
The study intersections identified below were selected based on the proposed trip generation, estimated trip distribution, and guidance from City of Salinas Public Works staff. The Project trip distribution was developed based on traffic patterns in the study area and knowledge of the study area.
# Intersection Maintaining Agency
1 NB US 101 Ramps & Roy Diaz Street Caltrans
2 Terven Avenue & Airport Boulevard Caltrans
3 Roy Diaz Street & Airport Boulevard City of Salinas
4 Skyway Boulevard & Airport Boulevard City of Salinas
5 East Alisal Street & Skyway Boulevard City of Salinas Trip Generation Estimates
The Project proposes to construct approximately 65,166 square feet of warehousing and 65,166 of light industrial land uses, in addition to relocating the public works site from its existing location at the northeast corner of the intersection of Work Street & John Street in the City of Salinas.

Based on the Project description, Public Works Yard driveway counts, and ITE data and methodologies, the net new Project trip generation would be 1,214 daily trips, 153 AM peak hour trips (114 IN / 39 OUT) and 94 PM peak hour trips (20 IN / 74 OUT). 095936010 Transportation Impact Analysis
Airport Industrial Park September 2019
Page v
Impacts and Mitigation Measures
Construction of the Project would result in level of service impacts at the study intersections primarily where intersections are already failing in base (without project) conditions.

The following recommendations are provided to mitigate any potential project impacts on intersections that are operating below city/state LOS standards for each of the following scenarios:

Existing Plus Project Conditions
HCM analysis results show that most of the study intersections will operate at acceptable LOS during the AM and PM peak hours under Existing Plus Project conditions when measured against the maintaining agency’s LOS standard, with the following exceptions:
 The intersection of Airport Boulevard / Terven Avenue & US 101 Southbound On/Off Ramps would operate at LOS E during the AM peak hour and LOS D during the PM peak hour.

Airport Boulevard / Terven Avenue & US 101 Southbound On/Off Ramps Mitigation: The City of Salinas 2010 Traffic Improvement Program (TIP) and Traffic Fee Ordinance (TFO) identifies the Airport Boulevard Interchange Project (#38) for future improvements. This mitigation would improve the operation of the intersection to acceptable LOS under Existing and Existing Plus Project conditions. Because this project is included in the City’s TFO, payment of traffic impact fees will mitigate the project impact at this intersection. The improvement has, however, substantial financial implications and the burden such that no single project can implement the improvement. Subsequently the City of Salinas will work with Caltrans District 5 staff to identify the improvements needed, including both long term and encroachment permit only improvements (shorter term), that would improve operations at the interchange to acceptable conditions. The City would allocate TIF fees towards the interchange improvement and focus on implementation of a suitable mitigation measure at the US 101 southbound ramps. The recently approved Travel Center study has also identified the impact and the applicant will also contribute towards the improvement through payment of the City TIF.

The following short term (encroachment permit) projects have been identified at the intersection of Airport Boulevard/Terven Avenue & US 101 Southbound On/Off Ramps:
 Eliminate the Airport Boulevard slip ramp onto the Airport Boulevard overpass and convert the intersection into a typical intersection with dual right turn lanes on the eastbound Airport Boulevard approach.
 Restripe US 101 southbound off ramp approach from the main line to include a shared through and right turn lane, and dual left turn lanes.
 Widen the Airport Boulevard overpass approach to include a left turn pocket, a shared through, a right turn lane and two receiving lanes.
 Restripe the Terven Avenue approach to include one left-turn pocket and one shared thruright lane.  Eliminate split signal phasing
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It is anticipated that the following mitigations will result in the intersection operating at LOS D during the AM peak hour and LOS C during the PM peak hour under existing plus project conditions. While the AM peak hour is still anticipated to operate below Caltrans LOS standards under these short-term mitigations, the overall control delay with these mitigations is reduced compared to Existing Conditions control delay eliminating any significant impacts from the Project.

Background Plus Project Conditions
Many study intersections are anticipated to operate at unacceptable LOS as follows:
 The intersection of Roy Diaz Street & US 101 Northbound Ramps is anticipated to operate at LOS F on the eastbound approach during PM peak hours.  The intersection of Airport Boulevard / Terven Avenue & US 101 Southbound On/Off Ramps is anticipated to operate at LOS F during the AM peak hour and LOS E during the PM peak hour.
 The intersection of Airport Boulevard & Skyway Boulevard is anticipated to operate at unacceptable LOS E during the PM peak hour under Background Plus Project conditions.

Roy Diaz Street & US 101 Northbound Ramps Mitigation: The Salinas Travel Center TIA (2017) recommends this intersection be signalized as a mitigation to its project traffic to be paid for by the Travel Center project. It is anticipated that with a signal, this intersection would operate at acceptable LOS C during PM peak hour under background plus project conditions eliminating any significant project impacts.

Subsequently the City of Salinas will work with CaltransD5 staff to identify the improvements needed, including both long term and encroachment permit only improvements (shorter term), that would improve operations at the interchange to acceptable conditions. The City would allocate TIF fees towards the interchange improvement and focus on implementation of a suitable mitigation measure at the southbound ramps. The recently approved Travel Center study has also identified the impact and the applicant will also contribute towards the improvement through payment of the City TIF.

The following short term (encroachment permit) projects have been identified at the Airport Boulevard/Terven Avenue & Us 101 Southbound On/Off Ramps:
 Eliminate the Airport Boulevard slip ramp onto the Airport Boulevard overpass and convert the intersection into a typical intersection with dual right turn lanes on the eastbound Airport Boulevard approach.
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 Restripe US 101 southbound off ramp approach from the main line to include a shared through and right turn lane, and dual left turn lanes.
 Widen the Airport Boulevard overpass approach to include a left turn pocket, a shared through, a right turn lane and two receiving lanes.
 Restripe the Terven Avenue approach to include one left-turn pocket and one shared thruright lane.  Eliminate split signal phasing
It is anticipated that this mitigation will result in improved intersection operations at LOS E and LOS D during the AM and PM peak hours under Background Plus Project conditions. While the AM and PM peak hours are still anticipated to operate below Caltrans LOS standards under these short-term mitigations, the overall control delay with these mitigations is reduced compared to Background Conditions control delay eliminating any significant impacts from the Project.

Airport Boulevard & Skyway Boulevard Mitigation: The Airport Boulevard & Skyway Boulevard intersection is anticipated to operate at an unacceptable LOS E during the PM peak hour under Background Plus Project conditions. The addition of Project traffic causes the unsignalized intersection to operate below the City's LOS standard until a signal is installed. A signal will be installed at this intersection as part of the Travel Center's mitigations prior to completion of the Travel Center. As an alternative a roundabout could also be installed at this intersection to mitigate project impacts.

Cumulative Plus Project Conditions
The planned US 101 / Harris Road interchange, which is assumed to be built by the year 2035 is anticipated to alter traffic patterns by shifting some traffic from Airport Boulevard and Sanborn Road interchanges as well as the Blanco Road / Sanborn Road corridor to the new interchange. This improvement is expected to reduce traffic volumes along Airport Boulevard by approximately 25% compared to no interchange conditions. As a result of this assumption all intersections are anticipated to operate at acceptable LOS under Cumulative Plus Project conditions except for:
 The intersection of Roy Diaz Street & US 101 Northbound Ramps is anticipated to operate at LOS D on the eastbound approach during PM peak hours.  The intersection of Airport Boulevard / Terven Avenue & US 101 Southbound On/Off Ramps is anticipated to operate at LOS F during the AM peak hour and LOS D during the PM peak hour.

Roy Diaz Street & US 101 Northbound Ramps Mitigation: The Salinas Travel Center TIA (2017) recommends this intersection be signalized as a mitigation to its project traffic to be paid for by the Travel Center project. It is anticipated that with a signal, this intersection would operate at acceptable LOS B during AM peak hour under Cumulative plus project conditions eliminating any significant project impacts.

Airport Boulevard / Terven Avenue & US 101 Southbound On/Off Ramps Mitigation: The new Airport Boulevard Interchange project should be constructed. The City of Salinas 2010 Traffic Improvement Program (TIP) and Traffic Fee Ordinance (TFO) identifies the Airport Boulevard. 095936010 Transportation Impact Analysis
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Interchange Project (#38) for future improvements. This mitigation would improve the operation of the intersection to acceptable LOS under cumulative plus project conditions. Because this project is included in the city’s TFO, payment of traffic impact fees will mitigate the project impact at this intersection. The improvement has however substantial financial implications and the burden such that no single project can implement the improvement. The recently approved Travel Center study has also identified the impact and the applicant will also contribute towards the improvement through payment of the City TIF.

It is anticipated that after the completion of the Airport Boulevard Interchange Project the study intersection will operate at LOS C during the AM and PM peak hours under Cumulative Plus Project conditions.

Freeway Segment Level of Service
The Project was evaluated to determine if it would adversely affect freeway mainline operations as a result of project trips added to US 101 within the city of Salinas. The following freeway segments were identified to be analyzed:

Freeway Segment (From – To) Maintaining
Agency
LOS
Standard
Fairview Ave – Airport Blvd Caltrans C/D
Airport Blvd – Roy Diaz St Caltrans C/D
The project will have no impacts on the study freeway segments under Existing or Background Plus Project conditions. Freeway segment conditions were evaluated based on cumulative condition freeway geometry, speed, and traffic volumes. Based on HCM analysis results, all study freeway segments are anticipated to operate at an acceptable LOS under Cumulative conditions except for Northbound US 101 between Fairview Avenue and Airport Boulevard which is anticipated to operate at LOS D during the PM peak hour.

Mitigation: The City of Salinas TFO identifies a US 101 widening project along Northbound US 101 between Fairview Avenue and Airport Boulevard which would increase service to 3 lanes.

This lane would improve the segment LOS to acceptable standards and result in no significant project impacts. As this project is included in the City of Salinas TFO and the TAMC regional TIF program, payment of traffic impact fees is an appropriate mitigation for the proposed project as the City of Salinas continues to work with Caltrans in implementing this improvement.

Site Circulation and Access
The Project was evaluated to determine if it would adversely affect adopted policies, plans, or programs supporting access management, site circulation and alternative transportation (e.g., bus turnouts, bicycle racks) or generate pedestrian, bicycle, or transit travel demand that would not be accommodated by transit, bicycle, or pedestrian facilities and plans.

The Project proposes to construct pedestrian facility improvements, in compliance with adopted City standards, that would improve pedestrian mobility within the City. Although the City of Salinas 095936010 Transportation Impact Analysis
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has no threshold of significance pedestrian, bicycle, and transit mobility, the project plans to improve these facilities to have a positive impact on these modes. In addition, it is recommended in accordance with good site circulation and access management practice that the proposed project remove any planed driveways on Airport Boulevard and instead use Skyway Boulevard and Mercer Way to provide access to the Project.

Traffic Impact Fees
The City of Salinas does have a TIF program for Projects to pay into, therefore, the proposed Project is responsible for TIF payments as outlined in the City of Salinas TFO. Developments must pay the current rate of $390 per daily trip as outlined in the annually adjusted traffic fee schedule. The total fee for the proposed project generating 1,214 daily trips is $473,460.

The Transportation Agency for Monterey County (TAMC) also has a TIF program for Projects to pay into, therefore, the proposed Project is responsible for TIF payments as outlined in the Regional Development Impact Fee Program Nexus Study Update (2018). Salinas developments must pay the rate of $346 per daily trip. The total fee for the proposed project generating 1,214 daily trips is $420,044.

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1. INTRODUCTION
This Transportation Impact Analysis (TIA) presents the findings of a transportation evaluation that was conducted to analyze the development of an industrial park project at the Salinas Municipal Airport and potential effects it could have on the local transportation network. The project includes the relocation of an existing city public works building from the northwest corner of John Street & Work Street onto the project site, as well as the proposed construction of 65,166 square feet of warehousing and 65,166 square feet of light industrial land uses.

This study complies with traffic impact study guidelines and criteria set forth by the City of Salinas and study intersections were selected based on discussion with City of Salinas staff.

Figure 1 shows the proposed project site location.

Analysis Methodology
Development Conditions
This transportation impact analysis is based on the following development conditions:

Scenario 1: Existing Conditions
This scenario represents current traffic count data that was collected on Thursday, August 1, 2019 and existing roadway geometry and traffic control.

Scenario 2: Existing Plus Project Conditions
This scenario represents existing traffic conditions with the addition of the proposed Project.

Scenario 3: Background Conditions
This scenario represents existing conditions lane geometries and traffic control plus background development estimated for approved and pending projects that are anticipated to occur by the time the Project is constructed. The volume forecasts are based on a list of pending and approved development projects provided by City of Salinas staff.

Scenario 4: Background Plus Project Conditions
This scenario represents background traffic conditions with the addition of the proposed Project.

Scenario 5: Cumulative Conditions
This scenario is based on the cumulative roadway network and traffic conditions that would occur with the buildout of the City of Salinas General Plan by the year 2040.

Scenario 6: Cumulative Plus Project Conditions
This scenario represents cumulative year traffic conditions with the addition of the proposed Project.

Figure 1 Project Location Map Google Earth
LEGEND
Project Site
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Operating Conditions and Criteria for Intersections
Analysis of potential impacts at roadway intersections is based on the concept of Level of Service (LOS). The LOS of an intersection is a qualitative measure used to describe operational conditions. LOS ranges from A (best), which represents minimal delay, to F (worst), which represents heavy delay and a facility that is operating at or near its functional capacity. Levels of Service for this study were determined using methods defined in the Highway Capacity Manual (HCM) 6th Edition and Synchro 10, HCS 7 and Sidra Intersection 8 traffic analyses software.

HCM methodologies include procedures for analyzing side-street stop-controlled (SSSC), all-way stop-controlled (AWSC), and signalized intersections. The SSSC procedure defines LOS as a function of average control delay for each minor street approach movement. Conversely, the AWSC and signalized intersection procedures define LOS as a function of average control delay for the overall intersection. Table 1 relates the operational characteristics associated with each LOS category for signalized and unsignalized intersections.

Table 1 – Intersection Level of Service Definitions
Level of
Service Description
Signalized
(Avg. control
delay per vehicle
sec/veh.)
Unsignalized
(Avg. control delay
per vehicle
sec/veh.)
A Free flow with no delays. Users are virtually
unaffected by others in the traffic stream Less than 10 less than 10 B Stable traffic. Traffic flows smoothly with few delays. less than or equal to 10 to 20
less than or equal to
10 to 15
C Stable flow but the operation of individual users
becomes affected by other vehicles. Modest delays.
less than or equal
to 20 to 35
less than or equal to
15 to 25
D
Approaching unstable flow. Operation of individual
users becomes significantly affected by other
vehicles. Delays may be more than one cycle during
peak hours.
less than or equal
to 35 to 55
less than or equal to
25 to 35
E Unstable flow with operating conditions at or near the capacity level. Long delays and vehicle queuing.
less than or equal
to 55 to 80
less than or equal to
35 to 50
F
Forced or breakdown flow that causes reduced
capacity. Stop and go traffic conditions. Excessive
long delays and vehicle queuing.
greater than or
equal to 80
greater than or equal
to 50
Sources: Transportation Research Board, Highway Capacity Manual 6th Edition, National Research Council. 095936010 Transportation Impact Analysis
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Operating Conditions and Criteria for Roundabouts
Analysis of potential impacts at roundabouts is based on the concept of Level of Service (LOS).

The LOS of roundabouts is a qualitative measure used to describe operational conditions. LOS ranges from A (best), which represents minimal delay, to F (worst). Levels of Service for this study were determined using methods defined in the Highway Capacity Manual (HCM) and SIDRA 8 traffic analysis software. Roundabout analysis often requires careful calibration of the software model to conditions observed in the field to obtain accurate LOS. SIDRA 8 allows for this level of calibration to reflect actual operating conditions observed at study roundabouts. Table 2 shows the level of service criteria for automobiles in roundabouts.

Table 2 – Roundabout Level of Service Criteria
Control Delay (s/veh)
LOS by Volumes-to-Capacity Ratio
v/c ≤ 0.85 v/c > 0.85
0-10 A F
>10-15 B F
>15-25 C F
>25-35 D F
>35-50 E F
>50 F F
Source: Highway Capacity Manual, Transportation Research Board.

Project impacts are determined by comparing “no project” conditions to “plus project” conditions, which indicates whether or not proposed projects are anticipated to cause significant impacts to the transportation network. Significant impacts for intersections are created when traffic from the proposed Project causes the LOS to fall below the maintaining agency’s LOS threshold or causes deficient intersections to deteriorate further.

All study intersections are located within the City of Salinas and are maintained by either the City of Salinas or Caltrans. The City and Caltrans LOS standards and impact criteria are described below.

City of Salinas (City)
The City of Salinas Traffic Level of Service (LOS) Criteria Policy C-1.2 (2002) establishes LOS D as the minimum acceptable LOS for all intersections and roadways within the city limits.

Significant impacts occur when the addition of project traffic cause an intersection to operate at LOS E or LOS F. New developments are required to contribute to any improvements to the roadway network that are necessitated by the additional traffic generated by the new development.
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Caltrans
Caltrans establishes the transition between LOS C and LOS D as the minimum acceptable LOS at signalized intersections. Significant impacts occur when the intersection degrades from a LOS C or better to a LOS D or worse with the addition of the project, or when the intersection is at an unacceptable LOS D or worse under baseline conditions and the addition of the project further increases vehicle delay. If an un-signalized intersection is LOS D or worse in baseline conditions and meets or exceeds the CAMUTCD peak hour signal warrant threshold under plus project conditions, it is a significant impact.

Freeway segment LOS is determined based on density in the form of passenger cars per mile per lane on each segment. The freeway segment capacities are based on the Highway Capacity Manual 6th Edition (HCM6) by considering inputs of number of lanes, free flow speed, terrain, truck percentage and other factors. Caltrans defines an acceptable level of service as the transition between LOS C and D for freeway segments.

Study Intersections and Freeway Segments
The proposed Project would generate new vehicular trips that would increase traffic volumes on the local street network and on the US 101 freeway. To assess changes in traffic conditions, the intersections listed in Table 3 and the freeway segments listed in Table 4 were selected for evaluation in consultation with City of Salinas staff. These study intersections are illustrated in Figure 2.

Table 3 – Study Intersections
# Intersection Maintaining
Agency
LOS
Standard
Intersection
Control
1 NB US 101 Ramps & Roy Diaz St Caltrans C/D SSSC
2 Terven Ave / Airport Blvd & SB US
101 Ramps Caltrans C/D Signalized
3 Roy Diaz St & Airport Blvd City of Salinas D Signalized 4 Skyway Blvd & Airport Blvd City of Salinas D AWSC
5 East Alisal St & Skyway Blvd City of Salinas D Roundabout Table 4 – Study Freeway Segments
Freeway Segment (From – To) Maintaining
Agency
LOS
Standard
Fairview Ave – Airport Blvd Caltrans C/D
Airport Blvd – Roy Diaz St Caltrans C/D
Traffic Impact Fees
Section 7 of the 2010 City of Salinas Traffic Improvement Program outlines a Traffic Impact Fee (TIF) program for projects to pay into to help mitigate transportation related impacts throughout the city. The Transportation Agency for Monterey County (TAMC) also utilizes a TIF program for 095936010 Transportation Impact Analysis
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projects to pay into to help mitigate regional transportation related impacts throughout the County.

It is anticipated the proposed Project would pay into the transportation impact fee programs to help fund mitigations for the Project. When a cumulative impact mitigation in this report is included in either the City of Salinas TIF or the TAMC TIF, it is identified as eligible for mitigation through the payment of a TIF by the project.

TIA fees are discussed further in Chapter 8 of this report.

Report Organization
This transportation impact analysis includes the following chapters:

Chapter 2 describes the existing pedestrian, bike, transit, and motorist transportation system in the Project vicinity, as well as current operating conditions at study intersections.

Chapter 3 discusses the proposed Project’s trip generation characteristics, as well as methodologies and assumptions used to estimate the net Project traffic added to study intersections.

Chapter 4 discusses Existing Plus Project Conditions and analysis.

Chapter 5 discusses Background Conditions with and without the Project.

Chapter 6 discusses Cumulative Conditions with and without the Project.

Chapter 7 presents potential impacts on pedestrian, bicycle, and transit mobility due to the Project.

Chapter 8 describes traffic impact fee (TIF) programs within the city and calculates the TIF for the proposed development.

A technical Appendix is also attached containing traffic count data, and intersection level of service analysis output sheets.

Figure 2
Study Intersection Map
Google Earth
LEGEND
# Study Intersection
Project Site
2 1
3 4
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2. EXISTING CONDITIONS
This chapter describes existing transportation network conditions including local roadways, traffic count data, and nearby transit stops, as well as connectivity of pedestrian and bicyclist facilities.

Existing Roadway Network
The following describes the principal roadways located in the study area:

East Alisal Street is in the southern portion of the city beginning as West Alisal Street at West Blanco Road and curving northeast toward Main Street. East Alisal Street continues east of Main Street under US 101 to the Hartnell College East Campus, curving south and changing names to Alisal Road at the eastern city limits. Alisal Street is owned and maintained by the City of Salinas and is generally classified as a four-lane major arterial street; with separate left-turn pockets provided at most intersections. The City has adopted plans which recommend a road-diet option to convert East Alisal Street to a 3-lane facility with bike lanes. The posted speed limit is 30 miles per hour west of the study area and 35 miles per hour in the study area.

Skyway Boulevard is a north/south four-lane undivided minor arterial extending from Mortensen Avenue in the south to East Alisal Street in the north. The street is approximately one-half mile long and provides access to the Salinas Airport from the north. This street is owned and maintained by the City of Salinas with an existing speed limit of 35 miles per hour. For the purpose of analysis in this report the existing speed limit was used. However, it is acknowledged that this speed limit will soon expire and may be changed pursuant to findings of an ongoing study.

Airport Boulevard is an east/west undivided two-lane minor arterial extending from Hansen Street in the west to Skyway Boulevard in the east. The street is approximately one mile long and provides access between the airport and Southbound US 101 as well as access to the southwest side of the city. This street is owned and maintained by the City of Salinas with a speed limit of 45 miles per hour.

Roy Diaz Street is a north/south two-lane undivided collector extending from Airport Boulevard in the north to the Northbound US 101 Ramps in the south. The street is approximately one-third mile long and provides access to the Salinas Airport from Northbound US 101. This street is owned and maintained by the City of Salinas with a speed limit of 35 miles per hour.

Terven Avenue is a north/south two-lane undivided collector extending from Airport Boulevard in the south to South Sanborn Road in the north. The street is approximately one-half mile long and provides access to industrial businesses on the west side of US 101. This street is owned and maintained by the City of Salinas with a speed limit of 35 miles per hour.

US 101 is a north/south four-lane divided freeway serving as the major arterial connecting Salinas to the surrounding region. It provides access to Roy Diaz Street and Airport Boulevard near the study area. This street is owned and maintained by the State of California Department of Transportation with a speed limit of 65 miles per hour. 095936010 Transportation Impact Analysis
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Existing Peak-Hour Turning Movement Volumes
Weekday intersection turning movement volumes for three of the five existing study intersections were collected on Thursday, August 1, 2019. In addition, a site visit was conducted on Tuesday August 13, 2019 to document current conditions at each study intersection. Traffic volume count data for intersections was collected from 6:30 to 9:00 AM and 4:00 to 6:00 PM to include peak AM and PM commute times. The count data includes vehicles, bicycles, and pedestrians and all traffic counts were collected when the weather was fair. A 15% seasonal adjustment factor was applied to the collected data to account for increased volumes under school year traffic, since traffic counts were collected when school was not in session. Based on existing counts at study intersections reported in the Travel Center TIA (2017) the 15% seasonal adjustment factor is a conservative assumption resulting in turning movement volumes greater than existing conditions in 2017. For the two intersections not counted, traffic counts from previous studies were provided by the City and volumes were increased by an annual growth rate of 0.75% to reflect existing 2019 conditions at these intersections.

The highest one-hour morning (AM) and one-hour evening (PM) peaks were selected for analysis, consistent with City and State guidelines. Peak hour volumes at each intersection’s respective peak were conservatively used in this analysis, therefore, some volume imbalances were observed between study intersections. Existing study intersection geometries are shown in Figure 3 while peak hour turning movement volumes are shown in Figure 4, The peak hour factor (PHF) is a measure that reflects peak 15-minute traffic volumes that occur during an analysis hour at intersection i and can be calculated using the following formula:

𝑃𝐻𝐹௜ ൌ 𝑃𝑒𝑎𝑘 𝐻𝑜𝑢𝑟 𝑉𝑜𝑙𝑢𝑚𝑒௜
4 ∗ ሺ15 𝑀𝑖𝑛𝑢𝑡𝑒 𝑃𝑒𝑎𝑘 𝑉𝑜𝑙𝑢𝑚𝑒௜ሻ
Traffic count data indicates that PHF at the study intersections range from 0.74 to 0.82 during the AM peak hour and 0.92 to 0.94 during the PM peak hour.

U-turns are analyzed (and illustrated in all figures) as left-turns as HCM methodologies do not support analysis of u-turns. Intersection volume data sheets for all traffic counts are provided in the Appendix.

Existing Study Freeway Segment Volumes
Average annual daily traffic (AADT) volumes for the northbound and southbound lanes of the study freeway segments were obtained from the Caltrans Performance Measurement System published on the Caltrans website. These volumes are estimated based of a series of sampled volume counts over the course of the year that are adjusted to represent the overall average daily traffic that is expected to occur on the freeway segment. The most recent data available was 2017 AADT data. To adjust for 2019 existing freeway volumes an average growth rate of 0.75% per year was applied to 2017 volumes. Looking at the past decade of traffic volumes along the US 101 corridor in the City of Salinas, the average growth was 0.5% annually. Therefore, it was assumed that an annual growth rate of 0.75% per year is conservative. 095936010 Transportation Impact Analysis
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Caltrans also publishes an indexed table of factors to use in converting AADT values to weekday AM and PM peak hour volumes. This is done by identifying the percent distribution (D) of traffic in the northbound versus southbound direction of the freeway as well as the proportion of AADT traffic that occurs during the peak hour (K-factor). Using these two values, the peak hour segment volume is calculated as AADT*D*K for each study freeway segment.

Existing Conditions Field Review
A site visit in the study area was conducted on Tuesday August 13, 2019 from 4:30PM to 6:30PM to observe existing traffic conditions including vehicle queuing and parking, as well as pedestrian and bicycle circulation. The following was observed:
 The intersection of US 101 Northbound Ramps & Roy Diaz Street had very few vehicles traveling through it and experienced minimal queues. There is a sidewalk along the west side of Roy Diaz Street and a crosswalk along the US 101 Northbound Ramps.  The intersection of Terven Avenue & Airport Boulevard / Southbound US 101 Ramps was observed to be operating at or above capacity with long queues at multiple approaches.

Queues were observed along the Airport Boulevard US 101 overpass and the Southbound US 101 Off-Ramp in excess of 15 vehicles. Queues on the Southbound US 101 Off-Ramp did not spill onto the US 101 main line but did reduce the overall length for deceleration off the freeway. A very high occurrence of truck traffic was observed at this intersection.

When semi-truck trailers performed left turn movements there was usually not enough room to perform the movement without oversteering on the part of the driver resulting in long clearance times for one truck to travel through the intersection. Pedestrian crossing is prohibited on the US 101 Ramp leg of this intersection requiring pedestrians to cross Terven Avenue instead. Crosswalk and intersection striping including stop bars are no longer visible at this intersection.
 The intersection of Roy Diaz Street & Airport Boulevard is a signalized T-intersection. No carryover queues were observed at this intersection from one signal cycle to the next.

Pedestrian sidewalks are provided on the south side of Airport Boulevard and along the west side of Roy Diaz Street. Evidence of crosswalk striping exists but has been almost completely worn off by traffic and no longer is visible to traveling motorists.  The intersection of Skyway Boulevard & Airport Boulevard experiences minimal queues at each stop-controlled approach. There are no pedestrian or bike facilities at this intersection.
 The intersection of Skyway Boulevard / Quilla Street & East Alisal Street experiences minimal queues at each approach of the roundabout at any given time during observation.

Spillback from downstream intersections on Quilla Street was visible at the roundabout but never entered or affected roundabout operation. Pedestrian facilities including crosswalks, sidewalks and ADA ramps are in good conditions and clearly visible. Roadway striping for lanes and movement patterns in the roundabout is in good condition. No bicycles were observed using the roundabout.

FIGURE 3

EXISTING CONDITIONS

LANE GEOMETRY AND TRAFFIC CONTROL
NB US 101 Ramps
Roy Diaz St
1 Roy Diaz St

SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY

TRAFFIC SIGNAL

STOP SIGN
# INTERSECTION
N
LEGEND
Terven Ave
Airport Blvd
Airport Blvd
2 SB US 101 Ramps
Roy Diaz St
Airport Blvd
3 Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd
4 Quilla St
Skyway Blvd
East Alisal St
5 East Alisal St STOP
150'
50'
120'
250'
400'

ROUNDABOUT
STOP
STOP
200'

PROJECT SITE
50'
150'
STOP
STOP
(XX') TURNING LANE STORAGE (FT)
FIGURE 4

EXISTING CONDITIONS

TRAFFIC TURNING MOVEMENT VOLUMES
215(293) 282(734) 3(3)
2(1)2(2)
1 SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY
322(213)
511(233)
60(30)
289(900)
25(53)
74(122)77(90) 99(133)
26(68)
66(133)
263(230)118(146)
2 114(323)
284(336)
153(456)
479(662)
142(165)
85(83)
3 24(25)
167(710) 460(199) 16(0)
6(20)4(67)
4 232(150)
300(389)
3(13)
79(68)
163(505)
5(25)37(66) 248(95)
5(16)
14(173)31(291)94(660)
5 N
Roy Diaz St
NB US 101 Ramps
Roy Diaz St
Terven Ave
Airport Blvd
Airport Blvd
SB US 101 Ramps
Roy Diaz St
Airport Blvd
Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd
Quilla St
Skyway Blvd
East Alisal St East Alisal St
STOP
STOP

TRAFFIC SIGNAL

STOP SIGN
# INTERSECTION
LEGEND
STOP

ROUNDABOUT XX(YY) AM(PM) PEAK HOUR VOLUMES

PROJECT SITE
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Existing Transit Facilities
Monterey-Salinas Transit (MST) provides bus services throughout the greater Monterey and Salinas areas specifically providing bus service within the Project study area.

The MST Salinas - Airport Business Center Route 48 extends from the Salinas Transit Center along East Alisal Street to the intersection of Skyway Boulevard / Quilla Street & East Alisal Street where it continues south along Skyway Boulevard before traveling west past the proposed Project site along Airport Boulevard. There are stops along this route just west of the proposed Project site on Airport Boulevard or north of the site on Skyway Boulevard. Service is provided every 90 minutes beginning in the morning at 7:30 AM and terminating at 6:00 PM.

Existing Pedestrian and Bicycle Facilities
The following sections describe pedestrian and bicycle facilities within the study area.

Pedestrians
Site observations in conjunction with published sidewalk conditions by the City of Salinas were used to assess the pedestrian conditions within the study area. Sidewalk access near the proposed Project site is limited to the north side of Airport Boulevard. Skyway Boulevard only has sidewalk and pedestrian facilities immediately surrounding the roundabout at East Alisal Street.

There is little connectivity between sidewalks and crosswalks between Airport Boulevard and Skyway Boulevard. It is anticipated that with infill development in the airport area, including this development, a more connected sidewalk network will be constructed. The proposed Project study area is currently pedestrian prohibitive.

Bicycles
The City of Salinas provides a map of existing city bicycle facilities on their website under GIS resources. This map summarizes which roadways and paths serve cyclists and includes location and bike route class.

Class I facilities are paved bicycle paths that are physically separated from the vehicular travel lane. They typically follow waterways, parks, or ocean lines and do not necessarily run parallel to a roadway. No Class I facilities exist near the Project site (within ½ mile).

Class II facilities are striped bike lanes along the street. Class II bike facilities are provided near the Project site. The proposed Project site can be accessed along dedicated Class II bicycle facilities via Airport Boulevard, Skyway Boulevard, and East Alisal Street.

Class III bicycle facilities are bike routes denoted by signs that are shared with vehicles along the roadway. Moffett Street is approximately one-third mile away from the proposed Project site and is identified by the City of Salinas bikeways map as a Class III facility.

Class IV bicycle facilities are separated bikeways for the exclusive use of bicycles. The bikeway may be separated from the roadway by grade separation, flexible posts, inflexible posts, or onstreet parking. These bikeways typically run parallel to or exist adjacent to a roadway. There are no class IV bicycle facilities within the study area.
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Existing Level of Service
Traffic operations were evaluated at the study intersections based on existing conditions lane geometry, traffic control, and peak hour traffic volumes. HCM analysis results show that most of the study intersections currently operate at acceptable LOS during the AM and PM peak hours when measured against the maintaining agency’s LOS standard with the following exceptions:
 The intersection of Airport Boulevard / Terven Avenue & US 101 Southbound On/Off Ramps operates at LOS E during the AM peak hour and LOS D during the PM peak hour.

Long queues were observed in the northbound shared thru-left and the westbound left turn lanes exceeding current storage capacity. US 101 Southbound Off-Ramp queues currently exceed storage pocket capacity but do not spill onto the US 101 Southbound mainline.

Analysis results are presented in Table 5 and Synchro output sheets are provided in the Appendix.

Freeway segment conditions were evaluated based on existing condition freeway geometry, speed, and traffic volumes. Based on HCM analysis results and field observations, all study freeway segments currently operate at an acceptable LOS during existing conditions. Analysis results are presented in Table 6 and HCS output sheets are provided in the Appendix. 095936010 Transportation Impact Analysis
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Table 5 – Existing Conditions Intersection Level of Service # Intersection
Maintaining
Agency &
Standard
Control
Type
Existing Conditions
AM Peak Hour PM Peak Hour
Movement Delay2 V/C LOS Movement Delay2 V/C LOS
1 Roy Diaz St & US 101 NB Ramps Caltrans C SSSC - 4.4 - A - 3.0 - A Worst Approach EB 10.3 - B EB 10.4 - B
2 Airport Blvd / Terven Ave & US 101 SB On/Off Ramp Caltrans C Signal - 57.8 - E - 49.4 - D 3 Airport Boulevard & Roy Diaz Street Salinas D Signal - 16.8 - B - 40.1 - D 4 Airport Blvd & Skyway Blvd Salinas D AWSC - 12.9 - B - 23.3 - C 5 E. Alisal St & Quilla St / Skyway Blvd Salinas D RAB - 4.9 0.392 A - 9.4 0.647 A Notes: 1. Analysis performed using HCM 6th Edition methodologies. 2. Delay indicated in seconds/vehicle. 3. Signal = Signal Control, SSSC = Side Street Stop Control, AWSC = All-Way Stop Control, RAB = Roundabout 4. Intersections that operate below the maintaining agency’s LOS standard are highlighted. 5. Roundabouts must not exceed a V/C of 0.85 Table 6 – Existing Conditions Freeway Segment Level of Service US 101 Segment
Maintaining
Agency &
Standard
Direction
Existing Conditions
AM Peak Hour PM Peak Hour
Volume Density1 LOS Volume Density1 LOS
Fairview Ave – Airport Blvd Caltrans C NB 2,489 20.9 C 2,721 23.2 C SB 1,876 15.6 B 1,643 13.7 B Airport Blvd – Roy Diaz St Caltrans C NB 1,795 15.0 B 1,962 16.4 B
SB 1,352 11.3 B 1,185 9.9 A
Notes: 1. Freeway segment LOS is based on density measures in passenger cars per mile per lane (pc/mi/ln). 2. Analysis performed using HCM 6th Edition methodologies. 3. Caltrans LOS standard is C/D. 095936010 Transportation Impact Analysis
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3. PROPOSED PROJECT
The Project proposes to develop a 13.25-acre vacant site owned by the City of Salinas into industrial and commercial uses. The site is located on the northwest side of the Salinas Municipal Airport and bounded by Airport Boulevard to the north, Mortensen Avenue to the south, Skyway Boulevard to the east and Mercer Way to the west. The Project proposes to construct approximately 65,166 square feet of warehousing and 65,166 of light industrial land uses, in addition to relocating the public works building to the site from its existing location at the northeast corner of Work Street & John Street.

The property has good street access from all sides. Most traffic runs along Airport Boulevard, which connects US 101, west Salinas, east Salinas and the airport. Surface parking at cityprescribed numbers and spaces will be provided to accommodate the Project.

Trip Generation Estimates
Trip generation was developed for this Project using the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition (2017) and driveway counts at the existing city public works facility. A trip is defined in Trip Generation as a single or one-directional vehicle movement with either the origin or destination at the Project site. In other words, a trip can be either “to” or “from” the site. In addition, a single customer visit to a site is counted as two trips (i.e., one to and one from the site).

For purposes of determining the worst-case impacts of the project, trip generation estimates were calculated for the AM peak hour (between 7:00AM to 9:00AM) and the PM peak hour (between 4:00PM to 6:00PM). While the Project itself may generate traffic during other times of the day (i.e. deliveries, service vehicles, etc.), the estimates presented in this section represent the worst-case scenario for traffic conditions within the study area.

Trip generation estimates are presented below for the existing public works building as well as the proposed Project.

Existing Public Works Building
The City of Salinas currently operates a public works facility to the west of the proposed Project site on the northwest corner of Work Street & John Street. This existing facility has three driveways that are used to access the site. It is assumed that the existing public works building will be approximately the same size once it is moved to its new location at the Project site.

Driveway counts were performed at the existing public works facility on August 1, 2019 in the morning and evening to determine both the AM and PM peak hour trip generation for the site. The existing public works building generates 74 AM and 17 PM peak hour trips as shown in Table 7.

Project Trip Generation Estimates
The Project proposes to construct approximately 65,166 square feet of warehousing and 65,166 of light industrial land uses, in addition to relocating the public works site from its existing location at the northeast corner of the intersection of Work Street & John Street in the City of Salinas. 095936010 Transportation Impact Analysis
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No land uses currently exist on the Project site and no trip credits are assumed in this analysis.

Furthermore, internal capture, pass-by, and diverted trip reductions were not applied in this evaluation. Even though the public works yard is only a relocation, it is considered as a new project in this analysis, since the relocation distance is far enough to constitute a new project.

ITE land use code (LUC) 110 was used to estimate the Project trip generation for the 65,166 square feet of general light industrial uses. ITE LUC 150 was used to estimate the Project trips generation for the 65,166 square feet of warehousing uses. Existing conditions driveway counts of the three public works site driveways were used to estimate the Project trip generation of the City Public Works site.

Based on the Project description and ITE data and methodologies, the net new Project trip generation would be 1,214 daily trips, 153 AM peak hour trips (114 IN / 39 OUT) and 94 PM peak hour trips (20 IN / 74 OUT).

Table 7 shows trip generation estimates for buildout of the Project. 095936010 Transportation Impact Analysis
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Table 7 – Project Trip Generation
Land Use ITE Land Use Code Size Unit Daily AM Peak Hour PM Peak Hour Rate Trips Rate In Out Total Rate In Out Total In and Out Distribution General Light Industrial 110 100% 88% 12% 100% 13% 87% 100% Warehousing 150 100% 77% 23% 100% 27% 73% 100% City Public Works Site ‐‐ 65% 35% 100% 29% 71% 100% Proposed Project General Light Industrial1 110 65.166 KSF 4.96 324 0.70 40 6 46 0.63 5 36 41 Warehousing2 150 65.166 KSF ‐ 150 ‐ 26 7 33 ‐ 10 26 36 City Public Works Site3 740 48 26 74 5 12 17 Total Proposed Project Trips Total Proposed Buildout Trips 1,214 114 39 153 20 74 94 Notes: 1. ITE Code 110 Daily, AM, and PM peak trip generation based on ITE average rate. 2. ITE Code 150 Daily, AM, and PM peak trip generation based on ITE equations. 3. Based on peak period driveway counts collected August 1, 2019. Daily driveway count is not available. To estimate Public Works site daily trip generation, it was assumed that AM peak hour trips are 10% of the daily (daily = 74 / 0.10 = 740) Source: Institute of Transportation Engineers (ITE) Trip Generation 10th Edition, 2017 095936010 Transportation Impact Analysis
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Internal Capture reductions account for trips made internally within a proposed development and are typically considered for developments with complementary land uses – such as mixed-use developments. Because there are no complementary land uses for this development no internal capture trip reductions are assumed.

Pass-by Trip reductions account for trips that are already on the roadway network, traveling along the roadway directly adjacent to the proposed development and make a stop as they pass by the site. Pass-by trips are not considered new trips for proposed developments, rather, they are additional stops along a travelers’ predetermined trip that would be made whether the development is constructed or not. ITE does not provide data or guidance justifying assumption of pass-by trip reductions for the Project land uses. Therefore, no pass-by trip reductions are assumed for this development, which is a conservative assumption.

Diverted Trip reductions account for trips that are already on the roadway network, traveling on the road network in the vicinity of the proposed development. These trips would detour from their typical travel route, travel to/from the proposed development.

Diverted trips are not considered new trips for proposed developments, rather, they are rerouted trips with additional stops along a travelers’ predetermined trip that would be made whether the development is constructed or not. ITE does not provide data or guidance justifying assumption of diverted trip reductions for the Project land uses. Therefore, no diverted trip reductions are assumed for this development, which is a conservative assumption.

Distribution and Assignment
The proposed Project’s trip distribution was estimated based on existing traffic patterns and knowledge of the study area. In addition, trip distribution patterns identified and assumed in the adjacent Salinas Travel Center TIA (2017) were incorporated.

Project trips will primarily consist of employees of the various businesses within the Project traveling to and from their homes. Other trips to and from the Project may include truck deliveries, city utility vehicles, or customers/clients of the industrial park. Traffic volumes are anticipated to increase primarily along Skyway Boulevard and Airport Boulevard due to the proposed Project.

Internal Project circulation is anticipated to be facilitated by Mercer Way, Mortenson Avenue, Anderson Avenue, and Jeffery Avenue. The following trip distribution percentages were estimated based on existing traffic patterns and count data, as well as knowledge of the study area:
 12% east along East Alisal Street
 14% west along East Alisal Street
 14% north along Quilla Street and Williams Road
 25% north along US 101
 20% south along US 101 (primarily from general light industrial and warehousing uses)  10% northwest along Terven Avenue
 5% southwest along Airport Boulevard
Figure 5 illustrates the assumed trip distribution in relation to the Project site and study intersections.
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The Project trip assignment – as shown in Figure 6 – indicates the number of new motor vehicles that would be added to the study network once the Project is constructed.

Figure 5
Trip Distribution Map
Google Earth
LEGEND
# Study Intersection
Project Site
Trip Distribution XX%
2 1
3 4
5 20%
5%
25%
12%
14%
14%
5%
5%
FIGURE 6

EXISTING CONDITIONS

PROJECT TRIP ASSIGNMENT
23(4)8(15)
1 SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY
29(5)
5(1) 11(2)
10(9)
2(4)4(7)
2 8(15)
16(30)
45(8)
23(4)
3 8(15)23(4) 23(4)
7(14)
4 14(2)
16(3) 16(3)
5(9)
5(10)5(10)
5 N
Roy Diaz St
NB US 101 Ramps
Roy Diaz St
Terven Ave
Airport Blvd
Airport Blvd
SB US 101 Ramps
Roy Diaz St
Airport Blvd
Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd
Quilla St
Skyway Blvd
East Alisal St East Alisal St
STOP
STOP

TRAFFIC SIGNAL

STOP SIGN
# INTERSECTION
LEGEND
STOP

ROUNDABOUT XX(YY) AM(PM) PEAK HOUR VOLUMES

PROJECT SITE
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4. EXISTING PLUS PROJECT CONDITIONS
Traffic operations were evaluated at the study intersections under Existing Plus Project conditions. Figure 7 shows the Existing Plus Project peak hour vehicle volumes.

HCM analysis results show that most of the study intersections will operate at acceptable LOS during the AM and PM peak hours under Existing Plus Project conditions when measured against the maintaining agency’s LOS standard, with the following exceptions:
 The intersection of Airport Boulevard / Terven Avenue & US 101 Southbound On/Off Ramps would operate at LOS E during the AM peak hour and LOS D during the PM peak hour.

Existing Plus Project analysis results are presented in Table 8. Synchro output sheets are provided in the Appendix.

Freeway segment conditions were evaluated based on existing condition freeway geometry, speed, and traffic volumes. Based on HCM analysis results, all study freeway segments are anticipated to operate at an acceptable LOS under existing plus project conditions. Analysis results are presented in Table 9 and HCS output sheets are provided in the Appendix.

Impacts and Mitigations
The following intersections are anticipated to be significantly impacted by the Project according to the state and city significance criteria:

Airport Boulevard/Terven Avenue & US 101 Southbound On/Off-Ramps:

Impact: This intersection currently operates at unacceptable LOS E conditions during the AM peak hour and LOS D conditions during the PM peak hour. Therefore, the addition of any Project traffic is considered a significant impact to be mitigated.

Mitigation: The City of Salinas 2010 Traffic Improvement Program (TIP) and Traffic Fee Ordinance (TFO) identifies the Airport Boulevard Interchange Project (#38) for future improvements. This mitigation would improve the operation of the intersection to acceptable LOS under Existing and Existing Plus Project conditions.The improvement has, however, substantial financial implications and the burden such that no single project can implement the improvement. Subsequently the City of Salinas will work with Caltrans District 5 staff to identify the improvements needed, including both long term and encroachment permit only improvements (shorter term), that would improve operations at the interchange to acceptable conditions. The City would allocate TIF fees towards the interchange improvement and focus on implementation of a suitable mitigation measure at the US 101 southbound ramps. The recently approved Travel Center study has also identified the impact and the applicant will also contribute towards the improvement through payment of the City TIF.

The following short term (encroachment permit) projects have been identified at the intersection of Airport Boulevard/Terven Avenue & US 101 Southbound On/Off Ramps:
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 Eliminate the Airport Boulevard slip ramp onto the Airport Boulevard overpass and convert the intersection into a typical intersection with dual right turn lanes on the eastbound Airport Boulevard approach.
 Restripe US 101 southbound off ramp approach from the main line to include a shared through and right turn lane, and dual left turn lanes.
 Widen the Airport Boulevard overpass approach to include a left turn pocket, a shared through, a right turn lane and two receiving lanes.
 Restripe the Terven Avenue approach to include one left-turn pocket and one shared thruright lane.  Eliminate split signal phasing
It is anticipated that the following mitigations will result in the intersection operating at LOS D during the AM peak hour and LOS C during the PM peak hour under existing plus project conditions. While the AM peak hour is still anticipated to operate below Caltrans LOS standards under these short-term mitigations, the overall control delay with these mitigations is reduced compared to Existing Conditions control delay eliminating any significant impacts from the Project.

FIGURE 7

EXISTING PLUS PROJECT CONDITIONS

TRAFFIC TURNING MOVEMENT VOLUMES
238(297) 290(749) 3(3)
2(1)2(2)
1 SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY
351(218)
511(233)
60(30)
294(901)
25(53)
74(122)77(90) 110(135)
26(68)
76(142)
265(234)122(153)
2 122(338)
300(366)
153(456)
524(670)
165(169)
85(83)
3 24(25)
175(725) 483(203) 39(4)
11(81)
6(20)
4 246(152)
300(389)
3(13)
95(71)
163(505)
5(25)37(66) 264(98)
5(16)
19(183)36(301)99(669)
5 N
Roy Diaz St
NB US 101 Ramps
Roy Diaz St
Terven Ave
Airport Blvd
Airport Blvd
SB US 101 Ramps
Roy Diaz St
Airport Blvd
Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd
Quilla St
Skyway Blvd
East Alisal St East Alisal St
STOP
STOP

TRAFFIC SIGNAL

STOP SIGN
# INTERSECTION
LEGEND
STOP

ROUNDABOUT XX(YY) AM(PM) PEAK HOUR VOLUMES

PROJECT SITE
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Table 8 – Existing Plus Project Conditions Intersection Level of Service # Intersection
Maintaining
Agency &
Standard
Control
Type
Existing Conditions Existing Plus Project Conditions
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Movement Delay2 V/C LOS Movement Delay2 V/C LOS Movement Delay2 V/C LOS Movement Delay2 V/C LOS 1 Roy Diaz St & US 101 NB Ramps Caltrans C SSSC - 4.4 - A - 3.0 - A - 4.7 - A - 3.0 - A Worst Approach EB 10.3 - B EB 10.4 - B EB 10.6 - B EB 10.5 - B 2 Airport Blvd / Terven Ave & US 101 SB On/Off Ramp Caltrans C Signal - 57.8 - E - 49.4 - D - 63.8 - E - 50.4 - D 3 Airport Boulevard & Roy Diaz Street Salinas D Signal - 16.8 - B - 40.1 - D - 18.6 - B - 44.5 - D 4 Airport Blvd & Skyway Blvd Salinas D AWSC - 12.9 - B - 23.3 - C - 13.6 - B - 25.2 - D 5 E. Alisal St & Quilla St / Skyway Blvd Salinas D RAB - 4.9 0.392 A - 9.4 0.647 A - 4.8 0.365 A - 9.8 0.659 A Notes: 1. Analysis performed using HCM 6th Edition methodologies. 2. Delay indicated in seconds/vehicle. 3. Signal = Signal Control, SSSC = Side Street Stop Control, AWSC = All-way Stop Control, RAB = Roundabout 4. Caltrans LOS standard is C/D, Salinas LOS standard is D. 5. Intersections that operate below the City’s/State’s LOS standard are highlighted and significant project impacts are shown in bold. 6. Roundabouts must not exceed a V/C of 0.85.

Table 9 – Existing Plus Project Conditions Freeway Segment Level of Service US 101 Segment
Maintaining
Agency &
Standard
Direction
Existing Conditions Existing Plus Project Conditions
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Volume Density1 LOS Volume Density1 LOS Volume Density1 LOS Volume Density1 LOS Fairview Ave – Airport Blvd Caltrans C NB 2,489 20.9 C 2,721 23.2 C 2,497 21.0 C 2,736 23.3 C SB 1,876 15.6 B 1,643 13.7 B 1,905 15.9 B 1,648 13.7 B Airport Blvd – Roy Diaz St Caltrans C NB 1,795 15.0 B 1,962 16.4 B 1,818 15.1 B 1,966 16.4 B
SB 1,352 11.3 B 1,185 9.9 A 1,362 11.4 B 1,194 9.9 A
Notes: 1. Freeway segment LOS is based on density measures in passenger cars per mile per lane (pc/mi/ln). 2. Analysis performed using HCM 6th Edition methodologies. 3. Caltrans LOS standard is C/D. 095936010 Transportation Impact Analysis
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Table 10 – Existing Plus Project Conditions Intersection Level of Service Mitigated # Intersection
Maintaining
Agency &
Standard
Control
Type
Existing Plus Project Conditions Existing Plus Project Conditions Mitigated AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Movement Delay2 V/C LOS Movement Delay2 V/C LOS Movement Delay2 V/C LOS Movement Delay2 V/C LOS 1 Roy Diaz St & US 101 NB Ramps Caltrans C SSSC - 4.7 - A - 3.0 - A - 4.7 - A - 3.0 - A Worst Approach EB 10.6 - B EB 10.5 - B EB 10.6 - B EB 10.5 - B 2 Airport Blvd / Terven Ave & US 101 SB On/Off Ramp Caltrans C Signal - 63.8 - E - 50.4 - D - 54.6 - D - 20.9 - C 3 Airport Boulevard & Roy Diaz Street Salinas D Signal - 18.6 - B - 44.5 - D - 18.6 - B - 44.5 - D 4 Airport Blvd & Skyway Blvd Salinas D AWSC - 13.6 - B - 25.2 - D - 13.6 - B - 25.2 - D5 E. Alisal St & Quilla St / Skyway Blvd Salinas D RAB - 4.8 0.365 A - 9.8 0.659 A - 4.8 0.365 A - 9.8 0.659 A Notes: 1. Analysis performed using HCM 6th Edition methodologies. 2. Delay indicated in seconds/vehicle. 3. Signal = Signal Control, SSSC = Side Street Stop Control, AWSC = All-way Stop Controlled, RAB = Roundabout 4. Caltrans LOS standard is C/D, Salinas LOS standard is D. 5. Intersections that operate below City’s/State LOS standard are highlighted and significant project impacts shown in bold. 6. Roundabouts must not exceed a V/C of 0.85. 095936010 Transportation Impact Analysis
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5. BACKGROUND CONDITIONS
Background conditions describe the conditions when Project construction would be completed, and the Project open to the public. Traffic volumes, transportation network improvements, and operations that are anticipated to occur by the opening year of the Project were determined in consultation with the City of Salinas staff. The following development conditions are evaluated in this chapter:
 Background Conditions
 Background Plus Project Conditions
Proposed Transportation Improvements
Per discussions with City of Salinas staff, no near-term funded roadway or intersection improvements are expected to be constructed at transportation facilities that are studied in this TIA. Therefore, existing conditions geometries and intersection control are assumed for Background conditions.

Figure 8 illustrates the intersection geometry and traffic control assumed in the Background conditions analysis, which matches Existing conditions.

Traffic Volume Development
Background condition traffic volumes were calculated by identifying the approved, pending, and proposed development projects in the study area that have not yet been constructed. The development projects were provided by City of Salinas staff and identified due to their proximity to the study facilities and because it is anticipated that they would add traffic to the road network by the time the Airport Industrial Park project is completed.

The following development projects were considered in Background conditions volume assumptions:
 Salinas Travel Center: Development of a 64-acre area located between US 101 and Roy Diaz Street that includes a fueling station for trucks and automobiles, a convenience store, a fast food restaurant, a truck tire shop, and a 79-room hotel.

New traffic due to the approved, pending, and proposed development projects was estimated and added to the existing peak hour traffic volumes to determine Background conditions peak hour volumes, which are presented in Figure 9.

Background Conditions Level of Service
Background conditions intersection operations were evaluated at the study intersections based on described lane geometry, traffic control, and peak hour vehicle volumes. Two study intersections are anticipated to operate at unacceptable LOS as follows:
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 The intersection of Roy Diaz Street & US 101 Northbound Ramps is anticipated to operate at LOS F on the eastbound approach during PM peak hours.  The intersection of Airport Boulevard / Terven Avenue & US 101 Southbound On/Off Ramps is anticipated to operate at LOS F during the AM peak hour and LOS E during the PM peak hour.

Freeway segment conditions were evaluated based on background condition freeway geometry, speed, and traffic volumes. Based on HCM analysis results and field observations, all study freeway segments currently operate at an acceptable LOS during background conditions.

Analysis results are presented in Table 11 and Table 12 with Synchro and HCS output sheets provided in the Appendix.
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Table 11 – Background Conditions Intersection Level of Service # Intersection
Maintaining
Agency &
Standard
Control
Type
Background Conditions
AM Peak Hour PM Peak Hour
Movement Delay2 V/C LOS Movement Delay2 V/C LOS
1 Roy Diaz St & US 101 NB Ramps Caltrans E SSSC - 11.5 - B - 24.3 - C Worst Approach EB 30.8 - D EB 102.7 - F
2 Airport Blvd / Terven Ave & US 101 SB On/Off Ramp Caltrans C Signal - 98.3 - F - 69.3 - E 3 Airport Boulevard & Roy Diaz Street Salinas D Signal - 20.2 - C - 47.8 - D 4 Airport Blvd & Skyway Blvd Salinas D AWSC - 16.2 - C - 34.6 - D 5 E. Alisal St & Quilla St / Skyway Blvd Salinas D RAB - 5.1 0.407 A - 10.6 0.669 B Notes: 1. Analysis performed using HCM 6th Edition methodologies.2. Delay indicated in seconds/vehicle.3. Signal = Signal Control, SSSC = Side Street Stop Control, AWSC = All-Way Stop Control, RAB = Roundabout4. Caltrans LOS standard is C/D, Salinas LOS standard is D.5. Intersections that operate below City’s LOS standard are highlighted.6. Roundabouts must not exceed a V/C of 0.85 Table 12 – Background Conditions Freeway Segment Level of Service US 101 Segment
Maintaining
Agency &
Standard
Direction
Background Conditions
AM Peak Hour PM Peak Hour
Volume Density1 LOS Volume Density1 LOS
Fairview Ave – Airport Blvd Caltrans C
NB 2,558 21.6 C 2,799 24.0 C
SB 2,050 17.1 B 1,717 14.3 B
Airport Blvd – Roy Diaz St Caltrans C
NB 2,069 17.2 B 2,062 17.2 B
SB 1,407 11.7 B 1,332 11.1 B
Notes: 1. Freeway segment LOS is based on density measures in passenger cars per mile per lane (pc/mi/ln).2. Analysis performed using HCM 6th Edition methodologies.3. Caltrans LOS standard is C/D.

FIGURE 8

BACKGROUND CONDITIONS

LANE GEOMETRY AND TRAFFIC CONTROL
NB US 101 Ramps
Roy Diaz St
1 Roy Diaz St

SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY

TRAFFIC SIGNAL

ROUNDABOUT
STOP
STOP
200'
50'
150'
STOP
STOP
(XX') TURNING LANE STORAGE (FT)

PROJECT SITE
FIGURE 9

BACKGROUND CONDITIONS

TRAFFIC TURNING MOVEMENT VOLUMES
98(15)
228(309) 297(757) 222(35)
20(139)28(206)
1 SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY
454(249)
511(233)
60(30)
340(931)
25(53)
74(122)77(90) 132(152)
26(68)
90(254)
281(280)128(174)
2 186(357)
284(336)
369(541)
479(662)
137(282)166(246)
3 24(25)
191(791) 532(233) 16(0)
6(20)4(67)
4 245(161)
300(389)
3(13)
87(73)
163(505)
5(25)37(66) 299(114)
5(16)
101(676)
17(182)45(347)
5 N
Roy Diaz St
NB US 101 Ramps
Roy Diaz St
Terven Ave
Airport Blvd
Airport Blvd
SB US 101 Ramps
Roy Diaz St
Airport Blvd
Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd
Quilla St
Skyway Blvd
East Alisal St East Alisal St
STOP
STOP

TRAFFIC SIGNAL

STOP SIGN
# INTERSECTION
LEGEND
STOP

ROUNDABOUT XX(YY) AM(PM) PEAK HOUR VOLUMES

PROJECT SITE
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Background Plus Project Level of Service
Traffic operations were evaluated at the study intersections based on Background Plus Project conditions. Background Plus Project peak hour volumes are shown in Figure 10. Many study intersections are anticipated to operate at unacceptable LOS as follows:
 The intersection of Roy Diaz Street & US 101 Northbound Ramps is anticipated to operate at LOS F on the eastbound approach during PM peak hours.  The intersection of Airport Boulevard / Terven Avenue & US 101 Southbound On/Off Ramps is anticipated to operate at LOS F during the AM peak hour and LOS E during the PM peak hour.
 The intersection of Airport Boulevard & Skyway Boulevard is anticipated to operate at unacceptable LOS E during the PM peak hour under Background Plus Project conditions.

Background Plus Project analysis results are summarized in Table 13. Synchro output sheets are provided in the Appendix.

Freeway segment conditions were evaluated based on Background condition freeway geometry, speed, and traffic volumes. Based on HCM analysis results, all study freeway segments are anticipated to operate at an acceptable LOS under Background Plus Project conditions. Analysis results are presented in Table 14 and HCS output sheets are provided in the Appendix.

Impacts and Mitigations
The following intersections are anticipated to be significantly impacted by the Project according to the state and city significance criteria:

Roy Diaz Street & US 101 Northbound Ramps:

Impact: Under Background conditions this intersection is anticipated to operate under LOS F during the PM peak hour. Therefore, the addition of any project traffic is considered a significant impact to be mitigated.

Mitigation: The Salinas Travel Center TIA (2017) recommends this intersection be signalized as a mitigation to its project traffic to be paid for by the Travel Center project. It is anticipated that with a signal, this intersection would operate at acceptable LOS C during PM peak hour under background plus project conditions eliminating any significant project impacts.

The Salinas Travel Center TIA establishes that there may be two phases of development. The Salinas Travel Center TIA finds that all of phase 1 development could be constructed without having a significant impact at this intersection. Therefor the conditions of approval for the travel center does not require mitigation at this intersection until phase 2 development of the Salinas Travel Center TIA. A sensitivity analysis (Appendix J) was performed at this intersection to determine if an impact may occur at this intersection under a background condition with only Travel Center Phase 1 development and without constructing travel center mitigations. The 095936010 Transportation Impact Analysis
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sensitivity analysis shows that the Project and the Travel Center Phase 1 development can occur without having a significant impact at this intersection.

Airport Boulevard/Terven Avenue & US 101 Southbound On/Off Ramps:

Impact: Under Background conditions this intersection operates at unacceptable LOS F and LOS E during the AM and PM peak hours, respectively. Therefore, the addition of any project traffic is considered a significant impact to be mitigated.

Mitigation: The City of Salinas 2010 Traffic Improvement Program (TIP) and Traffic Fee Ordinance (TFO) identifies the Airport Boulevard. Interchange Project (#38) for future improvements. This mitigation would improve the operation of the intersection to acceptable LOS under existing and plus project conditions. Because this project is included in the city’s TFO, payment of traffic impact fees will mitigate the project impact at this intersection. The improvement has however substantial financial implications and the burden such that no single project can implement the improvement.

The following short term (encroachment permit) projects have been identified at the Airport Boulevard/Terven Avenue & Us 101 Southbound On/Off Ramps:
 Eliminate the Airport Boulevard slip ramp onto the Airport Boulevard overpass and convert the intersection into a typical intersection with dual right turn lanes on the eastbound Airport Boulevard approach.
 Restripe US 101 southbound off ramp approach from the main line to include a shared through and right turn lane, and dual left turn lanes.
 Widen the Airport Boulevard overpass approach to include a left turn pocket, a shared through, a right turn lane and two receiving lanes.
 Restripe the Terven Avenue approach to include one left-turn pocket and one shared thruright lane.  Eliminate split signal phasing
It is anticipated that this mitigation will result in improved intersection operations at LOS E and LOS D during the AM and PM peak hours under Background Plus Project conditions. While the AM and PM peak hours are still anticipated to operate below Caltrans LOS standards under these short-term mitigations, the overall control delay with these mitigations is reduced compared to Background Conditions control delay eliminating any significant impacts from the Project. 095936010 Transportation Impact Analysis
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Airport Boulevard & Skyway Boulevard:

The Airport Boulevard & Skyway Boulevard intersection is anticipated to operate at an unacceptable LOS E during the PM peak hour under Background Plus Project conditions.

The addition of Project traffic causes the unsignalized intersection to operate below the City's LOS standard until a signal is installed. A signal will be installed at this intersection as part of the Travel Center's mitigations prior to completion of Travel Center construction.

FIGURE 10

BACKGROUND PLUS PROJECT CONDITIONS

TRAFFIC TURNING MOVEMENT VOLUMES
98(15)
251(313) 305(772) 222(35)
20(139)28(206)
1 SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY
483(254)
511(233)
60(30)
345(932)
25(53)
74(122)77(90) 143(154)
26(68)
283(284)132(181)100(263)
2 194(372)
300(366)
369(541)
524(670)
137(282)189(250)
3 24(25)
199(806) 555(237) 39(4)
11(81)
6(20)
4 259(163)
300(389)
3(13)
103(76)
163(505)
5(25)37(66) 315(117)
5(16)
106(685)
22(192)50(357)
5 N
Roy Diaz St
NB US 101 Ramps
Roy Diaz St
Terven Ave
Airport Blvd
Airport Blvd
SB US 101 Ramps
Roy Diaz St
Airport Blvd
Airport Blvd
Skyway Blvd
Skyway Blvd
Airport Blvd
Quilla St
Skyway Blvd
East Alisal St East Alisal St
STOP
STOP

TRAFFIC SIGNAL

STOP SIGN
# INTERSECTION
LEGEND
STOP

ROUNDABOUT XX(YY) AM(PM) PEAK HOUR VOLUMES

PROJECT SITE
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Table 13 – Background Plus Project Conditions Intersection Level of Service # Intersection
Maintaining
Agency &
Standard
Control
Type
Background Conditions Background Plus Project Conditions AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Movement Delay2 V/C LOS Movement Delay2 V/C LOS Movement Delay2 V/C LOS Movement Delay2 V/C LOS 1 Roy Diaz St & US 101 NB Ramps Caltrans E SSSC - 11.5 - B - 24.3 - C - 13.9 - B - 25.9 - D Worst Approach EB 30.8 - D EB 102.7 - F EB 36.3 - E EB 110.2 - F 2 Airport Blvd / Terven Ave & US 101 SB On/Off Ramp Caltrans C Signal - 98.3 - F - 69.3 - E - 111.2 - F - 72.7 - E 3 Airport Boulevard & Roy Diaz Street Salinas D Signal - 20.2 - C - 47.8 - D - 22.2 - C - 50.5 - D 4 Airport Blvd & Skyway Blvd Salinas D AWSC - 16.2 - C - 34.6 - D - 17.8 - C - 38.1 - E 5 E. Alisal St & Quilla St / Skyway Blvd Salinas D RAB - 5.1 0.407 A - 10.6 0.669 B - 5.3 0.431 A - 11.0 0.694 B Notes: 1. Analysis performed using HCM 6th Edition methodologies. 2. Delay indicated in seconds/vehicle. 3. Signal = Signal Control, SSSC = Side Street Stop Control, AWSC = All-Way Stop Control, RAB = Roundabout 4. Caltrans LOS standard is C/D, Salinas LOS standard is D. 5. Intersections that operate below City/State LOS standard are highlighted and significant project impacts shown in bold. 6. Roundabouts must not exceed a V/C of 0.85 Table 14 – Background Plus Project Conditions Freeway Segment Level of Service US 101 Segment
Maintaining
Agency &
Standard
Direction
Background Conditions Background Plus Project Conditions AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Volume Density1 LOS Volume Density1 LOS Volume Density1 LOS Volume Density1 LOS Fairview Ave – Airport Blvd Caltrans C NB 2,558 21.6 C 2,799 24.0 C 2,566 21.7 C 2,814 24.1 C SB 2,050 17.1 B 1,717 14.3 B 2,079 17.3 B 1,722 14.4 B Airport Blvd – Roy Diaz St Caltrans C NB 2,069 17.2 B 2,062 17.2 B 2,092 17.4 B 2,066 17.2 B
SB 1,407 11.7 B 1,332 11.1 B 1,417 11.8 B 1,341 11.2 B
Notes: 1. Freeway segment LOS is based on density measures in passenger cars per hour per lane (pc/hr/ln). 2. Analysis performed using HCM 6th Edition methodologies. 3. Caltrans LOS standard is C/D. 095936010 Transportation Impact Analysis
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Table 15 – Background Plus Project Conditions Intersection Level of Service Mitigated # Intersection
Maintaining
Agency &
Standard
Control
Type
Background Plus Project Conditions Background Plus Project Conditions Mitigated AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Movement Delay V/C LOS Movement Delay V/C LOS Movement Delay V/C LOS Movement Delay V/C LOS 1 Roy Diaz St & US 101 NB Ramps Caltrans C SSSC/ Signal7 - 13.9 - B - 25.9 - D - 18.8 - B - 25.4 - C Worst Approach EB 36.3 - E EB 110.2 - F - - - - - - - - 2 Airport Blvd / Terven Ave & US 101 SB On/Off Ramp Caltrans C Signal - 111.2 - F - 72.7 - E - 65.6 - E - 35.4 - D 3 Airport Boulevard & Roy Diaz Street Salinas D Signal - 20.2 - C - 47.8 - D - 20.2 - C - 47.8 - D 4 Airport Blvd & Skyway Blvd Salinas D AWSC/ Signal7 - 17.8 - C - 38.1 - E - 6.0 - A - 6.2 - A 5 E. Alisal St & Quilla St / Skyway Blvd Salinas D RAB - 5.3 0.431 A - 11.0 0.694 B - 5.3 0.431 A - 11.0 0.694 B Notes: 1. Analysis performed using HCM 6th Edition methodologies. 2. Delay indicated in seconds/vehicle. 3. Signal = Signal Control, SSSC = Side Street Stop Control, AWSC = All-Way Stop Control, RAB = Roundabout 4. Caltrans LOS standard is C/D, Salinas LOS standard is D. 5. Intersections that operate below City’s/State LOS standard are highlighted and significant project impacts shown in bold. 6. Roundabouts must not exceed a V/C of 0.85 7. Control type is a signal for the mitigated condition 095936010 Transportation Impact Analysis
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6. CUMULATIVE CONDITIONS
Traffic operations were evaluated for the following cumulative scenarios:
 Cumulative (2040) Conditions
 Cumulative (2040) Plus Project Conditions
Cumulative Transportation Network Improvements
Based on City of Salinas TFO and discussions with City staff, it was assumed that no capacity improvements will be complete at any of the study intersections included in this study under Cumulative Conditions. However, the planned US 101 / Harris Road interchange, which is assumed to be built by the year 2035 is anticipated to alter traffic patterns by shifting some traffic from Airport Boulevard and Sanborn Road interchanges as well as the Blanco Road / Sanborn Road corridor to the new interchange. This improvement is expected to reduce traffic volumes along Airport Boulevard by approximately 25% compared to no interchange conditions.

Figure 11 illustrates the intersection geometry and traffic control used in the Cumulative conditions analysis, which are the same as Existing and Background geometries and capacities.

Cumulative Volumes
Cumulative volume growth in the study area was determined from discussion with City of Salinas staff and based on the Association of Monterey Bay Area Government (AMBAG) projected traffic volume model. In addition, volumes presented in the Travel Center TIA (2017) were considered and incorporated into intersection turning movement calculations. Calibrated link level volumes were converted to intersection turning movement counts based on existing turning movement distribution.

Cumulative peak hour traffic volumes are shown in Figure 12.

Cumulative Level of Service
Traffic operations were evaluated at the study intersections based on Cumulative lane geometry, traffic control, and peak hour vehicle volumes as shown in Figure 11 and Figure 12. All intersections are anticipated to operate at acceptable LOS under Cumulative conditions except for:
 The intersection of Roy Diaz Street & US 101 Northbound Ramps is anticipated to operate at LOS F on the eastbound approach during PM peak hours.  The intersection of Airport Boulevard / Terven Avenue & US 101 Southbound On/Off Ramps is anticipated to operate at LOS F during the AM peak hour and LOS D during the PM peak hour.

Analysis results are presented in Table 16 and Synchro output sheets are provided in the Appendix.
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Freeway segment conditions were evaluated based on existing condition freeway geometry (no assumed improvements), speed, and traffic volumes. Based on HCM analysis results, all study freeway segments are anticipated to operate at an acceptable LOS under Cumulative conditions except for Northbound US 101 between Fairview Avenue and Airport Boulevard which is anticipated to operate at LOS D during the PM peak hour. Analysis results are presented in Table 17 and HCS output sheets are provided in the Appendix.

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Table 16 – Cumulative Conditions Intersection Level of Service # Intersection
Maintaining
Agency &
Standard
Control
Type
Cumulative Conditions
AM Peak Hour PM Peak Hour
Movement Delay2 V/C LOS Movement Delay2 V/C LOS
1 Roy Diaz St & US 101 NB Ramps Caltrans C SSSC - 8.9 - A - 8.8 - A Worst Approach EB 25.8 - D EB 23.8 - C
2 Airport Blvd / Terven Ave & US 101 SB On/Off Ramp Caltrans C Signal - 105.6 - F - 42.4 - D 3 Airport Boulevard & Roy Diaz Street Salinas D Signal - 16.4 - B - 33.8 - C 4 Airport Blvd & Skyway Blvd Salinas D AWSC - 9.7 - A - 17.7 - C 5 E. Alisal St & Quilla St / Skyway Blvd Salinas D RAB - 8.1 0.507 A - 7.5 0.384 A Notes: 1. Analysis performed using HCM 6th Edition methodologies. 2. Delay indicated in seconds/vehicle. 3. Signal = Signal Control, SSSC = Side Street Stop Control, AWSC = All-Way Stop Control, RAB = Roundabout 4. Caltrans LOS standard is C/D, Salinas LOS standard is D. 5. Intersections that operate below City/State LOS standard are highlighted. 6. Roundabouts must not exceed a V/C of 0.85 Table 17 – Cumulative Conditions Freeway Segment Level of Service US 101 Segment
Maintaining
Agency &
Standard
Direction
Cumulative Conditions
AM Peak Hour PM Peak Hour
Volume Density1 LOS Volume Density1 LOS
Fairview Ave – Airport Blvd Caltrans C NB 2,912 25.2 C 3,184 28.5 D SB 2,195 18.3 C 1,923 16.0 B Airport Blvd – Roy Diaz St Caltrans C NB 2,100 17.5 B 2,295 19.2 C
SB 1,582 13.2 B 1,386 11.6 B
Notes: 1. Freeway segment LOS is based on density measures in passenger cars per mile per lane (pc/mi/ln). 2. Analysis performed using HCM 6th Edition methodologies. 3. Caltrans LOS standard is C/D. 095936010 Transportation Impact Analysis
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Cumulative Plus Project Intersection and Freeway Level of Service Traffic operations were evaluated at the study intersections based on Cumulative Plus Project conditions. Cumulative Plus Project peak hour vehicle volumes are shown in Figure 13. All intersections are anticipated to operate at acceptable LOS under Cumulative Plus Project conditions except for:
 The intersection of Roy Diaz Street & US 101 Northbound Ramps is anticipated to operate at LOS D on the eastbound approach during PM peak hours.  The intersection of Airport Boulevard / Terven Avenue & US 101 Southbound On/Off Ramps is anticipated to operate at LOS F during the AM peak hour and LOS D during the PM peak hour.

Cumulative Plus Project analysis results are summarized in Table 18. Synchro output sheets are provided in the Appendix.

Freeway segment conditions were evaluated based on cumulative condition freeway geometry, speed, and traffic volumes. Based on HCM analysis results, all study freeway segments are anticipated to operate at an acceptable LOS under Cumulative conditions except for Northbound US 101 between Fairview Avenue and Airport Boulevard which is anticipated to operate at LOS D during the PM peak hour. Analysis results are presented in Table 19 and HCS output sheets are provided in the Appendix.

Impacts and Mitigations
The following intersections are anticipated to be significantly impacted by the Project according to the state and city significance criteria:

Roy Diaz Street & US 101 Northbound Ramps:

Impact: Under Cumulative conditions this intersection is anticipated to operate under LOS D during the AM peak hour. Therefore, the addition of any project traffic is considered a significant impact to be mitigated.

Mitigation: The Salinas Travel Center TIA (2017) recommends this intersection be signalized as a mitigation to its project traffic to be paid for by the Travel Center project. It is anticipated that with a signal, this intersection would operate at acceptable LOS B during AM peak hour under Cumulative plus project conditions eliminating any significant project impacts.

Airport Boulevard/Terven Avenue & US 101 Southbound On/Off-Ramps:

Impact: This intersection operates at unacceptable LOS F conditions during the AM peak hour and LOS D during the PM peak hour under cumulative conditions. Therefore, the addition of any project traffic is considered a significant impact to be mitigated. 095936010 Transportation Impact Analysis
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Mitigation: The new Airport Boulevard Interchange project should be constructed. The City of Salinas 2010 Traffic Improvement Program (TIP) and Traffic Fee Ordinance (TFO) identifies the Airport Boulevard. Interchange Project (#38) for future improvements. This mitigation would improve the operation of the intersection to acceptable LOS under cumulative plus project conditions. Because this project is included in the city’s TFO, payment of traffic impact fees will mitigate the project impact at this intersection.

Northbound US 101 between Fairview Avenue and Airport Boulevard:

The City of Salinas TFO identifies a US 101 widening project along Northbound US 101 between Fairview Avenue and Airport Boulevard which would increase service to 3 lanes. This lane would improve the segment LOS to acceptable standards and result in no significant project impacts.

As this project is included in the City of Salinas TFO and the TAMC regional TIF program, payment of traffic impact fees is an appropriate mitigation for the proposed project as the City of Salinas continues to work with Caltrans in implementing this improvement.

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Table 18 – Cumulative Plus Project Conditions Intersection Level of Service # Intersection
Maintaining
Agency &
Standard
Control
Type
Cumulative Conditions Cumulative Plus Project Conditions AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Movement Delay2 V/C LOS Movement Delay2 V/C LOS Movement Delay2 V/C LOS Movement Delay2 V/C LOS 1 Roy Diaz St & US 101 NB Ramps Caltrans C SSSC - 8.9 - A - 8.8 - A - 10.6 - B - 8.9 - A Worst Approach EB 25.8 - D EB 23.8 - C EB 29.8 - D EB 24.4 - C 2 Airport Blvd / Terven Ave & US 101 SB On/Off Ramp Caltrans C Signal - 105.6 - F - 42.4 - D - 119.1 - F - 42.7 - D 3 Airport Boulevard & Roy Diaz Street Salinas D Signal - 16.4 - B - 33.8 - C - 17.1 - B - 34.9 - C 4 Airport Blvd & Skyway Blvd Salinas D AWSC - 9.7 - A - 17.7 - C - 10.0 - A - 18.8 - C 5 E. Alisal St & Quilla St / Skyway Blvd Salinas D RAB - 8.1 0.507 A - 7.5 0.384 A - 7.5 0.446 A - 7.7 0.392 A Notes: 1. Analysis performed using HCM 6th Edition methodologies. 2. Delay indicated in seconds/vehicle. 3. Signal = Signal Control, SSSC = Side Street Stop Control, AWSC = All-Way Stop Control, RAB = Roundabout 4. Caltrans LOS standard is C/D, Salinas LOS standard is D. 5. Intersections that operate below City/State LOS standard are highlighted and significant project impacts are shown in bold. 6. Roundabouts must not exceed a V/C of 0.85 Table 19 – Cumulative Plus Project Conditions Freeway Segment Level of Service US 101 Segment
Maintaining
Agency &
Standard
Direction
Cumulative Conditions Cumulative Plus Project Conditions AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Volume Density1 LOS Volume Density1 LOS Volume Density1 LOS Volume Density1 LOS Fairview Ave – Airport Blvd Caltrans C NB 2,912 25.2 C 3,184 28.5 D 2,920 25.3 C 3,199 28.6 D SB 2,195 18.3 C 1,923 16.0 B 2,224 18.6 C 1,928 16.1 B Airport Blvd – Roy Diaz St Caltrans C NB 2,100 17.5 B 2,295 19.2 C 2,123 17.7 B 2,299 19.2 C
SB 1,582 13.2 B 1,386 11.6 B 1,592 13.3 B 1,395 11.6 B
Notes: 1. Freeway segment LOS is based on density measures in passenger cars per hour per lane (pc/hr/ln). 2. Analysis performed using HCM 6th Edition methodologies. 3. Caltrans LOS standard is C/D. 095936010 Transportation Impact Analysis
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Table 20 – Cumulative Plus Project Conditions Intersection Level of Service Mitigated # Intersection
Maintaining
Agency &
Standard
Control Type
Cumulative Plus Project Conditions Cumulative Plus Project Conditions Mitigated AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Movement Delay V/C LOS Movement Delay V/C LOS Movement Delay V/C LOS Movement Delay V/C LOS 1 Roy Diaz St & US 101 NB Ramps Caltrans E SSSC/Signal7 - 10.6 - C - 8.9 - A - 12.8 - B - 8.1 - A Worst Approach EB 29.8 - D EB 24.4 - C - - - - - - - - 2 Airport Blvd / Terven Ave & US 101 SB On/Off Ramp Caltrans C Signal - 119.1 - F - 42.7 - D - 27.9 - C - 30.1 - C 3 Airport Boulevard & Roy Diaz Street Salinas D Signal - 17.1 - B - 34.9 - C - 17.1 - B - 34.9 - C 4 Airport Blvd & Skyway Blvd Salinas D AWSC - 10.0 - A - 18.8 - C - 10.0 - A - 18.8 - C 5 E. Alisal St & Quilla St / Skyway Blvd Salinas D RAB - 7.5 0.446 A - 7.7 0.392 A - 7.5 0.446 A - 7.7 0.392 A Notes: 1. Analysis performed using HCM 6th Edition methodologies. 2. Delay indicated in seconds/vehicle. 3. Signal = Signal Control, SSSC = Side Street Stop Control, RAB = Roundabout 4. Caltrans LOS standard is C/D, Salinas LOS standard is D. 5. Intersections that operate below City’s/State LOS standard are highlighted and significant project impacts are shown in bold. 6. Roundabouts must not exceed a V/C of 0.85 7. Control type is a signal for the mitigated condition 095936010 Transportation Impact Analysis
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7. SITE CIRCULATION AND ACCESS
The Project was evaluated to determine if it would adversely affect adopted policies, plans, or programs supporting access management, site circulation and alternative transportation (e.g., bus turnouts, bicycle racks) or generate pedestrian, bicycle, or transit travel demand that would not be accommodated by transit, bicycle, or pedestrian facilities and plans.

Access Management
To facilitate reduced delays, increased safety and to conform to good access management practice the Project should limit driveway access to Skyway Blvd, Mercer Way or Mortensen Avenue. Internal site circulation may be facilitated by an internal roadway network dividing the Public Works Yard form other Project uses. Access from the Project directly onto Airport Boulevard is discouraged as this would introduce additional conflict points to Airport Boulevard and decrease overall safety on the city arterial. Access from Mercer Way onto Airport Boulevard should include a left turn pocket or two-way left-turn lane to help reduce delay.

Pedestrian Access
The Project will construct ADA compliant sidewalk and ramps along its frontage along Airport Boulevard, Mercer Way, Skyway Boulevard, and Mortensen Avenue. New sidewalk constructed along Airport Boulevard would connect to the existing sidewalk and marked crosswalk west of the Project site and provide access to the nearby MST bus stop at Airport / Clinica de Salud, which currently serves Route 48.

With construction of new sidewalk along the Project frontages, employees/staff and visitors that choose to walk to the Project site would not be significantly impacted based on pedestrian mobility, accessibility, or safety (at the Project site) once these frontage improvements are constructed.

Bicycle Access
The existing Class II bike lane along both sides of Airport Boulevard would remain in place with construction of the Project. Additionally, it is anticipated that the Project will provide bike parking per City standards.

Transit Access
As discussed in Existing Transit Facilities, an MST bus stop serving Route 48 is located on the south side of Airport Boulevard less than 100 feet west of the Project site. The stop is located well within the typical maximum ¼ mile walking distance assumed for transit use. Additionally, as discussed in Pedestrian Access above, the Project would construct ADA-compliant pedestrian facilities including sidewalk, ramps and a marked crosswalk along the Project frontage and connecting to existing sidewalk west of the site, which would provide a route for pedestrians to walk to access the existing MST stop.
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According to 2013-2017 U.S. Census data table S0801, approximately 0.8% of City of Salinas residents use public transit to travel to work. This typically represents the highest level of transit ridership during the day, with other periods being lower. If it is conservatively assumed (from the standpoint of transit demand) that 0.8% of new trips to the Project site use transit during the peak hours of the day, resulting in up to 2 passengers during the weekday AM peak hour and 1 passenger during the PM peak hour, which would have a negligible adverse impact on transit mobility, accessibility, or safety.

Summary of Potential Impacts
This chapter of the report evaluated pedestrian, bicycle, and transit networks in the Project vicinity and whether significant impacts would be caused by construction of the proposed Project. As discussed in this chapter, the Project proposes to construct pedestrian facility improvements, in compliance with adopted City standards, that would improve pedestrian mobility within the City.

Therefore, the Project’s impact on pedestrian, bicycle, and/or transit facilities would be less than significant.
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8. TRAFFIC IMPACT FEES
Municipal agencies can put traffic impact fee (TIF) or traffic mitigation fee programs in place as an additional funding source for new roads and improvements to existing roads (not road maintenance though). These fees are typically levied based upon trip generation estimates for new developments.

The City of Salinas does have a TIF program for Projects to pay into, therefore, the proposed Project is responsible for TIF payments as outlined in the City of Salinas TFO. Developments must pay the current rate of $390 per daily trip as outlined in the annually adjusted traffic fee schedule. The total fee for the proposed project generating 1,214 daily trips is $473,460. The contribution to this fee by project land use is shown in Table 21.

Table 21 – Salinas Transportation Impact Fee
Land Use Daily Trip
Generation
Rate per
Trip Fee
General Light Industrial 324 $390 $126,360
Warehousing 150 $390 $58,500
City Public Works Site 740 $390 $288,600
Total Fee: $473,460
The Transportation Agency for Monterey County (TAMC) also has a TIF program for Projects to pay into, therefore, the proposed Project is responsible for TIF payments as outlined in the Regional Development Impact Fee Program Nexus Study Update (2018). Salinas developments must pay the rate of $346 per daily trip. The total fee for the proposed project generating 1,214 daily trips is $420,044. The contribution to this fee by project land use is shown in Table 22.

Table 22 – TAMC Regional Development Impact Fee
Land Use Daily Trip
Generation
Rate per
Trip1 Fee
General Light Industrial 324 $346 $112,104
Warehousing 150 $346 $51,900
City Public Works Site 740 $346 $256,040
Total Fee: $420,044

1. From Table 1. 2018 RDIF Rate Schedule in the Final 2018 TAMC RDIF Nexus Study Update

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APPENDIX
A. EXISTING CONDITIONS TRAFFIC COUNTS
B. EXISTING CONDITIONS SYNCHRO OUTPUT SHEETS
C. EXISTING PLUS PROJECT CONDITIONS SYNCHRO OUTPUT SHEETS D. BACKGROUND CONDITIONS SYNCHRO OUTPUT SHEETS
E. BACKGROUND PLUS PROJECT CONDITIONS SYNCHRO OUTPUT SHEETS F. CUMULATIVE CONDITIONS SYNCHRO OUTPUT SHEETS
G. CUMULATIVE PLUS PROJECT CONDITIONS SYNCHRO OUTPUT SHEETS H. HCS FREEWAY SEGMENT ANALYSIS OUTPUT SHEETS
I. PEAK HOUR SIGNAL WARRANT ANALYSIS
J. SENSITIVITY ANALYSIS
A. EXISTING CONDITIONS

TRAFFIC COUNTS
www.idaxdata.com
to
to
Two-and-a-Half-Hour Count Summaries
Note: For all three-hour count summary, see next page.

Total
0 0
0 0
Peak Hour 31 0 2 49 82 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 8:15 AM 2 0 0 8 10 0 0 0
0 0 0 0 0 0
0 0
8:00 AM 7 0 1 17 25 0 0
0 0 0 0 0 0
0 0 0
7:45 AM 9 0 0 14 23 0
0 0 0 0 0 0
East West North South
7:30 AM 13 0 1 10 24
Total EB WB NB SB Total
19% 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)

EB WB NB SB
- - - - - 50% 50% - 0% - 50% 20%
0 0
441 0
HV 0 29 0 2 0 0 0
0 0 0 0 0 2 2 0 1 0 2 245
441
Peak
Hour
All 0 187 0 2
0 0 1 0 0 0
0 1 48 82 0
HV% - 16% - 100%
8:15 AM 0 29 0 0 0
0 0 1
108
0 0 0
8:00 AM 0 32 0 1 0 0 0 0 0 2 0 0 0 0 0 62 97
1 55 86
0 RT
7:30 AM 0 47 0 1 0

TH RT UT LT TH RT
1 69 150 0
LT
0 0 0 0 1 0
0 7:45 AM 0 79 0 0 0
Interval
Start
US-101 NB Ramps n/a Roy Diaz St Roy Diaz St
15-min
Total
Rolling
One Hour
0 0 0 0 0 1

UT LT TH
SB 19.8% 0.87
TOTAL 18.6% 0.74
Eastbound Westbound Northbound Southbound

UT LT TH RT UT
0 0 0
0 0 0 0 59
1 WB - -
NB 50.0% 0.50
Peak Hour: 7:30 AM 8:30 AM
HV %: PHF
EB 16.4% 0.60
Date: 08-01-2019
Peak Hour Count Period: 6:30 AM 9:00 AM
0 0
0 0 0
0 0
0 0
0 N
Roy Diaz St
US-101 NB Ramps Roy Diaz St
Roy Diaz St
US-101 NB Ramps
TEV: 441
PHF: 0.74
245
2 248
190
1 2
2 4
4 0
2 187 189
247
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-and-a-Half-Hour Count Summaries
Note: Two-and-a-half-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 0
0 0
0 0
0 0
0 0
0 0 0 0 0 0 0 0 0
0 0
Peak Hr 31 0 2 49 82 0 0
Count Total 78 0 4 117 199 0 0 0 0 0 0 0
0 0 0 0 0 0 0
0 0
8:45 AM 7 0 1 10 18 0 0
0 0 0 0 0 0
0 0 0
8:30 AM 12 0 0 10 22 0
8:15 AM 2 0 0 8 10 0 0 0 0 0 0
0 0 0 0 0 0
0 8:00 AM 7 0 1 17 25 0 0 0
0 0 0 0 0 0
0 0
7:45 AM 9 0 0 14 23 0 0
0 0 0 0 0 0
0 0 0
7:30 AM 13 0 1 10 24 0
0 0 0 0 0 0
0 0 0
0 7:00 AM 8 0 0 17 25 0 0 0
0 0 0 0 0 0
9 13 0
EB WB NB SB Total East
7:15 AM 9 0 0 14 23
0 0 0
HV% - 16% - 100% - - 50% 50%
0 0
6:45 AM 7 0 1 8 16 0 0
0 0 0 0 0 0
West North South
6:30 AM 4 0 0
0 2 0 0 0 0 0 2 2 0 1 0 2
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
- - - - 0% - 50% 20% 19%
Peak
Hour
All 0 187 0
0 0 4 4 0 1
0 0 0 1 1 0 0 0 1 48 82 0
245 441 0
HV 0 29 0 2 0
Count Total 0 377 0 5 0 0 0 0 4 497 892 0
0 0 0 0 0 1 0 0 0 0 0 53 86 369
0 0 53 100 433
8:45 AM 0 31 0 1
0 0 0 0 0 0
86 441
8:30 AM 0 47 0 0 0 0 0
0 0 0 0 0 0 1 0 0 0 1 55
0 0 62 97 422
8:15 AM 0 29 0 0
0 0 2 0 0 0
150 398
8:00 AM 0 32 0 1 0 0 0
0 0 0 0 0 0 0 0 1 0 1 69
0 0 59 108 311
7:45 AM 0 79 0 0
0 0 0 1 0 0
67 265
7:30 AM 0 47 0 1 0 0 0
0 0 0 0 0 0 0 0 0 0 0 32
0 0 45 73 0
7:15 AM 0 35 0 0
0 0 0 0 0 0
63 0
7:00 AM 0 28 0 0 0 0 0
0 0 0 0 0 0 2 0 0 0 1 36
0 1 33 62 0
6:45 AM 0 23 0 1
6:30 AM 0 26 0 1 0 0 0 0 0 1 0 0 0
Rolling
One Hour Eastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
US-101 NB Ramps n/a Roy Diaz St Roy Diaz St
15-min
Total

UT LT TH RT UT LT TH RT UT LT TH RT
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-and-a-Half-Hour Count Summaries - Heavy Vehicles
Two-and-a-Half-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.

Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 8:30 AM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
8:15 AM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
8:00 AM 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 7:30 AM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
7:15 AM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
7:00 AM 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0
6:45 AM 0 0 0 0 0
0 0 0 0 0 0

TH RT LT TH RT
6:30 AM 0 0 0 0
Westbound Northbound Southbound

LT TH RT LT TH RT LT
82 0
Interval
Start
US-101 NB Ramps n/a Roy Diaz St Roy Diaz St
15-min
Total
Rolling
One Hour Eastbound
0 0 0 0 0 1 1 0 0 0 1 48
0 2 115 199 0
Peak Hour 0 29 0 2
Count Total 0 75 0 3 0 0 0 0 0 2 2 0 0
0 0 0 0 0 1 0 0 0 0 0 10 18 75
0 0 10 22 80
8:45 AM 0 6 0 1
0 0 0 0 0 0
10 82
8:30 AM 0 12 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 1 7
0 0 17 25 95
8:15 AM 0 2 0 0
0 0 1 0 0 0
23 95
8:00 AM 0 6 0 1 0 0 0
0 0 0 0 0 0 0 0 0 0 0 14
0 0 10 24 88
7:45 AM 0 9 0 0
0 0 0 1 0 0
23 77
7:30 AM 0 12 0 1 0 0 0
0 0 0 0 0 0 0 0 0 0 0 14
0 0 17 25 0
7:15 AM 0 9 0 0
0 0 0 0 0 0
16 0
7:00 AM 0 8 0 0 0 0 0
0 0 0 0 0 0 1 0 0 0 0 8
0 1 8 13 0
6:45 AM 0 7 0 0
0 0 0 0 0 0
TH RT
6:30 AM 0 4 0 0 0 0 0

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
US-101 NB Ramps n/a Roy Diaz St Roy Diaz St
15-min
Total
Rolling
One Hour Eastbound Westbound
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 0
0 0
0 0
0 0
0 0 0 0 0 0 0 0 0
0 0
Peak Hr 37 0 1 39 77 0 0
Count Total 59 0 3 65 127 0 0 0 0 0 0 0
5:45 PM 7 0 0 6 13 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 5:30 PM 4 0 0 5 9 0 0 0
0 0 0 0 0 0
0 0
5:15 PM 6 0 2 6 14 0 0
0 0 0 0 0 0
0 0 0
5:00 PM 8 0 0 5 13 0
0 0 0 0 0 0
0 0 0
0 4:30 PM 9 0 0 12 21 0 0 0
0 0 0 0 0 0
9 14 0
EB WB NB SB Total East
4:45 PM 10 0 0 8 18
0 0 0
HV% - 15% - - - - 100% 0%
0 0
4:15 PM 10 0 1 14 25 0 0
0 0 0 0 0 0
West North South
4:00 PM 5 0 0
0 0 0 0 0 0 0 1 2 0 0 0 3
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
- - - - - - 33% 6% 9%
Peak
Hour
All 0 255 0
0 0 4 5 0 0
0 0 0 1 0 0 0 0 1 38 77 0
638 899 0
HV 0 37 0 0 0
Count Total 0 444 0 1 0 0 0 0 5 1,179 1,638 0
0 0 0 0 0 0 0 0 0 0 0 98 132 752
0 1 143 186 822
5:45 PM 0 33 0 1
0 0 0 0 0 0
189 861
5:30 PM 0 42 0 0 0 0 0
0 0 0 0 0 2 0 0 0 0 0 137
0 2 186 245 899
5:15 PM 0 50 0 0
0 0 0 2 0 0
202 886
5:00 PM 0 55 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 145
0 0 161 225 0
4:45 PM 0 57 0 0
0 0 0 0 0 0
227 0
4:30 PM 0 64 0 0 0 0 0
0 0 0 0 0 1 0 0 0 0 1 146
0 1 163 232 0
4:15 PM 0 79 0 0
4:00 PM 0 64 0 0 0 0 0 0 0 1 3 0 0
Rolling
One Hour Eastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
US-101 NB Ramps n/a Roy Diaz St Roy Diaz St
15-min
Total

UT LT TH RT
SB 6.1% 0.85
TOTAL 8.6% 0.92

UT LT TH RT UT LT TH RT
WB - -
NB 33.3% 0.38
Peak Hour: 4:15 PM 5:15 PM
HV %: PHF
EB 14.5% 0.81
Date: 08-01-2019
Peak Hour Count Period: 4:00 PM 6:00 PM
0 0
0 0 0
0 0
0 0
0 N
Roy Diaz St
US-101 NB Ramps Roy Diaz St
Roy Diaz St
US-101 NB Ramps
TEV: 899
PHF: 0.92
638
3 641
257
0 1
2 3
3 0
0 255 255
639
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.

Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0
0 0
5:45 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
5:30 PM 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 5:00 PM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
4:45 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
4:30 PM 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0
4:15 PM 0 0 0 0 0
0 0 0 0 0 0

TH RT LT TH RT
4:00 PM 0 0 0 0
Westbound Northbound Southbound

LT TH RT LT TH RT LT
77 0
Interval
Start
US-101 NB Ramps n/a Roy Diaz St Roy Diaz St
15-min
Total
Rolling
One Hour Eastbound
0 0 0 0 0 1 0 0 0 0 1 38
0 2 63 127 0
Peak Hour 0 37 0 0
Count Total 0 58 0 1 0 0 0 0 0 3 0 0 0
0 0 0 0 0 0 0 0 0 0 0 6 13 49
0 1 4 9 54
5:45 PM 0 6 0 1
0 0 0 0 0 0
14 66
5:30 PM 0 4 0 0 0 0 0
0 0 0 0 0 2 0 0 0 0 0 6
0 0 5 13 77
5:15 PM 0 6 0 0
0 0 0 0 0 0
18 78
5:00 PM 0 8 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 8
0 0 12 21 0
4:45 PM 0 10 0 0
0 0 0 0 0 0
25 0
4:30 PM 0 9 0 0 0 0 0
0 0 0 0 0 1 0 0 0 0 1 13
0 0 9 14 0
4:15 PM 0 10 0 0
0 0 0 0 0 0
TH RT
4:00 PM 0 5 0 0 0 0 0

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
US-101 NB Ramps n/a Roy Diaz St Roy Diaz St
15-min
Total
Rolling
One Hour Eastbound Westbound
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
to
to
Two-and-a-Half-Hour Count Summaries
Note: For all three-hour count summary, see next page.

Total
1 1
4 1
Peak Hour 13 11 12 3 39 1 0 0 0 1 0 1 6 0 7
8:00 AM
7:30 AM
7:45 AM 4 0
3 4 4 1 12 0 0 0 0 0 0 0
7:15 AM 1 0 0 0
1 3 3 0 7 0 0 0 0 0 0 0
1 0
6 2 3 2 13 1 0 0 1 0
3 2 2 0 7 0 0 0 0 0 0 1 0 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South 1 39 0
HV% 0% 0% 6% 6% - 2% 3% 0% - 8% 0% 13% - 25% 0% 3% 4% 0 Peak
Hour
All 1 3 142 69 0 202 261 3 0 12 27 82 0 4 216
1 0 11 0 1 1
32 1,054 0
HV 0 0 9 4 0 4 7 0 0
1 0
0 323 0
8:00 AM 0 42 12 0 28 49 1 0 6 15 19 0 1 41 8 223 1,054
7:45 AM 1 38 27 0 69 77 2 0 2 3 23 0 0 72 9
218 0
7:30 AM 2 28 14 0 61 87 0 0 2 5 17 0 0 64 10 290 0
7:15 AM 0 0 34 16 0 44 48 0 0 2 4 23 0 3 39 5
Interval
Start
E Alisal St E Alisal St Skyway Blvd Quilla St
15-min
Total
Rolling
One Hour Eastbound Westbound Northbound Southbound

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
Date: 08-01-2019
Peak Hour Count Period: 6:30 AM 9:00 AM
SB 1.2% 0.78
TOTAL 3.7% 0.82
WB 2.4% 0.79
NB 9.9% 0.76
Peak Hour: 7:15 AM 8:15 AM
HV %: PHF
EB 6.0% 0.81
1 0
0 0
00 00
0 0
0 0
6 0
1 0
N
Skyway Blvd
E Alisal St
E Alisal St
Skyway Blvd
E Alisal St Quilla St
TEV: 1,054
PHF: 0.82
32 216
4 252
33 0
3 261
202
466
228
0 12
2782
487
121
0 69
142
3 215
306
1 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-and-a-Half-Hour Count Summaries
Note: Two-and-a-half-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
1 0
3 1
1 4
1 0
5 0
16 0 0 1 0 1 6 0 7
9 0
Peak Hour 13 11 12 3 39 1 0
Count Total 27 31 30 7 95 2 0 1 2 5 1 6
0 0 0 0 0 0 0
2 0
8:45 AM 3 5 5 1 14 0 0
0 0 1 2 0 3
0 0 0
8:30 AM 2 3 4 0 9 1
8:15 AM 2 3 1 1 7 0 0 1 0 1 0
0 0 0 0 1 0
0 8:00 AM 3 4 4 1 12 0 0 0
0 0 0 0 0 4
0 0
7:45 AM 1 3 3 0 7 0 0
0 0 0 0 0 1
0 1 0
7:30 AM 3 2 2 0 7 0
1 0 0 0 1 0
2 0 0
0 7:00 AM 1 2 1 1 5 0 0 0
0 1 1 0 0 0
1 10 0
EB WB NB SB Total East
7:15 AM 6 2 3 2 13
0 0 1
HV% 0% 0% 6% 6% - - 8% 0%
1 0
6:45 AM 4 3 4 0 11 0 0
0 0 0 0 0 0
West North South
6:30 AM 2 4 3
4 69 0 202 261 3 0 12 27 82 0 4 216
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
2% 3% 0% 13% - 25% 0% 3% 4%
Peak
Hour
All 1 3 142
12 0 35 68 223 0
7 0 0 1 0 11 0 1 1 1 39 0
32 1,054 0
HV 0 0 9 4 0
Count Total 2 6 398 124 0 391 592 35 453 79 2,418 0
0 24 47 4 0 9 7 27 0 0 23 7 182 794
1 19 8 199 935
8:45 AM 0 0 25 9
2 0 6 10 24 0
190 1,026
8:30 AM 0 0 32 10 0 28 59
0 24 56 1 0 3 3 18 0 0 31 10
1 41 8 223 1,054
8:15 AM 1 1 35 7
1 0 6 15 19 0
323 1,015
8:00 AM 1 0 42 12 0 28 49
0 69 77 2 0 2 3 23 0 0 72 9
0 64 10 290 947
7:45 AM 0 1 38 27
0 0 2 5 17 0
218 1,011
7:30 AM 0 2 28 14 0 61 87
0 44 48 0 0 2 4 23 0 3 39 5
3 34 8 184 0
7:15 AM 0 0 34 16
1 0 1 7 24 0
255 0
7:00 AM 0 1 27 6 0 24 48
0 34 53 0 0 3 8 25 0 9 57 4
18 73 10 354 0
6:45 AM 0 1 48 13
6:30 AM 0 0 89 10 0 55 68 1 0 1 6 23 0

UT LT TH RT UT LT
Rolling
One Hour Eastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
E Alisal St E Alisal St Skyway Blvd Quilla St
15-min
Total

UT LT TH RT TH RT
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-and-a-Half-Hour Count Summaries - Heavy Vehicles
Two-and-a-Half-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 1
0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 1 0 0 0
0 1 1 0 0 0
0 0 0 0
0 1
0 0 0
0 LT TH
0 0 0 0 0 0 0 0
0 0 0
0 0
0 0 0
0 0 0
0 LT TH
0 0 0 0 0 0 1
0 0 1 2 5 0
0 0
0 0
Peak Hour
Count Total 0 0
0 0 0 0 0 0 0 0 3
2 3
8:45 AM
0 0 0
1 8:30 AM
0 0 0 0 0 1 1
0 1 0
0 0 0
0 0
0 1
8:15 AM
0 0 0 0
1 8:00 AM
0 0 0 0 0 0 0
0 2
7:45 AM
0 0 0
0 0 0
0 0 0
0 0 0
2 7:30 AM
0 0 0 1
0 0
7:15 AM
0 0 0 0
0 7:00 AM
6:45 AM 0 0 0 0 0 0 1 1
0 0
0 0 0
6:30 AM 0 0
RT
39 0
Interval
Start
E Alisal St E Alisal St Skyway Blvd Quilla St
15-min
Total
Rolling
One Hour
0 4 7 0 0 1 0 11 0 1 1 1

LT TH RT RT LT TH RT
1 4 2 95 0
Peak Hour 0 0 9 4
Count Total 0 1 22 4 0 16 14 1 0 2 1 27 0
0 3 2 0 0 1 0 4 0 0 1 0 14 42
0 0 0 9 35
8:45 AM 0 0 3 0
0 0 0 1 3 0
7 33
8:30 AM 0 0 2 0 0 2 1
0 2 1 0 0 0 0 1 0 0 0 1
0 1 0 12 39
8:15 AM 0 1 1 0
0 0 1 0 3 0
7 32
8:00 AM 0 0 1 2 0 1 3
0 1 2 0 0 0 0 3 0 0 0 0
0 0 0 7 36
7:45 AM 0 0 1 0
0 0 0 0 2 0
13 39
7:30 AM 0 0 2 1 0 1 1
0 1 1 0 0 0 0 3 0 1 0 1
0 1 0 5 0
7:15 AM 0 0 5 1
0 0 0 0 1 0
11 0
7:00 AM 0 0 1 0 0 1 1
0 2 1 0 0 0 0 4 0 0 0 0
0 1 0 10 0
6:45 AM 0 0 4 0
1 0 0 0 3 0
TH RT
6:30 AM 0 0 2 0 0 2 1

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
E Alisal St E Alisal St Skyway Blvd Quilla St
15-min
Total
Rolling
One Hour Eastbound Westbound
Eastbound Westbound Northbound Southbound
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
10 3
5 0
5 2
2 2
29 0 0 2 0 4 8 0 12
17 0
Peak Hour 16 13 19 1 49 1 1
Count Total 33 22 46 2 103 1 2 0 0 3 0 12
5:45 PM 3 2 5 0 10 0 0 0 0 0 0 0 2 0
0 1 0 2 0 0
0 5:30 PM 2 3 6 0 11 0 1 0
0 0 1 0 1 1
3 0
5:15 PM 3 2 5 0 10 1 0
0 0 0 0 0 2
0 0 0
5:00 PM 3 1 6 1 11 0
0 1 0 0 1 0
1 4 0
0 4:30 PM 4 7 3 0 14 0 0 0
0 0 0 0 2 1
0 18 0
EB WB NB SB Total East
4:45 PM 6 3 5 0 14
0 0 0
HV% 0% 0% 3% 2% 0% 0% 1% 1%
6 0
4:15 PM 5 1 8 1 15 0 0
0 0 0 0 0 4
West North South
4:00 PM 7 3 8
12 59 5 125 338 11 1 149 253 574 0 14 83
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
10% 0% 0% 3% - 0% 1% 0% 2%
Peak
Hour
All 2 20 439
24 1 276 458 1,044 0
1 0 0 1 2 16 0 0 1 0 49 0
57 2,130 0
HV 0 0 15 1 0
Count Total 5 38 848 98 6 236 606 22 160 111 3,933 0
1 17 68 1 0 20 45 104 0 1 13 17 421 2,019
3 13 15 483 2,114
5:45 PM 2 10 114 8
3 0 32 69 130 0
550 2,130
5:30 PM 0 4 112 10 0 32 60
1 23 70 1 1 33 57 157 0 3 28 15
2 12 16 565 2,033
5:15 PM 0 4 144 13
2 0 53 74 163 0
516 1,914
5:00 PM 0 9 103 12 2 35 82
1 31 96 7 0 34 64 128 0 3 20 14
6 23 12 499 0
4:45 PM 0 5 94 19
1 0 29 58 126 0
453 0
4:30 PM 2 2 98 15 1 36 90
0 27 64 8 0 38 44 128 0 2 19 14
2 32 8 446 0
4:15 PM 1 1 95 12
4:00 PM 0 3 88 9 0 35 76 1 0 37 47 108 0

UT LT TH RT UT LT
Rolling
One Hour Eastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
E Alisal St E Alisal St Skyway Blvd Quilla St
15-min
Total

UT LT TH RT
Date: 08-01-2019
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 0.6% 0.84
TOTAL 2.3% 0.94
TH RT
WB 2.7% 0.89
NB 1.9% 0.84
Peak Hour: 4:30 PM 5:30 PM
HV %: PHF
EB 3.1% 0.81
0 0
1 0
00 00
0 0
0 1
8 0
4 0
N
Skyway Blvd
E Alisal St
E Alisal St
Skyway Blvd
E Alisal St Quilla St
TEV: 2,130
PHF: 0.94
57 83
14 154
284
0 11
338
125
479
1,032
5 149
253574
268
977
1 59
439
20 520
546
2 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 1 0
0 0 0
1 0 0 1 0 0
1 0 0 1 1 0
0 0 0 0
0 0
0 0 0
0 LT TH
0 0 0 0 0 0 0 0
0 0 0
0 0
0 0 0
0 0 0
0 LT TH
0 0 0 0 0 0 2
0 0 0 0 3 0
0 0
0 0
Peak Hour
Count Total 0 0
0 0 0 0 0 0 0 0 0 2
1 3
5:45 PM
0 0 0 0
2 5:30 PM
0 0 0 0 0 0 1
0 1
5:15 PM
0 0 0
1 0 0
0 0 0
0 0 0
1 5:00 PM
0 0 0 1
0 0
4:45 PM
0 0 0 0
0 4:30 PM
4:15 PM 0 0 0 0 0 0 0 0
0 0
1 0 0
4:00 PM 0 0
RT
49 0
Interval
Start
E Alisal St E Alisal St Skyway Blvd Quilla St
15-min
Total
Rolling
One Hour
0 12 1 0 0 1 2 16 0 0 1 0

LT TH RT RT LT TH RT
0 2 0 103 0
Peak Hour 0 0 15 1
Count Total 0 1 29 3 0 18 4 0 0 1 3 42 0
0 1 1 0 0 0 0 5 0 0 0 0 10 42
0 0 0 11 46
5:45 PM 0 0 3 0
0 0 0 0 6 0
10 49
5:30 PM 0 0 2 0 0 3 0
0 2 0 0 0 0 0 5 0 0 0 0
0 1 0 11 54
5:15 PM 0 0 3 0
0 0 1 0 5 0
14 61
5:00 PM 0 0 3 0 0 1 0
0 3 0 0 0 0 0 5 0 0 0 0
0 0 0 14 0
4:45 PM 0 0 6 0
0 0 0 2 1 0
15 0
4:30 PM 0 0 3 1 0 6 1
0 0 1 0 0 0 0 8 0 0 1 0
0 0 0 18 0
4:15 PM 0 1 2 2
0 0 0 1 7 0
TH RT
4:00 PM 0 0 7 0 0 2 1

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
E Alisal St E Alisal St Skyway Blvd Quilla St
15-min
Total
Rolling
One Hour Eastbound Westbound
Eastbound Westbound Northbound Southbound
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
to
to
Two-and-a-Half-Hour Count Summaries
Note: For all three-hour count summary, see next page.

Total
0 0
0 0
Peak Hour 81 68 46 27 222 0 0 0 0 0 0 0 0 0 0
8:00 AM
7:30 AM
7:45 AM 0 0
19 16 9 9 53 0 0 0 0 0 0 0
7:15 AM 0 0 0 0
22 21 14 7 64 0 0 0 0 0 0 0
0 0
24 14 12 7 57 0 0 0 0 0
16 17 11 4 48 0 0 0 0 0 0 0 0 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South 8 222 0
HV% - 27% 55% 21% - 2% 14% 2% - 10% 8% 28% - 43% 10% 12% 13% 0 Peak
Hour
All 0 64 22 251 0 280 444 52 0 229 103 57 0 23 86
22 8 16 0 10 9
67 1,678 0
HV 0 17 12 52 0 6 61 1 0
0 0
0 513 0
8:00 AM 19 3 70 0 79 121 15 0 41 20 10 0 8 27 16 429 1,678 7:45 AM 12 6 83 0 92 134 12 0 81 31 15 0 4 26 17
332 0
7:30 AM 15 7 58 0 59 103 12 0 51 30 23 0 5 24 17 404 0
7:15 AM 0 18 6 40 0 50 86 13 0 56 22 9 0 6 9 17
Interval
Start
Airport Blvd US-101 SB Ramps Terven Ave Terven Ave
15-min
Total
Rolling
One Hour Eastbound Westbound Northbound Southbound

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
Date: 08-01-2019
Peak Hour Count Period: 6:30 AM 9:00 AM
SB 15.3% 0.86
TOTAL 13.2% 0.82
WB 8.8% 0.82
NB 11.8% 0.77
Peak Hour: 7:15 AM 8:15 AM
HV %: PHF
EB 24.0% 0.83
0 0
0 0
00 00
0 0
0 0
0 0
0 0
N
Terven Ave
Airport Blvd
US-101 SB
Ramps
Terven Ave
Airport Blvd
Terven Ave
TEV: 1,678
PHF: 0.82
67 86
23 176
219
0 52
444
280
776
102
0 57
229
103
617
389
0 251
22 64
337
740
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-and-a-Half-Hour Count Summaries
Note: Two-and-a-half-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 1
1 0
0 0
0 1
0 0
3 0 0 0 0 0 0 0 0
1 0
Peak Hour 81 68 46 27 222 0 0
Count Total 183 142 99 88 512 2 0 1 0 3 1 1
0 0 0 0 0 0 0
0 0
8:45 AM 21 14 10 14 59 0 0
0 0 0 1 0 0
1 0 0
8:30 AM 15 13 11 9 48 1
8:15 AM 14 10 7 7 38 1 0 0 0 1 0
0 0 0 0 0 0
0 8:00 AM 19 16 9 9 53 0 0 0
0 0 0 0 0 0
0 0
7:45 AM 22 21 14 7 64 0 0
0 0 0 0 0 0
0 0 0
7:30 AM 16 17 11 4 48 0
0 0 0 0 0 0
0 1 0
0 7:00 AM 24 13 12 9 58 0 0 0
1 0 1 1 0 0
12 50 0
EB WB NB SB Total East
7:15 AM 24 14 12 7 57
0 0 0
HV% - 27% 55% 21% - - 10% 8%
0 0
6:45 AM 11 11 5 10 37 0 0
0 0 0 0 0 0
West North South
6:30 AM 17 13 8
6 251 0 280 444 52 0 229 103 57 0 23 86
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
2% 14% 2% 28% - 43% 10% 12% 13%
Peak
Hour
All 0 64 22
109 0 547 200 145 0
61 1 0 22 8 16 0 10 9 8 222 0
67 1,678 0
HV 0 17 12 52 0
Count Total 0 152 53 542 0 485 976 67 189 190 3,655 0
0 31 68 5 0 39 9 7 0 6 21 18 268 1,286
5 13 23 303 1,531
8:45 AM 0 15 4 45
8 0 35 29 9 0
286 1,632
8:30 AM 0 21 5 60 0 33 62
0 45 62 7 0 28 17 12 0 7 26 14
8 27 16 429 1,678
8:15 AM 0 14 5 49
15 0 41 20 10 0
513 1,557
8:00 AM 0 19 3 70 0 79 121
0 92 134 12 0 81 31 15 0 4 26 17
5 24 17 404 1,484
7:45 AM 0 12 6 83
12 0 51 30 23 0
332 1,452
7:30 AM 0 15 7 58 0 59 103
0 50 86 13 0 56 22 9 0 6 9 17
9 15 16 308 0
7:15 AM 0 18 6 40
12 0 51 12 14 0
440 0
7:00 AM 0 16 8 48 0 28 79
0 42 150 11 0 92 16 15 0 6 16 31
11 12 21 372 0
6:45 AM 0 10 2 49
6:30 AM 0 12 7 40 0 26 111 14 0 73 14 31 0

UT LT TH RT UT LT
Rolling
One Hour Eastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
Airport Blvd US-101 SB Ramps Terven Ave Terven Ave
15-min
Total

UT LT TH RT TH RT
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-and-a-Half-Hour Count Summaries - Heavy Vehicles
Two-and-a-Half-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0 0 0 0
0 0 2 0 0 0
0 0 0 0
0 0
0 0 0
0 LT TH
0 0 0 0 0 0 0 0
0 0 0
0 0
0 0 0
0 0 0
0 LT TH
0 0 0 0 0 0 0
0 0 1 0 3 0
0 0
0 0
Peak Hour
Count Total 0 0
0 0 0 0 0 0 0 0 2
1 2
8:45 AM
0 0 0
1 8:30 AM
0 0 1 0 0 0 1
0 0 1
0 0 0
0 0
0 0
8:15 AM
0 0 0 0
0 8:00 AM
0 0 0 0 0 0 0
0 1
7:45 AM
0 0 0
0 0 0
0 0 0
0 0 0
1 7:30 AM
0 0 0 0
0 0
7:15 AM
0 0 0 0
0 7:00 AM
6:45 AM 0 0 0 1 0 0 0 1
0 0
0 0 0
6:30 AM 0 0
RT
222 0
Interval
Start
Airport Blvd US-101 SB Ramps Terven Ave Terven Ave
15-min
Total
Rolling
One Hour
0 6 61 1 0 22 8 16 0 10 9 8

LT TH RT RT LT TH RT
27 21 40 512 0
Peak Hour 0 17 12 52
Count Total 0 44 25 114 0 13 119 10 0 52 18 29 0
0 0 12 2 0 8 1 1 0 2 3 9 59 198
0 1 8 48 203
8:45 AM 0 5 1 15
2 0 4 6 1 0
38 203
8:30 AM 0 3 2 10 0 0 11
0 3 6 1 0 3 1 3 0 3 0 4
4 3 2 53 222
8:15 AM 0 4 3 7
0 0 3 3 3 0
64 227
8:00 AM 0 5 0 14 0 3 13
0 2 19 0 0 7 3 4 0 1 3 3
3 0 1 48 200
7:45 AM 0 4 4 14
1 0 4 1 6 0
57 202
7:30 AM 0 4 2 10 0 0 16
0 1 13 0 0 8 1 3 0 2 3 2
3 3 3 58 0
7:15 AM 0 4 6 14
3 0 9 0 3 0
37 0
7:00 AM 0 9 3 12 0 0 10
0 2 8 1 0 3 1 1 0 4 3 3
5 2 5 50 0
6:45 AM 0 2 0 9
0 0 3 1 4 0
TH RT
6:30 AM 0 4 4 9 0 2 11

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
Airport Blvd US-101 SB Ramps Terven Ave Terven Ave
15-min
Total
Rolling
One Hour Eastbound Westbound
Eastbound Westbound Northbound Southbound
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
1 1
1 0
0 1
0 0
4 0 0 0 0 1 0 0 1
2 0
Peak Hour 51 72 40 51 214 0 0
Count Total 132 143 75 101 451 1 0 0 0 1 0 2
5:45 PM 20 19 5 11 55 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 5:30 PM 12 18 10 9 49 0 0 0
0 0 0 0 1 0
0 0
5:15 PM 12 24 10 13 59 0 0
0 0 0 0 0 0
0 0 0
5:00 PM 13 15 9 14 51 0
0 0 0 0 0 0
1 0 0
0 4:30 PM 17 14 16 11 58 0 0 0
0 0 1 0 0 1
12 61 0
EB WB NB SB Total East
4:45 PM 14 15 11 15 55
0 0 0
HV% - 6% 28% 4% - - 10% 10%
1 0
4:15 PM 20 17 10 16 63 1 0
0 0 0 0 0 0
West North South
4:00 PM 24 21 4
13 783 0 185 203 26 0 200 127 116 0 59 116
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
7% 26% 23% 6% - 19% 9% 37% 10%
Peak
Hour
All 0 106 46
56 0 390 234 193 0
53 6 0 20 13 7 0 11 11 29 214 0
78 2,045 0
HV 0 6 13 32 0
Count Total 1 223 94 1,481 0 341 437 106 234 156 3,946 0 0 45 49 4 0 31 15 22 0 7 29 17 371 1,932
13 30 10 496 2,045
5:45 PM 1 20 9 122
8 0 50 35 32 0
512 2,024
5:30 PM 0 29 12 192 0 51 34
0 66 77 10 0 46 26 25 0 16 24 18
20 31 28 553 2,031
5:15 PM 0 26 11 167
5 0 49 37 35 0
484 2,014
5:00 PM 0 27 10 231 0 31 49
0 37 43 3 0 55 29 24 0 10 31 22
17 39 17 475 0
4:45 PM 0 24 13 193
10 0 51 29 25 0
519 0
4:30 PM 0 19 20 176 0 29 43
0 37 64 9 0 60 31 15 0 18 28 23
5 22 21 536 0
4:15 PM 0 30 6 198
4:00 PM 0 48 13 202 0 45 78 7 0 48 32 15 0

UT LT TH RT UT LT
Rolling
One Hour Eastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
Airport Blvd US-101 SB Ramps Terven Ave Terven Ave
15-min
Total

UT LT TH RT
Date: 08-01-2019
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 20.2% 0.80
TOTAL 10.5% 0.92
TH RT
WB 17.4% 0.68
NB 9.0% 0.92
Peak Hour: 4:45 PM 5:45 PM
HV %: PHF
EB 5.5% 0.87
0 0
0 0
00 00
0 0
0 0
0 0
1 0
N
Terven Ave
Airport Blvd
US-101 SB
Ramps
Terven Ave
Airport Blvd
Terven Ave
TEV: 2,045
PHF: 0.92
78 116
59 253
259
0 26
203
185
414
221
0 200
127116
1,084
443
0 783
46 106
935
481
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0 0 0 0
1 0 0 0 0 0
0 0 0 0
0 0
0 0 0
0 LT TH
0 0 0 0 0 0 0 0
0 0 0
0 0
0 0 0
0 0 0
0 LT TH
0 0 0 0 0 0 0
0 0 0 0 1 0
0 0
0 0
Peak Hour
Count Total 0 0
0 0 0 0 0 0 0 0 0 0
0 0
5:45 PM
0 0 0 0
0 5:30 PM
0 0 0 0 0 0 0
0 1
5:15 PM
0 0 0
0 0 0
0 0 0
0 0 0
1 5:00 PM
0 0 0 0
0 0
4:45 PM
0 0 0 0
0 4:30 PM
4:15 PM 1 0 0 0 0 0 0 1
0 0
0 0 0
4:00 PM 0 0
RT
214 0
Interval
Start
Airport Blvd US-101 SB Ramps Terven Ave Terven Ave
15-min
Total
Rolling
One Hour
0 13 53 6 0 20 13 7 0 11 11 29

LT TH RT RT LT TH RT
19 23 59 451 0
Peak Hour 0 6 13 32
Count Total 0 25 28 79 0 20 109 14 0 42 22 11 0
0 0 19 0 0 5 0 0 0 1 1 9 55 214
1 2 6 49 214
5:45 PM 0 5 4 11
3 0 3 5 2 0
59 223
5:30 PM 0 0 3 9 0 4 11
0 3 19 2 0 3 4 3 0 2 4 7
3 3 8 51 227
5:15 PM 0 1 5 6
0 0 7 2 0 0
55 237
5:00 PM 0 2 2 9 0 5 10
0 1 13 1 0 7 2 2 0 5 2 8
1 2 8 58 0
4:45 PM 0 3 3 8
4 0 10 4 2 0
63 0
4:30 PM 0 3 5 9 0 1 9
0 2 14 1 0 5 4 1 0 5 4 7
1 5 6 61 0
4:15 PM 0 7 1 12
3 0 2 1 1 0
TH RT
4:00 PM 0 4 5 15 0 4 14

UT LT TH RT UT LT
Northbound Southbound

OUTPUT SHEETS
Salinas Airport TIA Existing
1: Roy Diaz Street & US 101 NB Ramps Timing Plan: AM Peak Kimley-Horn & Associates Synchro 10 Report
HCM 6th TWSC Page 1
Intersection
Int Delay, s/veh 4.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 215 0 2 2 3 282
Future Vol, veh/h 215 0 2 2 3 282
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 74 74 74 74 74 74
Heavy Vehicles, % 16 100 50 50 50 20
Mvmt Flow 291 0 3 3 4 381
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 13 4 385 0 - 0
Stage 1 4 -----
Stage 2 9 -----
Critical Hdwy 6.56 7.2 4.6 - - -
Critical Hdwy Stg 1 5.56 -----
Critical Hdwy Stg 2 5.56 -----
Follow-up Hdwy 3.644 4.2 2.65 - - -
Pot Cap-1 Maneuver 971 852 954 - - -
Stage 1 984 -----
Stage 2 979 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 968 852 954 - - -
Mov Cap-2 Maneuver 968 -----
Stage 1 981 -----
Stage 2 979 -----
Approach EB NB SB
HCM Control Delay, s 10.3 4.4 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 954 - 968 - -
HCM Lane V/C Ratio 0.003 - 0.3 - -
HCM Control Delay (s) 8.8 - 10.3 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 1.3 - -
Salinas Airport TIA Existing
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Timing Plan: AM Peak Kimley-Horn & Associates Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 74 25 0 322 511 60 263 118 66 26 99 77 Future Volume (veh/h) 74 25 0 322 511 60 263 118 66 26 99 77 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1500 1085 0 1870 1693 1693 1781 1781 1485 1752 1752 1722 Adj Flow Rate, veh/h 90 30 0 393 623 73 321 144 0 32 121 94 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 27 55 0 2 14 14 8 8 28 10 10 12
Cap, veh/h 108 163 0 418 897 105 326 146 67 254 271
Arrive On Green 0.08 0.15 0.00 0.23 0.31 0.31 0.27 0.27 0.00 0.19 0.19 0.19 Sat Flow, veh/h 1428 1085 0 1781 2900 339 1189 533 1259 363 1371 1459 Grp Volume(v), veh/h 90 30 0 393 345 351 465 0 0 153 0 94 Grp Sat Flow(s),veh/h/ln 1428 1085 0 1781 1608 1631 1722 0 1259 1734 0 1459 Q Serve(g_s), s 7.0 2.7 0.0 24.3 21.2 21.2 30.1 0.0 0.0 8.8 0.0 6.3 Cycle Q Clear(g_c), s 7.0 2.7 0.0 24.3 21.2 21.2 30.1 0.0 0.0 8.8 0.0 6.3 Prop In Lane 1.00 0.00 1.00 0.21 0.69 1.00 0.21 1.00
Lane Grp Cap(c), veh/h 108 163 0 418 497 505 473 0 321 0 271 V/C Ratio(X) 0.83 0.18 0.00 0.94 0.69 0.70 0.98 0.00 0.48 0.00 0.35 Avail Cap(c_a), veh/h 271 163 0 418 497 505 473 0 321 0 271 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 51.1 41.6 0.0 42.2 34.1 34.1 40.5 0.0 0.0 40.8 0.0 39.8 Incr Delay (d2), s/veh 6.1 2.5 0.0 29.3 7.8 7.7 37.6 0.0 0.0 5.0 0.0 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.8 0.0 13.6 9.0 9.1 17.1 0.0 0.0 4.3 0.0 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.2 44.1 0.0 71.5 41.8 41.8 78.0 0.0 0.0 45.8 0.0 43.3 LnGrp LOS E D A E D D E A D A D
Approach Vol, veh/h 120 1089 465 A 247
Approach Delay, s/veh 53.9 52.5 78.0 44.9
Approach LOS D D E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 30.0 22.2 25.0 12.2 40.0 35.0
Change Period (Y+Rc), s 3.7 5.3 * 4.2 3.7 5.3 4.2
Max Green Setting (Gmax), s 26.3 14.7 * 21 21.3 34.7 30.8 Max Q Clear Time (g_c+I1), s 26.3 4.7 10.8 9.0 23.2 32.1 Green Ext Time (p_c), s 0.0 0.0 0.5 0.1 2.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 57.8
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

Salinas Airport TIA Existing
3: Roy Diaz Street & Airport Boulevard Timing Plan: AM Peak Kimley-Horn & Associates Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 479 153 114 284 85 142
Future Volume (veh/h) 479 153 114 284 85 142
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 521 166 124 309 92 154
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 1004 1843 158 1317 220 196
Arrive On Green 0.55 0.55 0.09 0.72 0.13 0.13
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 521 166 124 309 92 154
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 13.5 1.6 5.2 4.3 3.7 7.2
Cycle Q Clear(g_c), s 13.5 1.6 5.2 4.3 3.7 7.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1004 1843 158 1317 220 196
V/C Ratio(X) 0.52 0.09 0.78 0.23 0.42 0.79
Avail Cap(c_a), veh/h 1004 1843 302 1317 325 289
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 10.9 4.3 33.6 3.7 30.4 32.0
Incr Delay (d2), s/veh 1.9 0.1 8.3 0.4 1.3 8.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln4.9 0.6 2.4 1.0 1.6 3.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.8 4.4 41.9 4.1 31.7 40.3
LnGrp LOS B A D A C D
Approach Vol, veh/h 687 433 246
Approach Delay, s/veh 10.8 14.9 37.1
Approach LOS B B D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s12.8 47.2 60.0 15.5
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 7.2 15.5 6.3 9.2
Green Ext Time (p_c), s 0.1 3.6 1.8 0.3
Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Salinas Airport TIA Existing
4: Skyway Boulevard & Airport Boulevard Timing Plan: AM Peak Kimley-Horn & Associates Synchro 10 Report
HCM 6th AWSC Page 4
Intersection
Intersection Delay, s/veh12.9
Intersection LOS B
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 167 24 6 4 16 460
Future Vol, veh/h 167 24 6 4 16 460
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 182 26 7 4 17 500
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 10.2 8.8 14

HCM LOS B A B

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 82% 0% 100% 70% 0% 0%
Vol Thru, % 18% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 30% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 7 3 111 80 16 460
LT Vol 6 0 111 56 0 0
Through Vol 1 3 0 0 16 0
RT Vol 0 0 0 24 0 460
Lane Flow Rate 8 3 121 87 17 500
Geometry Grp 777777
Degree of Util (X) 0.013 0.005 0.208 0.14 0.025 0.62
Departure Headway (Hd) 6.026 5.612 6.2 5.837 5.171 4.467 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 592 635 576 610 693 810
Service Time 3.787 3.373 3.975 3.612 2.899 2.195
HCM Lane V/C Ratio 0.014 0.005 0.21 0.143 0.025 0.617
HCM Control Delay 8.9 8.4 10.6 9.6 8 14.2
HCM Lane LOS AABAAB
HCM 95th-tile Q 0 0 0.8 0.5 0.1 4.4
Salinas Airport TIA Existing
1: Roy Diaz Street & US 101 NB Ramps Timing Plan: PM Peak Kimley-Horn & Associates Synchro 10 Report
HCM 6th TWSC Page 1
Intersection
Int Delay, s/veh 3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 293 0 1 2 3 734
Future Vol, veh/h 293 0 1 2 3 734
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 15 0 100 0 33 6
Mvmt Flow 318 0 1 2 3 798
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 7 3 801 0 - 0
Stage 1 3 -----
Stage 2 4 -----
Critical Hdwy 6.55 6.2 5.1 - - -
Critical Hdwy Stg 1 5.55 -----
Critical Hdwy Stg 2 5.55 -----
Follow-up Hdwy 3.635 3.3 3.1 - - -
Pot Cap-1 Maneuver 981 1087 517 - - -
Stage 1 987 -----
Stage 2 986 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 979 1087 517 - - -
Mov Cap-2 Maneuver 979 -----
Stage 1 985 -----
Stage 2 986 -----
Approach EB NB SB
HCM Control Delay, s 10.4 4 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 517 - 979 - -
HCM Lane V/C Ratio 0.002 - 0.325 - -
HCM Control Delay (s) 12 - 10.4 - -
HCM Lane LOS B - B - -
HCM 95th %tile Q(veh) 0 - 1.4 - -
Salinas Airport TIA Existing
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps Timing Plan: PM Peak Kimley-Horn & Associates Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 122 53 0 213 233 30 230 146 133 68 133 90 Future Volume (veh/h) 122 53 0 213 233 30 230 146 133 68 133 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1485 0 1796 1515 1515 1752 1752 1811 1767 1767 1352 Adj Flow Rate, veh/h 133 58 0 232 253 33 250 159 0 74 145 98 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 6 28 0 7 26 26 10 10 6 9 9 37
Cap, veh/h 164 315 0 265 698 90 293 187 112 219 218
Arrive On Green 0.10 0.21 0.00 0.15 0.27 0.27 0.28 0.28 0.00 0.19 0.19 0.19 Sat Flow, veh/h 1725 1485 0 1711 2563 331 1039 661 1535 587 1150 1144 Grp Volume(v), veh/h 133 58 0 232 141 145 409 0 0 219 0 98 Grp Sat Flow(s),veh/h/ln 1725 1485 0 1711 1439 1455 1700 0 1535 1737 0 1144 Q Serve(g_s), s 8.2 3.5 0.0 14.5 8.6 8.8 24.8 0.0 0.0 12.7 0.0 8.3 Cycle Q Clear(g_c), s 8.2 3.5 0.0 14.5 8.6 8.8 24.8 0.0 0.0 12.7 0.0 8.3 Prop In Lane 1.00 0.00 1.00 0.23 0.61 1.00 0.34 1.00
Lane Grp Cap(c), veh/h 164 315 0 265 392 396 480 0 331 0 218 V/C Ratio(X) 0.81 0.18 0.00 0.88 0.36 0.37 0.85 0.00 0.66 0.00 0.45 Avail Cap(c_a), veh/h 337 315 0 413 392 396 480 0 331 0 218 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.4 35.2 0.0 45.1 32.0 32.1 37.0 0.0 0.0 40.9 0.0 39.1 Incr Delay (d2), s/veh 10.9 1.3 0.0 12.3 2.6 2.6 17.2 0.0 0.0 9.9 0.0 6.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 1.4 0.0 6.8 3.2 3.3 12.1 0.0 0.0 6.4 0.0 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.3 36.5 0.0 57.3 34.6 34.7 54.1 0.0 0.0 50.8 0.0 45.6 LnGrp LOS E D A E C C D A D A D
Approach Vol, veh/h 191 518 409 A 317
Approach Delay, s/veh 52.4 44.8 54.1 49.2
Approach LOS DDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 20.6 28.5 25.0 14.1 35.0 35.0
Change Period (Y+Rc), s 3.7 5.3 * 4.2 3.7 5.3 4.2
Max Green Setting (Gmax), s 26.3 14.7 * 21 21.3 29.7 30.8 Max Q Clear Time (g_c+I1), s 16.5 5.5 14.7 10.2 10.8 26.8 Green Ext Time (p_c), s 0.4 0.1 0.8 0.3 1.4 0.8
Intersection Summary
HCM 6th Ctrl Delay 49.4
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

Salinas Airport TIA Existing
3: Roy Diaz Street & Airport Boulevard Timing Plan: PM Peak Kimley-Horn & Associates Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 662 456 323 336 83 165
Future Volume (veh/h) 662 456 323 336 83 165
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 720 496 351 365 90 179
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 839 1637 297 1294 246 219
Arrive On Green 0.46 0.46 0.17 0.70 0.14 0.14
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 720 496 351 365 90 179
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 26.9 6.8 13.0 5.6 3.6 8.6
Cycle Q Clear(g_c), s 26.9 6.8 13.0 5.6 3.6 8.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 839 1637 297 1294 246 219
V/C Ratio(X) 0.86 0.30 1.18 0.28 0.37 0.82
Avail Cap(c_a), veh/h 839 1637 297 1294 320 284
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 18.7 7.6 31.9 4.2 29.9 32.0
Incr Delay (d2), s/veh 11.1 0.5 111.3 0.5 0.9 13.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln12.1 2.5 14.2 1.5 1.5 3.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.8 8.1 143.2 4.8 30.8 45.2
LnGrp LOS C A F A C D
Approach Vol, veh/h 1216 716 269
Approach Delay, s/veh 20.9 72.6 40.4
Approach LOS C E D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s19.0 41.0 60.0 16.8
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 15.0 28.9 7.6 10.6
Green Ext Time (p_c), s 0.0 3.3 2.1 0.3
Intersection Summary
HCM 6th Ctrl Delay 40.1
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Salinas Airport TIA Existing
4: Skyway Boulevard & Airport Boulevard Timing Plan: PM Peak Kimley-Horn & Associates Synchro 10 Report
HCM 6th AWSC Page 4
Intersection
Intersection Delay, s/veh23.3
Intersection LOS C
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 710 25 20 67 0 199
Future Vol, veh/h 710 25 20 67 0 199
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 772 27 22 73 0 216
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 27.7 10.6 12.4

HCM LOS D B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 47% 0% 100% 90% 0% 0%
Vol Thru, % 53% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 10% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 42 45 473 262 0 199
LT Vol 20 0 473 237 0 0
Through Vol 22 45 0000
RT Vol 0 0 0 25 0 199
Lane Flow Rate 46 49 514 284 0 216
Geometry Grp 777777
Degree of Util (X) 0.092 0.094 0.863 0.468 0 0.367
Departure Headway (Hd) 7.235 6.994 6.037 5.922 6.828 6.114 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 495 512 602 612 0 588
Service Time 4.978 4.737 3.755 3.639 4.567 3.853
HCM Lane V/C Ratio 0.093 0.096 0.854 0.464 0 0.367
HCM Control Delay 10.7 10.5 35.4 13.8 9.6 12.4
HCM Lane LOS BBEBNB
HCM 95th-tile Q 0.3 0.3 9.7 2.5 0 1.7

MOVEMENT SUMMARY
Site: 5 [E. Alisal St @ Skyway Blvd_AM - EX]
New Site
Site Category: (None)
Roundabout
Movement Performance - Vehicles
Mov Demand Flows 95% Back of Queue
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Total HV Vehicles Distance Speed
veh/h % v/c sec veh ft mph
South: Skyway Blvd
3 L2 17 8.0 0.046 3.6 LOS A 0.2 6.0 0.38 0.21 0.38 33.6 8 T1 38 0.0 0.046 3.3 LOS A 0.2 6.0 0.38 0.21 0.38 35.5 18 R2 115 13.0 0.084 3.3 LOS A 0.5 12.5 0.37 0.21 0.37 34.9 Approach 170 9.6 0.084 3.3 LOS A 0.5 12.5 0.38 0.21 0.38 34.9 East: E. Alisal St
1 L2 283 2.0 0.202 4.2 LOS A 1.2 30.4 0.22 0.09 0.22 33.0 6 T1 366 3.0 0.226 4.0 LOS A 1.4 35.7 0.21 0.08 0.21 34.2 16 R2 4 0.0 0.226 3.9 LOS A 1.4 35.7 0.21 0.08 0.21 34.6 Approach 652 2.5 0.226 4.1 LOS A 1.4 35.7 0.21 0.08 0.21 33.6 North: Quilla St
7 L2 6 25.0 0.392 10.0 LOS A 2.0 49.7 0.60 0.62 0.66 32.8 4 T1 302 0.0 0.392 8.5 LOS A 2.0 49.7 0.60 0.62 0.66 33.4 14 R2 45 3.0 0.392 8.6 LOS A 2.0 49.7 0.60 0.62 0.66 30.0 Approach 354 0.8 0.392 8.5 LOS A 2.0 49.7 0.60 0.62 0.66 33.0 West: E. Alisal St
5 L2 6 0.0 0.182 4.6 LOS A 1.2 31.4 0.66 0.50 0.66 34.2 2 T1 199 6.0 0.182 4.9 LOS A 1.2 31.4 0.66 0.50 0.66 33.9 12 R2 96 6.0 0.061 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.2 Approach 301 5.9 0.182 3.3 LOS A 1.2 31.4 0.45 0.34 0.45 34.6 All Vehicles 1477 3.6 0.392 4.9 LOS A 2.0 49.7 0.37 0.28 0.39 33.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: SIDRA Standard.

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 5 [E. Alisal St @ Skyway Blvd_AM - EX]
New Site
Site Category: (None)
Roundabout
Approaches Intersection
South East North West

LOS A A A A A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

MOVEMENT SUMMARY
Site: 5 [E. Alisal St @ Skyway Blvd_PM - EX]
New Site
Site Category: (None)
Roundabout
Movement Performance - Vehicles
Mov Demand Flows 95% Back of Queue
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Total HV Vehicles Distance Speed
veh/h % v/c sec veh ft mph
South: Skyway Blvd
3 L2 184 1.0 0.583 13.0 LOS B 6.2 156.2 0.87 0.92 1.17 28.1 8 T1 310 1.0 0.583 13.0 LOS B 6.2 156.2 0.87 0.92 1.17 30.6 18 R2 702 3.0 0.647 12.4 LOS B 8.6 220.4 0.90 0.93 1.25 30.5 Approach 1196 2.2 0.647 12.7 LOS B 8.6 220.4 0.89 0.93 1.22 30.2 East: E. Alisal St
1 L2 160 10.0 0.219 7.4 LOS A 1.4 36.6 0.71 0.60 0.71 31.4 6 T1 414 0.0 0.376 7.0 LOS A 3.0 75.4 0.76 0.60 0.76 32.4 16 R2 14 0.0 0.376 7.0 LOS A 3.0 75.4 0.76 0.60 0.76 33.2 Approach 587 2.7 0.376 7.1 LOS A 3.0 75.4 0.75 0.60 0.75 32.1 North: Quilla St
7 L2 17 0.0 0.248 7.6 LOS A 1.2 30.7 0.66 0.63 0.66 33.9 4 T1 101 1.0 0.248 7.6 LOS A 1.2 30.7 0.66 0.63 0.66 33.7 14 R2 70 0.0 0.248 7.6 LOS A 1.2 30.7 0.66 0.63 0.66 30.5 Approach 188 0.5 0.248 7.6 LOS A 1.2 30.7 0.66 0.63 0.66 32.7 West: E. Alisal St
5 L2 27 0.0 0.422 6.7 LOS A 3.0 76.0 0.55 0.38 0.55 32.6 2 T1 537 3.0 0.422 6.8 LOS A 3.0 76.0 0.55 0.38 0.55 32.4 12 R2 72 2.0 0.044 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.3 Approach 636 2.8 0.422 6.0 LOS A 3.0 76.0 0.49 0.34 0.49 32.8 All Vehicles 2607 2.3 0.647 9.4 LOS A 8.6 220.4 0.74 0.69 0.89 31.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: SIDRA Standard.

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 5 [E. Alisal St @ Skyway Blvd_PM - EX]
New Site
Site Category: (None)
Roundabout
Approaches Intersection
South East North West

LOS B A A A A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 954 - 968 - -
HCM Lane V/C Ratio 0.003 - 0.3 - -
HCM Control Delay (s) 8.8 - 10.3 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 1.3 - -
Queues
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/09/2019 Salinas Airport TIA 8:00 am 07/31/2019 Existing Synchro 10 Report Kimley-Horn & Associates Page 2
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 90 30 352 393 696 321 144 80 32 215 v/c Ratio 0.87 0.33 0.59 0.25 0.99 0.97 0.26 0.08 0.37 0.86 Control Delay 109.8 57.7 28.6 19.7 64.6 86.3 31.0 0.8 61.1 70.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 109.8 57.7 28.6 19.7 64.6 86.3 31.0 0.8 61.1 70.0 Queue Length 50th (ft) 64 21 79 91 ~490 228 80 0 22 128 Queue Length 95th (ft) #141 46 94 121 #631 #352 122 5 49 #206 Internal Link Dist (ft) 256 427 121 526
Turn Bay Length (ft) 150 200 50
Base Capacity (vph) 104 384 598 1599 701 332 553 1041 97 276 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.87 0.08 0.59 0.25 0.99 0.97 0.26 0.08 0.33 0.78 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/09/2019 Salinas Airport TIA 8:00 am 07/31/2019 Existing Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 74 25 289 322 511 60 263 118 66 26 99 77 Future Volume (veh/h) 74 25 289 322 511 60 263 118 66 26 99 77 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1500 1085 1589 1870 1693 1693 1752 1781 1485 1263 1752 1752 Adj Flow Rate, veh/h 90 30 352 393 623 73 321 144 0 32 121 94 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 27 55 21 2 14 14 10 8 28 43 10 10
Cap, veh/h 103 70 627 1468 619 73 334 572 34 136 106
Arrive On Green 0.07 0.06 0.06 0.42 0.42 0.42 0.20 0.32 0.00 0.03 0.15 0.15 Sat Flow, veh/h 1428 1085 2370 3456 1487 174 1668 1781 1259 1203 914 710 Grp Volume(v), veh/h 90 30 352 393 0 696 321 144 0 32 0 215 Grp Sat Flow(s),veh/h/ln 1428 1085 1185 1728 0 1661 1668 1781 1259 1203 0 1624 Q Serve(g_s), s 6.8 2.9 3.6 8.1 0.0 45.5 20.8 6.5 0.0 2.9 0.0 14.2 Cycle Q Clear(g_c), s 6.8 2.9 3.6 8.1 0.0 45.5 20.8 6.5 0.0 2.9 0.0 14.2 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 0.44
Lane Grp Cap(c), veh/h 103 70 627 1468 0 692 334 572 34 0 242 V/C Ratio(X) 0.87 0.43 0.56 0.27 0.00 1.01 0.96 0.25 0.94 0.00 0.89 Avail Cap(c_a), veh/h 103 337 1210 1468 0 692 334 572 91 0 253 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 50.2 49.2 15.7 20.4 0.0 31.9 43.2 27.4 0.0 53.0 0.0 45.6 Incr Delay (d2), s/veh 48.9 1.6 0.3 0.0 0.0 35.7 38.5 0.1 0.0 56.2 0.0 27.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 0.8 2.2 3.1 0.0 23.6 11.8 2.7 0.0 1.4 0.0 7.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 99.1 50.8 16.0 20.4 0.0 67.6 81.8 27.5 0.0 109.2 0.0 73.5 LnGrp LOS F D B C A F F C F A E
Approach Vol, veh/h 472 1089 465 A 247
Approach Delay, s/veh 34.1 50.6 65.0 78.1
Approach LOS C D E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 50.1 12.3 26.4 20.5 11.6 50.8 7.6 39.3 Change Period (Y+Rc), s 3.7 5.3 4.5 * 4.2 3.7 5.3 4.5 * 4.2 Max Green Setting (Gmax), s 19.5 33.9 21.9 * 17 7.9 45.5 8.3 * 31 Max Q Clear Time (g_c+I1), s 10.1 5.6 22.8 16.2 8.8 47.5 4.9 8.5 Green Ext Time (p_c), s 1.2 1.0 0.0 0.1 0.0 0.0 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 53.1
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

Queues
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 8:00 am 07/31/2019 Existing Synchro 10 Report Kimley-Horn & Associates Page 4
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 521 166 124 309 92 154
v/c Ratio 0.55 0.08 0.53 0.24 0.35 0.66
Control Delay 17.9 0.8 40.0 5.3 33.3 44.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 17.9 0.8 40.0 5.3 33.3 44.9
Queue Length 50th (ft) 182 0 58 49 41 71
Queue Length 95th (ft) 305 8 108 84 83 131
Internal Link Dist (ft) 654 606 1684
Turn Bay Length (ft) 250 400 150
Base Capacity (vph) 946 2152 290 1268 312 279
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.55 0.08 0.43 0.24 0.29 0.55
Intersection Summary
HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 8:00 am 07/31/2019 Existing Synchro 10 Report Kimley-Horn & Associates Page 5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 479 153 114 284 85 142
Future Volume (veh/h) 479 153 114 284 85 142
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 521 166 124 309 92 154
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 444444
Cap, veh/h 1004 1843 158 1317 220 196
Arrive On Green 0.55 0.55 0.09 0.72 0.13 0.13
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 521 166 124 309 92 154
Grp Sat Flow(s),veh/h/ln 1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 13.5 1.6 5.2 4.3 3.7 7.2
Cycle Q Clear(g_c), s 13.5 1.6 5.2 4.3 3.7 7.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1004 1843 158 1317 220 196
V/C Ratio(X) 0.52 0.09 0.78 0.23 0.42 0.79
Avail Cap(c_a), veh/h 1004 1843 302 1317 325 289
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 10.9 4.3 33.6 3.7 30.4 32.0
Incr Delay (d2), s/veh 1.9 0.1 8.3 0.4 1.3 8.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.9 0.6 2.4 1.0 1.6 3.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.8 4.4 41.9 4.1 31.7 40.3
LnGrp LOS B A D A C D
Approach Vol, veh/h 687 433 246
Approach Delay, s/veh 10.8 14.9 37.1
Approach LOS B B D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.8 47.2 60.0 15.5
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 7.2 15.5 6.3 9.2
Green Ext Time (p_c), s 0.1 3.6 1.8 0.3
Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
4: Skyway Boulevard & Airport Boulevard 09/09/2019
Salinas Airport TIA 8:00 am 07/31/2019 Existing Synchro 10 Report Kimley-Horn & Associates Page 6
Intersection
Intersection Delay, s/veh12.9
Intersection LOS B
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 167 24 6 4 16 460
Future Vol, veh/h 167 24 6 4 16 460
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 182 26 7 4 17 500
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 10.2 8.8 14

HCM LOS B A B

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 82% 0% 100% 70% 0% 0%
Vol Thru, % 18% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 30% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 7 3 111 80 16 460
LT Vol 6 0 111 56 0 0
Through Vol 1 3 0 0 16 0
RT Vol 0 0 0 24 0 460
Lane Flow Rate 8 3 121 87 17 500
Geometry Grp 777777
Degree of Util (X) 0.013 0.005 0.208 0.14 0.025 0.62
Departure Headway (Hd) 6.026 5.612 6.2 5.837 5.171 4.467 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 592 635 576 610 693 810
Service Time 3.787 3.373 3.975 3.612 2.899 2.195
HCM Lane V/C Ratio 0.014 0.005 0.21 0.143 0.025 0.617
HCM Control Delay 8.9 8.4 10.6 9.6 8 14.2
HCM Lane LOS AABAAB
HCM 95th-tile Q 0 0 0.8 0.5 0.1 4.4
HCM 6th TWSC
1: Roy Diaz Street & US 101 NB Ramps 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Existing Mitigated Synchro 10 Report Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 293 0 1 2 3 734
Future Vol, veh/h 293 0 1 2 3 734
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 15 0 100 0 33 6
Mvmt Flow 318 0 1 2 3 798
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 7 3 801 0 - 0
Stage 1 3 -----
Stage 2 4 -----
Critical Hdwy 6.55 6.2 5.1 - - -
Critical Hdwy Stg 1 5.55 -----
Critical Hdwy Stg 2 5.55 -----
Follow-up Hdwy 3.635 3.3 3.1 - - -
Pot Cap-1 Maneuver 981 1087 517 - - -
Stage 1 987 -----
Stage 2 986 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 979 1087 517 - - -
Mov Cap-2 Maneuver 979 -----
Stage 1 985 -----
Stage 2 986 -----
Approach EB NB SB
HCM Control Delay, s 10.4 4 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 517 - 979 - -
HCM Lane V/C Ratio 0.002 - 0.325 - -
HCM Control Delay (s) 12 - 10.4 - -
HCM Lane LOS B - B - -
HCM 95th %tile Q(veh) 0 - 1.4 - -
Queues
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/09/2019 Salinas Airport TIA 4:30 pm 08/01/2019 Existing Mitigated Synchro 10 Report Kimley-Horn & Associates Page 2
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 133 58 978 232 286 250 159 145 74 243 v/c Ratio 0.75 0.16 0.71 0.58 0.71 0.81 0.28 0.17 0.45 0.69 Control Delay 62.0 25.7 19.2 39.1 37.6 53.3 23.4 2.9 42.1 35.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 62.0 25.7 19.2 39.1 37.6 53.3 23.4 2.9 42.1 35.6 Queue Length 50th (ft) 66 23 206 56 126 120 61 0 35 94
Queue Length 95th (ft) #154 54 285 91 #237 #236 113 29 75 #193 Internal Link Dist (ft) 256 427 121 526
Turn Bay Length (ft) 150 120 50
Base Capacity (vph) 177 367 1392 432 400 320 561 848 194 353 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.75 0.16 0.70 0.54 0.71 0.78 0.28 0.17 0.38 0.69 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/09/2019 Salinas Airport TIA 4:30 pm 08/01/2019 Existing Mitigated Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 122 53 900 213 233 30 230 146 133 68 133 90 Future Volume (veh/h) 122 53 900 213 233 30 230 146 133 68 133 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1485 1841 1796 1515 1515 1752 1752 1811 1618 1767 1767 Adj Flow Rate, veh/h 133 58 978 232 253 33 250 159 0 74 145 98 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 6 28 4 7 26 26 10 10 6 19 9 9
Cap, veh/h 165 406 1226 322 360 47 289 597 91 222 150
Arrive On Green 0.10 0.27 0.27 0.10 0.27 0.27 0.17 0.34 0.00 0.06 0.23 0.23 Sat Flow, veh/h 1725 1485 2745 3319 1313 171 1668 1752 1535 1541 982 664 Grp Volume(v), veh/h 133 58 978 232 0 286 250 159 0 74 0 243 Grp Sat Flow(s),veh/h/ln 1725 1485 1373 1659 0 1484 1668 1752 1535 1541 0 1646 Q Serve(g_s), s 5.8 2.3 21.0 5.2 0.0 13.3 11.2 5.1 0.0 3.6 0.0 10.3 Cycle Q Clear(g_c), s 5.8 2.3 21.0 5.2 0.0 13.3 11.2 5.1 0.0 3.6 0.0 10.3 Prop In Lane 1.00 1.00 1.00 0.12 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 165 406 1226 322 0 407 289 597 91 0 373 V/C Ratio(X) 0.80 0.14 0.80 0.72 0.00 0.70 0.87 0.27 0.82 0.00 0.65 Avail Cap(c_a), veh/h 186 406 1226 453 0 407 336 597 205 0 373 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.0 21.1 18.3 33.7 0.0 25.1 30.9 18.4 0.0 35.8 0.0 27.0 Incr Delay (d2), s/veh 20.9 0.7 5.5 3.3 0.0 9.7 18.4 1.1 0.0 15.9 0.0 8.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 0.9 7.2 2.1 0.0 5.3 5.6 2.0 0.0 1.8 0.0 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.9 21.9 23.8 37.0 0.0 34.8 49.3 19.5 0.0 51.6 0.0 35.6 LnGrp LOS DCCDACDB DAD
Approach Vol, veh/h 1169 518 409 A 317
Approach Delay, s/veh 27.2 35.8 37.7 39.3
Approach LOS CDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.1 26.3 17.8 21.6 11.1 26.4 9.0 30.4 Change Period (Y+Rc), s 3.7 5.3 4.5 * 4.2 3.7 5.3 4.5 * 4.2 Max Green Setting (Gmax), s 10.5 18.9 15.5 * 17 8.3 21.1 10.2 * 23 Max Q Clear Time (g_c+I1), s 7.2 23.0 13.2 12.3 7.8 15.3 5.6 7.1 Green Ext Time (p_c), s 0.2 0.0 0.2 0.6 0.0 0.7 0.1 0.6 Intersection Summary
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.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

Queues
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Existing Mitigated Synchro 10 Report Kimley-Horn & Associates Page 4
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 720 496 351 365 90 179
v/c Ratio 0.88 0.26 1.22 0.29 0.33 0.72
Control Delay 35.5 4.0 159.3 5.7 32.6 49.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.5 4.0 159.3 5.7 32.6 49.4
Queue Length 50th (ft) 322 34 ~222 63 40 84
Queue Length 95th (ft) #543 52 #381 101 82 #167
Internal Link Dist (ft) 654 609 1684
Turn Bay Length (ft) 250 400 150
Base Capacity (vph) 814 1946 287 1256 309 276
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.88 0.25 1.22 0.29 0.29 0.65
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Existing Mitigated Synchro 10 Report Kimley-Horn & Associates Page 5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 662 456 323 336 83 165
Future Volume (veh/h) 662 456 323 336 83 165
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 720 496 351 365 90 179
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 444444
Cap, veh/h 839 1637 297 1294 246 219
Arrive On Green 0.46 0.46 0.17 0.70 0.14 0.14
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 720 496 351 365 90 179
Grp Sat Flow(s),veh/h/ln 1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 26.9 6.8 13.0 5.6 3.6 8.6
Cycle Q Clear(g_c), s 26.9 6.8 13.0 5.6 3.6 8.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 839 1637 297 1294 246 219
V/C Ratio(X) 0.86 0.30 1.18 0.28 0.37 0.82
Avail Cap(c_a), veh/h 839 1637 297 1294 320 284
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 18.7 7.6 31.9 4.2 29.9 32.0
Incr Delay (d2), s/veh 11.1 0.5 111.3 0.5 0.9 13.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 12.1 2.5 14.2 1.5 1.5 3.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.8 8.1 143.2 4.8 30.8 45.2
LnGrp LOS C A F A C D
Approach Vol, veh/h 1216 716 269
Approach Delay, s/veh 20.9 72.6 40.4
Approach LOS C E D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 19.0 41.0 60.0 16.8
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 15.0 28.9 7.6 10.6
Green Ext Time (p_c), s 0.0 3.3 2.1 0.3
Intersection Summary
HCM 6th Ctrl Delay 40.1
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
4: Skyway Boulevard & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Existing Mitigated Synchro 10 Report Kimley-Horn & Associates Page 6
Intersection
Intersection Delay, s/veh23.3
Intersection LOS C
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 710 25 20 67 0 199
Future Vol, veh/h 710 25 20 67 0 199
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 772 27 22 73 0 216
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 27.7 10.6 12.4

HCM LOS D B B

SYNCHRO OUTPUT SHEETS
HCM 6th TWSC
1: Roy Diaz Street & US 101 NB Ramps 09/05/2019
Salinas Airport TIA 7:15 am 07/31/2019 Existing Plus Project Synchro 10 Report Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 4.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 238 0 2 2 3 290
Future Vol, veh/h 238 0 2 2 3 290
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 74 74 74 74 74 74
Heavy Vehicles, % 16 100 50 50 50 20
Mvmt Flow 322 0 3 3 4 392
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 13 4 396 0 - 0
Stage 1 4 -----
Stage 2 9 -----
Critical Hdwy 6.56 7.2 4.6 - - -
Critical Hdwy Stg 1 5.56 -----
Critical Hdwy Stg 2 5.56 -----
Follow-up Hdwy 3.644 4.2 2.65 - - -
Pot Cap-1 Maneuver 971 852 944 - - -
Stage 1 984 -----
Stage 2 979 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 968 852 944 - - -
Mov Cap-2 Maneuver 968 -----
Stage 1 981 -----
Stage 2 979 -----
Approach EB NB SB
HCM Control Delay, s 10.6 4.4 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 944 - 968 - -
HCM Lane V/C Ratio 0.003 - 0.332 - -
HCM Control Delay (s) 8.8 - 10.6 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 1.5 - -
HCM 6th Signalized Intersection Summary
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/05/2019 Salinas Airport TIA 7:15 am 07/31/2019 Existing Plus Project Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 74 25 0 351 511 60 265 122 76 26 110 77 Future Volume (veh/h) 74 25 0 351 511 60 265 122 76 26 110 77 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1500 1085 0 1870 1693 1693 1781 1781 1485 1752 1752 1722 Adj Flow Rate, veh/h 90 30 0 428 623 73 323 149 0 32 134 94 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 27 55 0 2 14 14 8 8 28 10 10 12
Cap, veh/h 108 163 0 418 897 105 324 149 62 260 271
Arrive On Green 0.08 0.15 0.00 0.23 0.31 0.31 0.27 0.27 0.00 0.19 0.19 0.19 Sat Flow, veh/h 1428 1085 0 1781 2900 339 1179 544 1259 334 1401 1459 Grp Volume(v), veh/h 90 30 0 428 345 351 472 0 0 166 0 94 Grp Sat Flow(s),veh/h/ln 1428 1085 0 1781 1608 1631 1723 0 1259 1735 0 1459 Q Serve(g_s), s 7.0 2.7 0.0 26.3 21.2 21.2 30.7 0.0 0.0 9.7 0.0 6.3 Cycle Q Clear(g_c), s 7.0 2.7 0.0 26.3 21.2 21.2 30.7 0.0 0.0 9.7 0.0 6.3 Prop In Lane 1.00 0.00 1.00 0.21 0.68 1.00 0.19 1.00
Lane Grp Cap(c), veh/h 108 163 0 418 497 505 473 0 322 0 271 V/C Ratio(X) 0.83 0.18 0.00 1.03 0.69 0.70 1.00 0.00 0.52 0.00 0.35 Avail Cap(c_a), veh/h 271 163 0 418 497 505 473 0 322 0 271 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 51.1 41.6 0.0 43.0 34.1 34.1 40.7 0.0 0.0 41.2 0.0 39.8 Incr Delay (d2), s/veh 6.1 2.5 0.0 50.6 7.8 7.7 41.0 0.0 0.0 5.8 0.0 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.8 0.0 16.9 9.0 9.1 17.8 0.0 0.0 4.7 0.0 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.2 44.1 0.0 93.6 41.8 41.8 81.6 0.0 0.0 47.0 0.0 43.3 LnGrp LOS E D A F D D F A D A D
Approach Vol, veh/h 120 1124 472 A 260
Approach Delay, s/veh 53.9 61.5 81.6 45.7
Approach LOS D E F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 30.0 22.2 25.0 12.2 40.0 35.0
Change Period (Y+Rc), s 3.7 5.3 * 4.2 3.7 5.3 4.2
Max Green Setting (Gmax), s 26.3 14.7 * 21 21.3 34.7 30.8 Max Q Clear Time (g_c+I1), s 28.3 4.7 11.7 9.0 23.2 32.7 Green Ext Time (p_c), s 0.0 0.0 0.5 0.1 2.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 63.8
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/05/2019
Salinas Airport TIA 7:15 am 07/31/2019 Existing Plus Project Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 524 153 122 300 85 165
Future Volume (veh/h) 524 153 122 300 85 165
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 570 166 133 326 92 179
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 974 1839 168 1294 247 219
Arrive On Green 0.53 0.53 0.10 0.70 0.14 0.14
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 570 166 133 326 92 179
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 16.2 1.6 5.7 4.9 3.7 8.6
Cycle Q Clear(g_c), s 16.2 1.6 5.7 4.9 3.7 8.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 974 1839 168 1294 247 219
V/C Ratio(X) 0.59 0.09 0.79 0.25 0.37 0.82
Avail Cap(c_a), veh/h 974 1839 297 1294 320 284
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 12.3 4.5 34.0 4.1 29.9 32.0
Incr Delay (d2), s/veh 2.6 0.1 8.0 0.5 0.9 13.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln6.0 0.6 2.6 1.3 1.5 3.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.9 4.6 42.0 4.6 30.9 45.2
LnGrp LOS B A D A C D
Approach Vol, veh/h 736 459 271
Approach Delay, s/veh 12.6 15.4 40.3
Approach LOS B B D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s13.4 46.6 60.0 16.8
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 7.7 18.2 6.9 10.6
Green Ext Time (p_c), s 0.1 3.7 1.9 0.3
Intersection Summary
HCM 6th Ctrl Delay 18.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
4: Skyway Boulevard & Airport Boulevard 09/05/2019
Salinas Airport TIA 7:15 am 07/31/2019 Existing Plus Project Synchro 10 Report Kimley-Horn & Associates Page 4
Intersection
Intersection Delay, s/veh13.6
Intersection LOS B
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 175 24 6 11 39 483
Future Vol, veh/h 175 24 6 11 39 483
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 190 26 7 12 42 525
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 10.4 8.8 15

HCM LOS B A B

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 62% 0% 100% 71% 0% 0%
Vol Thru, % 38% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 29% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 10 7 117 82 39 483
LT Vol 6 0 117 58 0 0
Through Vol 4 7 0 0 39 0
RT Vol 0 0 0 24 0 483
Lane Flow Rate 11 8 127 89 42 525
Geometry Grp 777777
Degree of Util (X) 0.018 0.013 0.223 0.148 0.061 0.658
Departure Headway (Hd) 6.019 5.705 6.319 5.968 5.214 4.51 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 591 623 564 596 686 798
Service Time 3.796 3.481 4.108 3.756 2.95 2.246
HCM Lane V/C Ratio 0.019 0.013 0.225 0.149 0.061 0.658
HCM Control Delay 8.9 8.6 10.9 9.8 8.3 15.5
HCM Lane LOS AABAAC
HCM 95th-tile Q 0.1 0 0.8 0.5 0.2 5
HCM 6th TWSC
1: Roy Diaz Street & US 101 NB Ramps 09/05/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Existing Plus Project Synchro 10 Report Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 297 0 1 2 3 749
Future Vol, veh/h 297 0 1 2 3 749
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 15 0 100 0 33 6
Mvmt Flow 323 0 1 2 3 814
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 7 3 817 0 - 0
Stage 1 3 -----
Stage 2 4 -----
Critical Hdwy 6.55 6.2 5.1 - - -
Critical Hdwy Stg 1 5.55 -----
Critical Hdwy Stg 2 5.55 -----
Follow-up Hdwy 3.635 3.3 3.1 - - -
Pot Cap-1 Maneuver 981 1087 508 - - -
Stage 1 987 -----
Stage 2 986 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 979 1087 508 - - -
Mov Cap-2 Maneuver 979 -----
Stage 1 985 -----
Stage 2 986 -----
Approach EB NB SB
HCM Control Delay, s 10.5 4 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 508 - 979 - -
HCM Lane V/C Ratio 0.002 - 0.33 - -
HCM Control Delay (s) 12.1 - 10.5 - -
HCM Lane LOS B - B - -
HCM 95th %tile Q(veh) 0 - 1.4 - -
HCM 6th Signalized Intersection Summary
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/05/2019 Salinas Airport TIA 4:30 pm 08/01/2019 Existing Plus Project Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 122 53 0 218 233 30 234 153 142 68 135 90 Future Volume (veh/h) 122 53 0 218 233 30 234 153 142 68 135 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1485 0 1796 1515 1515 1752 1752 1811 1767 1767 1352 Adj Flow Rate, veh/h 133 58 0 237 253 33 254 166 0 74 147 98 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 6 28 0 7 26 26 10 10 6 9 9 37
Cap, veh/h 164 311 0 270 698 90 290 190 111 220 218
Arrive On Green 0.10 0.21 0.00 0.16 0.27 0.27 0.28 0.28 0.00 0.19 0.19 0.19 Sat Flow, veh/h 1725 1485 0 1711 2563 331 1028 672 1535 582 1156 1144 Grp Volume(v), veh/h 133 58 0 237 141 145 420 0 0 221 0 98 Grp Sat Flow(s),veh/h/ln 1725 1485 0 1711 1439 1455 1700 0 1535 1738 0 1144 Q Serve(g_s), s 8.2 3.5 0.0 14.8 8.6 8.8 25.7 0.0 0.0 12.9 0.0 8.3 Cycle Q Clear(g_c), s 8.2 3.5 0.0 14.8 8.6 8.8 25.7 0.0 0.0 12.9 0.0 8.3 Prop In Lane 1.00 0.00 1.00 0.23 0.60 1.00 0.33 1.00
Lane Grp Cap(c), veh/h 164 311 0 270 392 396 480 0 331 0 218 V/C Ratio(X) 0.81 0.19 0.00 0.88 0.36 0.37 0.87 0.00 0.67 0.00 0.45 Avail Cap(c_a), veh/h 337 311 0 413 392 396 480 0 331 0 218 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.4 35.5 0.0 44.9 32.0 32.1 37.3 0.0 0.0 40.9 0.0 39.1 Incr Delay (d2), s/veh 10.9 1.3 0.0 12.9 2.6 2.6 19.5 0.0 0.0 10.2 0.0 6.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 1.4 0.0 7.0 3.2 3.3 12.7 0.0 0.0 6.5 0.0 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.3 36.8 0.0 57.8 34.6 34.7 56.7 0.0 0.0 51.1 0.0 45.6 LnGrp LOS E D A E C C E A D A D
Approach Vol, veh/h 191 523 420 A 319
Approach Delay, s/veh 52.5 45.1 56.7 49.4
Approach LOS D D E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 20.9 28.2 25.0 14.1 35.0 35.0
Change Period (Y+Rc), s 3.7 5.3 * 4.2 3.7 5.3 4.2
Max Green Setting (Gmax), s 26.3 14.7 * 21 21.3 29.7 30.8 Max Q Clear Time (g_c+I1), s 16.8 5.5 14.9 10.2 10.8 27.7 Green Ext Time (p_c), s 0.4 0.1 0.8 0.3 1.4 0.7
Intersection Summary
HCM 6th Ctrl Delay 50.4
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/05/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Existing Plus Project Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 670 456 338 366 83 169
Future Volume (veh/h) 670 456 338 366 83 169
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 728 496 367 398 90 184
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 836 1641 296 1290 252 224
Arrive On Green 0.45 0.45 0.17 0.70 0.14 0.14
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 728 496 367 398 90 184
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 27.5 6.8 13.0 6.4 3.6 8.8
Cycle Q Clear(g_c), s 27.5 6.8 13.0 6.4 3.6 8.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 836 1641 296 1290 252 224
V/C Ratio(X) 0.87 0.30 1.24 0.31 0.36 0.82
Avail Cap(c_a), veh/h 836 1641 296 1290 318 283
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 19.0 7.6 32.0 4.4 29.8 32.0
Incr Delay (d2), s/veh 12.0 0.5 133.8 0.6 0.9 14.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln12.6 2.6 16.1 1.7 1.5 4.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.0 8.1 165.9 5.0 30.7 46.2
LnGrp LOS C A F A C D
Approach Vol, veh/h 1224 765 274
Approach Delay, s/veh 21.7 82.2 41.1
Approach LOS C F D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s19.0 41.0 60.0 17.1
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 15.0 29.5 8.4 10.8
Green Ext Time (p_c), s 0.0 3.1 2.4 0.3
Intersection Summary
HCM 6th Ctrl Delay 44.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
4: Skyway Boulevard & Airport Boulevard 09/05/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Existing Plus Project Synchro 10 Report Kimley-Horn & Associates Page 4
Intersection
Intersection Delay, s/veh25.2
Intersection LOS D
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 725 25 20 81 4 203
Future Vol, veh/h 725 25 20 81 4 203
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 788 27 22 88 4 221
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 30.6 10.8 12.6

HCM LOS D B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 43% 0% 100% 91% 0% 0%
Vol Thru, % 57% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 9% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 47 54 483 267 4 203
LT Vol 20 0 483 242 0 0
Through Vol 27 54 0040
RT Vol 0 0 0 25 0 203
Lane Flow Rate 51 59 525 290 4 221
Geometry Grp 777777
Degree of Util (X) 0.103 0.115 0.891 0.482 0.008 0.38
Departure Headway (Hd) 7.292 7.074 6.104 5.991 6.907 6.193 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 491 507 594 603 518 580
Service Time 5.04 4.823 3.826 3.713 4.651 3.936
HCM Lane V/C Ratio 0.104 0.116 0.884 0.481 0.008 0.381
HCM Control Delay 10.9 10.7 39.6 14.2 9.7 12.7
HCM Lane LOS BBEBAB
HCM 95th-tile Q 0.3 0.4 10.6 2.6 0 1.8

MOVEMENT SUMMARY
Site: 5 [E. Alisal St @ Skyway Blvd_AM - EX + Proj]
New Site
Site Category: (None)
Roundabout
Movement Performance - Vehicles
Mov Demand Flows 95% Back of Queue
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Total HV Vehicles Distance Speed
veh/h % v/c sec veh ft mph
South: Skyway Blvd
3 L2 20 1.0 0.051 3.6 LOS A 0.3 6.6 0.37 0.19 0.37 33.6 8 T1 38 1.0 0.051 3.6 LOS A 0.3 6.6 0.37 0.19 0.37 35.1 18 R2 105 3.0 0.075 3.1 LOS A 0.4 10.6 0.36 0.18 0.36 35.0 Approach 164 2.3 0.075 3.3 LOS A 0.4 10.6 0.36 0.19 0.36 34.9 East: E. Alisal St
1 L2 262 10.0 0.214 4.8 LOS A 1.2 32.0 0.23 0.10 0.23 32.5 6 T1 319 0.0 0.203 3.9 LOS A 1.1 28.7 0.20 0.08 0.20 34.6 16 R2 3 0.0 0.203 3.9 LOS A 1.1 28.7 0.20 0.08 0.20 34.8 Approach 584 4.5 0.214 4.3 LOS A 1.2 32.0 0.22 0.09 0.22 33.4 North: Quilla St
7 L2 5 0.0 0.365 8.1 LOS A 1.6 41.3 0.58 0.56 0.58 33.8 4 T1 281 1.0 0.365 8.2 LOS A 1.6 41.3 0.58 0.56 0.58 33.6 14 R2 39 0.0 0.365 8.1 LOS A 1.6 41.3 0.58 0.56 0.58 30.5 Approach 326 0.9 0.365 8.2 LOS A 1.6 41.3 0.58 0.56 0.58 33.3 West: E. Alisal St
5 L2 5 0.0 0.155 4.4 LOS A 1.0 24.8 0.63 0.47 0.63 34.2 2 T1 173 3.0 0.155 4.5 LOS A 1.0 24.8 0.63 0.47 0.63 33.9 12 R2 101 2.0 0.062 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.3 Approach 280 2.6 0.155 2.9 LOS A 1.0 24.8 0.40 0.30 0.40 34.8 All Vehicles 1353 3.0 0.365 4.8 LOS A 1.6 41.3 0.36 0.26 0.36 33.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: SIDRA Standard.

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 5 [E. Alisal St @ Skyway Blvd_AM - EX + Proj]
New Site
Site Category: (None)
Roundabout
Approaches Intersection
South East North West

LOS A A A A A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

MOVEMENT SUMMARY
Site: 5 [E. Alisal St @ Skyway Blvd_PM - EX + Proj]
New Site
Site Category: (None)
Roundabout
Movement Performance - Vehicles
Mov Demand Flows 95% Back of Queue
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Total HV Vehicles Distance Speed
veh/h % v/c sec veh ft mph
South: Skyway Blvd
3 L2 195 1.0 0.611 13.8 LOS B 6.9 174.2 0.88 0.96 1.24 27.7 8 T1 320 1.0 0.611 13.8 LOS B 6.9 174.2 0.88 0.96 1.24 30.3 18 R2 712 3.0 0.659 12.8 LOS B 9.0 231.1 0.90 0.95 1.28 30.4 Approach 1227 2.2 0.659 13.2 LOS B 9.0 231.1 0.90 0.96 1.27 30.0 East: E. Alisal St
1 L2 162 10.0 0.227 7.7 LOS A 1.4 38.4 0.73 0.62 0.73 31.3 6 T1 414 0.0 0.386 7.2 LOS A 3.1 78.2 0.78 0.62 0.78 32.3 16 R2 14 0.0 0.386 7.2 LOS A 3.1 78.2 0.78 0.62 0.78 33.1 Approach 589 2.7 0.386 7.4 LOS A 3.1 78.2 0.77 0.62 0.77 31.9 North: Quilla St
7 L2 17 0.0 0.257 7.8 LOS A 1.3 31.9 0.67 0.64 0.67 33.8 4 T1 104 1.0 0.257 7.8 LOS A 1.3 31.9 0.67 0.64 0.67 33.6 14 R2 70 0.0 0.257 7.8 LOS A 1.3 31.9 0.67 0.64 0.67 30.4 Approach 191 0.5 0.257 7.8 LOS A 1.3 31.9 0.67 0.64 0.67 32.6 West: E. Alisal St
5 L2 27 0.0 0.424 6.7 LOS A 3.0 76.6 0.56 0.39 0.56 32.6 2 T1 537 3.0 0.424 6.8 LOS A 3.0 76.6 0.56 0.39 0.56 32.3 12 R2 76 2.0 0.046 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.3 Approach 639 2.8 0.424 6.0 LOS A 3.0 76.6 0.49 0.34 0.49 32.8 All Vehicles 2647 2.3 0.659 9.8 LOS A 9.0 231.1 0.75 0.71 0.92 31.1 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: SIDRA Standard.

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 5 [E. Alisal St @ Skyway Blvd_PM - EX + Proj]
New Site
Site Category: (None)
Roundabout
Approaches Intersection
South East North West

LOS B A A A A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 944 - 968 - -
HCM Lane V/C Ratio 0.003 - 0.332 - -
HCM Control Delay (s) 8.8 - 10.6 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 1.5 - -
HCM 6th Signalized Intersection Summary
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/09/2019 Salinas Airport TIA 7:15 am 08/01/2019 Existing Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 74 25 294 351 511 60 265 122 76 26 110 77 Future Volume (veh/h) 74 25 294 351 511 60 265 122 76 26 110 77 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1500 1085 1589 1870 1693 1693 1752 1781 1485 1263 1752 1752 Adj Flow Rate, veh/h 90 30 359 428 623 73 323 149 0 32 134 94 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 27 55 21 2 14 14 10 8 28 43 10 10
Cap, veh/h 103 69 627 1401 612 72 335 583 34 148 104
Arrive On Green 0.07 0.06 0.06 0.41 0.41 0.41 0.20 0.33 0.00 0.03 0.15 0.15 Sat Flow, veh/h 1428 1085 2370 3456 1487 174 1668 1781 1259 1203 958 672 Grp Volume(v), veh/h 90 30 359 428 0 696 323 149 0 32 0 228 Grp Sat Flow(s),veh/h/ln 1428 1085 1185 1728 0 1661 1668 1781 1259 1203 0 1631 Q Serve(g_s), s 6.9 2.9 3.8 9.2 0.0 45.3 21.1 6.8 0.0 2.9 0.0 15.1 Cycle Q Clear(g_c), s 6.9 2.9 3.8 9.2 0.0 45.3 21.1 6.8 0.0 2.9 0.0 15.1 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 0.41
Lane Grp Cap(c), veh/h 103 69 627 1401 0 684 335 583 34 0 252 V/C Ratio(X) 0.88 0.43 0.57 0.31 0.00 1.02 0.96 0.26 0.94 0.00 0.90 Avail Cap(c_a), veh/h 103 320 1174 1401 0 684 335 583 91 0 252 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 50.6 49.6 15.7 22.2 0.0 32.4 43.6 27.2 0.0 53.3 0.0 45.7 Incr Delay (d2), s/veh 50.7 1.6 0.3 0.0 0.0 38.8 39.4 0.1 0.0 56.9 0.0 32.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.8 2.2 3.6 0.0 24.1 12.0 2.8 0.0 1.4 0.0 8.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 101.2 51.2 16.1 22.2 0.0 71.2 82.9 27.3 0.0 110.2 0.0 77.7 LnGrp LOS F D B C A F F C F A E
Approach Vol, veh/h 479 1124 472 A 260
Approach Delay, s/veh 34.3 52.6 65.4 81.7
Approach LOS C D E F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 49.9 12.3 26.6 21.2 11.6 50.6 7.6 40.2 Change Period (Y+Rc), s 5.3 * 5.3 4.5 * 4.2 3.7 5.3 4.5 * 4.2 Max Green Setting (Gmax), s 20.8 * 32 22.1 * 17 7.9 45.3 8.3 * 31 Max Q Clear Time (g_c+I1), s 11.2 5.8 23.1 17.1 8.9 47.3 4.9 8.8 Green Ext Time (p_c), s 0.6 1.0 0.0 0.0 0.0 0.0 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 54.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 7:15 am 08/01/2019 Existing Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 524 153 122 300 85 165
Future Volume (veh/h) 524 153 122 300 85 165
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 570 166 133 326 92 179
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 974 1839 168 1294 247 219
Arrive On Green 0.53 0.53 0.10 0.70 0.14 0.14
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 570 166 133 326 92 179
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 16.2 1.6 5.7 4.9 3.7 8.6
Cycle Q Clear(g_c), s 16.2 1.6 5.7 4.9 3.7 8.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 974 1839 168 1294 247 219
V/C Ratio(X) 0.59 0.09 0.79 0.25 0.37 0.82
Avail Cap(c_a), veh/h 974 1839 297 1294 320 284
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 12.3 4.5 34.0 4.1 29.9 32.0
Incr Delay (d2), s/veh 2.6 0.1 8.0 0.5 0.9 13.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln6.0 0.6 2.6 1.3 1.5 3.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.9 4.6 42.0 4.6 30.9 45.2
LnGrp LOS B A D A C D
Approach Vol, veh/h 736 459 271
Approach Delay, s/veh 12.6 15.4 40.3
Approach LOS B B D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s13.4 46.6 60.0 16.8
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 7.7 18.2 6.9 10.6
Green Ext Time (p_c), s 0.1 3.7 1.9 0.3
Intersection Summary
HCM 6th Ctrl Delay 18.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
4: Skyway Boulevard & Airport Boulevard 09/09/2019
Salinas Airport TIA 7:15 am 08/01/2019 Existing Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 4
Intersection
Intersection Delay, s/veh13.6
Intersection LOS B
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 175 24 6 11 39 483
Future Vol, veh/h 175 24 6 11 39 483
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 190 26 7 12 42 525
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 10.4 8.8 15

HCM LOS B A B

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 62% 0% 100% 71% 0% 0%
Vol Thru, % 38% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 29% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 10 7 117 82 39 483
LT Vol 6 0 117 58 0 0
Through Vol 4 7 0 0 39 0
RT Vol 0 0 0 24 0 483
Lane Flow Rate 11 8 127 89 42 525
Geometry Grp 777777
Degree of Util (X) 0.018 0.013 0.223 0.148 0.061 0.658
Departure Headway (Hd) 6.019 5.705 6.319 5.968 5.214 4.51 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 591 623 564 596 686 798
Service Time 3.796 3.481 4.108 3.756 2.95 2.246
HCM Lane V/C Ratio 0.019 0.013 0.225 0.149 0.061 0.658
HCM Control Delay 8.9 8.6 10.9 9.8 8.3 15.5
HCM Lane LOS AABAAC
HCM 95th-tile Q 0.1 0 0.8 0.5 0.2 5
HCM 6th TWSC
1: Roy Diaz Street & US 101 NB Ramps 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Existing Plus Project Synchro 10 Report Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 297 0 1 2 3 749
Future Vol, veh/h 297 0 1 2 3 749
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 15 0 100 0 33 6
Mvmt Flow 323 0 1 2 3 814
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 7 3 817 0 - 0
Stage 1 3 -----
Stage 2 4 -----
Critical Hdwy 6.55 6.2 5.1 - - -
Critical Hdwy Stg 1 5.55 -----
Critical Hdwy Stg 2 5.55 -----
Follow-up Hdwy 3.635 3.3 3.1 - - -
Pot Cap-1 Maneuver 981 1087 508 - - -
Stage 1 987 -----
Stage 2 986 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 979 1087 508 - - -
Mov Cap-2 Maneuver 979 -----
Stage 1 985 -----
Stage 2 986 -----
Approach EB NB SB
HCM Control Delay, s 10.5 4 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 508 - 979 - -
HCM Lane V/C Ratio 0.002 - 0.33 - -
HCM Control Delay (s) 12.1 - 10.5 - -
HCM Lane LOS B - B - -
HCM 95th %tile Q(veh) 0 - 1.4 - -
HCM 6th Signalized Intersection Summary
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/09/2019 Salinas Airport TIA 4:30 pm 08/01/2019 Existing Plus Project Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 122 53 901 218 233 30 234 153 142 68 135 90 Future Volume (veh/h) 122 53 901 218 233 30 234 153 142 68 135 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1485 1841 1796 1515 1515 1752 1752 1811 1618 1767 1767 Adj Flow Rate, veh/h 133 58 979 237 253 33 254 166 0 74 147 98 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 6 28 4 7 26 26 10 10 6 19 9 9
Cap, veh/h 171 358 1164 346 354 46 305 548 90 186 124
Arrive On Green 0.10 0.24 0.24 0.10 0.27 0.27 0.18 0.31 0.00 0.06 0.19 0.19 Sat Flow, veh/h 1725 1485 2745 3319 1313 171 1668 1752 1535 1541 988 659 Grp Volume(v), veh/h 133 58 979 237 0 286 254 166 0 74 0 245 Grp Sat Flow(s),veh/h/ln 1725 1485 1373 1659 0 1484 1668 1752 1535 1541 0 1647 Q Serve(g_s), s 5.1 2.1 9.4 4.7 0.0 11.9 10.0 4.9 0.0 3.2 0.0 9.7 Cycle Q Clear(g_c), s 5.1 2.1 9.4 4.7 0.0 11.9 10.0 4.9 0.0 3.2 0.0 9.7 Prop In Lane 1.00 1.00 1.00 0.12 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 171 358 1164 346 0 401 305 548 90 0 310 V/C Ratio(X) 0.78 0.16 0.84 0.68 0.00 0.71 0.83 0.30 0.82 0.00 0.79 Avail Cap(c_a), veh/h 337 687 1771 658 0 690 600 915 265 0 551 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.0 20.4 5.1 29.4 0.0 22.5 26.8 17.8 0.0 31.7 0.0 26.4 Incr Delay (d2), s/veh 8.9 0.2 2.4 2.4 0.0 2.4 5.9 0.3 0.0 16.2 0.0 4.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.7 2.6 1.8 0.0 3.9 4.1 1.8 0.0 1.6 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.9 20.6 7.4 31.8 0.0 24.9 32.7 18.1 0.0 47.9 0.0 30.8 LnGrp LOS D C A C A C C B D A C
Approach Vol, veh/h 1170 523 420 A 319
Approach Delay, s/veh 11.7 28.0 26.9 34.8
Approach LOS B C C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.4 21.7 17.0 17.0 10.4 23.7 8.5 25.5 Change Period (Y+Rc), s 5.3 * 5.3 4.5 * 4.2 3.7 5.3 4.5 * 4.2 Max Green Setting (Gmax), s 13.5 * 32 24.5 * 23 13.3 31.7 11.7 * 36 Max Q Clear Time (g_c+I1), s 6.7 11.4 12.0 11.7 7.1 13.9 5.2 6.9 Green Ext Time (p_c), s 0.4 5.0 0.6 1.1 0.2 1.4 0.1 0.8 Intersection Summary
HCM 6th Ctrl Delay 20.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Existing Plus Project Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 670 456 338 366 83 169
Future Volume (veh/h) 670 456 338 366 83 169
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 728 496 367 398 90 184
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 836 1641 296 1290 252 224
Arrive On Green 0.45 0.45 0.17 0.70 0.14 0.14
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 728 496 367 398 90 184
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 27.5 6.8 13.0 6.4 3.6 8.8
Cycle Q Clear(g_c), s 27.5 6.8 13.0 6.4 3.6 8.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 836 1641 296 1290 252 224
V/C Ratio(X) 0.87 0.30 1.24 0.31 0.36 0.82
Avail Cap(c_a), veh/h 836 1641 296 1290 318 283
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 19.0 7.6 32.0 4.4 29.8 32.0
Incr Delay (d2), s/veh 12.0 0.5 133.8 0.6 0.9 14.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln12.6 2.6 16.1 1.7 1.5 4.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.0 8.1 165.9 5.0 30.7 46.2
LnGrp LOS C A F A C D
Approach Vol, veh/h 1224 765 274
Approach Delay, s/veh 21.7 82.2 41.1
Approach LOS C F D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s19.0 41.0 60.0 17.1
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 15.0 29.5 8.4 10.8
Green Ext Time (p_c), s 0.0 3.1 2.4 0.3
Intersection Summary
HCM 6th Ctrl Delay 44.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
4: Skyway Boulevard & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Existing Plus Project Synchro 10 Report Kimley-Horn & Associates Page 4
Intersection
Intersection Delay, s/veh25.2
Intersection LOS D
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 725 25 20 81 4 203
Future Vol, veh/h 725 25 20 81 4 203
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 788 27 22 88 4 221
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 30.6 10.8 12.6

HCM LOS D B B

SYNCHRO OUTPUT SHEETS
HCM 6th TWSC
1: Roy Diaz Street & US 101 NB Ramps 09/05/2019
Salinas Airport TIA 7:15 am 08/01/2019 Background Conditions Synchro 10 Report Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 11.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 228 98 20 28 222 297
Future Vol, veh/h 228 98 20 28 222 297
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 74 74 74 74 74 74
Heavy Vehicles, % 16 100 50 50 50 20
Mvmt Flow 308 132 27 38 300 401
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 392 300 701 0 - 0
Stage 1 300 -----
Stage 2 92 -----
Critical Hdwy 6.56 7.2 4.6 - - -
Critical Hdwy Stg 1 5.56 -----
Critical Hdwy Stg 2 5.56 -----
Follow-up Hdwy 3.644 4.2 2.65 - - -
Pot Cap-1 Maneuver 586 558 710 - - -
Stage 1 721 -----
Stage 2 898 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 564 558 710 - - -
Mov Cap-2 Maneuver 564 -----
Stage 1 694 -----
Stage 2 898 -----
Approach EB NB SB
HCM Control Delay, s 30.8 4.3 0

HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 710 - 562 - -
HCM Lane V/C Ratio 0.038 - 0.784 - -
HCM Control Delay (s) 10.3 - 30.8 - -
HCM Lane LOS B - D - -
HCM 95th %tile Q(veh) 0.1 - 7.3 - -
HCM 6th Signalized Intersection Summary
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/05/2019 Salinas Airport TIA 7:15 am 08/01/2019 Background Conditions Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 74 25 0 454 511 60 281 128 90 26 132 77 Future Volume (veh/h) 74 25 0 454 511 60 281 128 90 26 132 77 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1500 1085 0 1870 1693 1693 1781 1781 1485 1752 1752 1722 Adj Flow Rate, veh/h 90 30 0 554 623 73 343 156 0 32 161 94 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 27 55 0 2 14 14 8 8 28 10 10 12
Cap, veh/h 108 163 0 418 897 105 325 148 53 269 271
Arrive On Green 0.08 0.15 0.00 0.23 0.31 0.31 0.27 0.27 0.00 0.19 0.19 0.19 Sat Flow, veh/h 1428 1085 0 1781 2900 339 1184 538 1259 288 1449 1459 Grp Volume(v), veh/h 90 30 0 554 345 351 499 0 0 193 0 94 Grp Sat Flow(s),veh/h/ln 1428 1085 0 1781 1608 1631 1722 0 1259 1737 0 1459 Q Serve(g_s), s 7.0 2.7 0.0 26.3 21.2 21.2 30.8 0.0 0.0 11.4 0.0 6.3 Cycle Q Clear(g_c), s 7.0 2.7 0.0 26.3 21.2 21.2 30.8 0.0 0.0 11.4 0.0 6.3 Prop In Lane 1.00 0.00 1.00 0.21 0.69 1.00 0.17 1.00
Lane Grp Cap(c), veh/h 108 163 0 418 497 505 473 0 322 0 271 V/C Ratio(X) 0.83 0.18 0.00 1.33 0.69 0.70 1.06 0.00 0.60 0.00 0.35 Avail Cap(c_a), veh/h 271 163 0 418 497 505 473 0 322 0 271 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 51.1 41.6 0.0 43.0 34.1 34.1 40.7 0.0 0.0 41.9 0.0 39.8 Incr Delay (d2), s/veh 6.1 2.5 0.0 162.9 7.8 7.7 56.8 0.0 0.0 8.0 0.0 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.8 0.0 30.0 9.0 9.1 19.9 0.0 0.0 5.7 0.0 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.2 44.1 0.0 205.9 41.8 41.8 97.5 0.0 0.0 49.9 0.0 43.3 LnGrp LOS E D A F D D F A D A D
Approach Vol, veh/h 120 1250 499 A 287
Approach Delay, s/veh 53.9 114.5 97.5 47.7
Approach LOS D F F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 30.0 22.2 25.0 12.2 40.0 35.0
Change Period (Y+Rc), s 3.7 5.3 * 4.2 3.7 5.3 4.2
Max Green Setting (Gmax), s 26.3 14.7 * 21 21.3 34.7 30.8 Max Q Clear Time (g_c+I1), s 28.3 4.7 13.4 9.0 23.2 32.8 Green Ext Time (p_c), s 0.0 0.0 0.6 0.1 2.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 98.3
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/05/2019
Salinas Airport TIA 7:15 am 08/01/2019 Background Conditions Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 479 369 186 284 137 166
Future Volume (veh/h) 479 369 186 284 137 166
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 521 401 202 309 149 180
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 894 1724 242 1292 250 222
Arrive On Green 0.49 0.49 0.14 0.70 0.14 0.14
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 521 401 202 309 149 180
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 15.6 4.9 8.6 4.6 6.1 8.6
Cycle Q Clear(g_c), s 15.6 4.9 8.6 4.6 6.1 8.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 894 1724 242 1292 250 222
V/C Ratio(X) 0.58 0.23 0.84 0.24 0.60 0.81
Avail Cap(c_a), veh/h 894 1724 296 1292 319 284
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 14.2 6.2 32.3 4.1 30.9 32.0
Incr Delay (d2), s/veh 2.8 0.3 15.6 0.4 2.3 12.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln6.1 1.8 4.4 1.2 2.6 3.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.0 6.5 47.9 4.6 33.2 44.9
LnGrp LOS B A D A C D
Approach Vol, veh/h 922 511 329
Approach Delay, s/veh 12.4 21.7 39.6
Approach LOS B C D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s16.6 43.4 60.0 17.0
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 10.6 17.6 6.6 10.6
Green Ext Time (p_c), s 0.1 4.4 1.8 0.4
Intersection Summary
HCM 6th Ctrl Delay 20.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
4: Skyway Boulevard & Airport Boulevard 09/05/2019
Salinas Airport TIA 7:15 am 08/01/2019 Background Conditions Synchro 10 Report Kimley-Horn & Associates Page 4
Intersection
Intersection Delay, s/veh16.2
Intersection LOS C
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 191 24 6 4 16 532
Future Vol, veh/h 191 24 6 4 16 532
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 208 26 7 4 17 578
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 10.8 9 18.5

HCM LOS B A C

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 82% 0% 100% 73% 0% 0%
Vol Thru, % 18% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 27% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 7 3 127 88 16 532
LT Vol 6 0 127 64 0 0
Through Vol 1 3 0 0 16 0
RT Vol 0 0 0 24 0 532
Lane Flow Rate 8 3 138 95 17 578
Geometry Grp 777777
Degree of Util (X) 0.014 0.005 0.249 0.163 0.025 0.732
Departure Headway (Hd) 6.31 5.895 6.486 6.156 5.263 4.558 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 571 611 558 586 678 792
Service Time 4.01 3.595 4.186 3.856 3.013 2.309
HCM Lane V/C Ratio 0.014 0.005 0.247 0.162 0.025 0.73
HCM Control Delay 9.1 8.6 11.3 10.1 8.1 18.8
HCM Lane LOS AABBAC
HCM 95th-tile Q 0 0 1 0.6 0.1 6.6
HCM 6th TWSC
1: Roy Diaz Street & US 101 NB Ramps 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Background Conditions Synchro 10 Report Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 24.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 309 15 139 206 35 757
Future Vol, veh/h 309 15 139 206 35 757
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 15 0 100 0 33 6
Mvmt Flow 336 16 151 224 38 823
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 564 38 861 0 - 0
Stage 1 38 -----
Stage 2 526 -----
Critical Hdwy 6.55 6.2 5.1 - - -
Critical Hdwy Stg 1 5.55 -----
Critical Hdwy Stg 2 5.55 -----
Follow-up Hdwy 3.635 3.3 3.1 - - -
Pot Cap-1 Maneuver 466 1040 486 - - -
Stage 1 952 -----
Stage 2 567 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 321 1040 486 - - -
Mov Cap-2 Maneuver ~ 321 -----
Stage 1 656 -----
Stage 2 567 -----
Approach EB NB SB
HCM Control Delay, s 102.7 6.3 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 486 - 332 - -
HCM Lane V/C Ratio 0.311 - 1.061 - -
HCM Control Delay (s) 15.7 - 102.7 - -
HCM Lane LOS C - F - -
HCM 95th %tile Q(veh) 1.3 - 12.8 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/09/2019 Salinas Airport TIA 4:30 pm 08/01/2019 Background Conditions Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 122 53 0 249 233 30 280 174 254 68 152 90 Future Volume (veh/h) 122 53 0 249 233 30 280 174 254 68 152 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1485 0 1796 1515 1515 1752 1752 1811 1767 1767 1352 Adj Flow Rate, veh/h 133 58 0 271 253 33 304 189 0 74 165 98 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 6 28 0 7 26 26 10 10 6 9 9 37
Cap, veh/h 163 328 0 301 777 100 282 175 98 218 208
Arrive On Green 0.09 0.22 0.00 0.18 0.30 0.30 0.27 0.27 0.00 0.18 0.18 0.18 Sat Flow, veh/h 1725 1485 0 1711 2563 331 1048 651 1535 539 1201 1144 Grp Volume(v), veh/h 133 58 0 271 141 145 493 0 0 239 0 98 Grp Sat Flow(s),veh/h/ln 1725 1485 0 1711 1439 1455 1699 0 1535 1740 0 1144 Q Serve(g_s), s 8.7 3.6 0.0 17.8 8.7 8.8 30.8 0.0 0.0 14.9 0.0 8.8 Cycle Q Clear(g_c), s 8.7 3.6 0.0 17.8 8.7 8.8 30.8 0.0 0.0 14.9 0.0 8.8 Prop In Lane 1.00 0.00 1.00 0.23 0.62 1.00 0.31 1.00
Lane Grp Cap(c), veh/h 163 328 0 301 436 441 457 0 316 0 208 V/C Ratio(X) 0.82 0.18 0.00 0.90 0.32 0.33 1.08 0.00 0.76 0.00 0.47 Avail Cap(c_a), veh/h 321 328 0 393 436 441 457 0 316 0 208 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 50.9 36.1 0.0 46.2 30.8 30.9 41.9 0.0 0.0 44.4 0.0 41.9 Incr Delay (d2), s/veh 11.3 1.2 0.0 19.2 2.0 2.0 64.8 0.0 0.0 15.5 0.0 7.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 1.4 0.0 8.9 3.1 3.2 20.5 0.0 0.0 7.8 0.0 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.2 37.3 0.0 65.4 32.8 32.9 106.7 0.0 0.0 59.9 0.0 49.4 LnGrp LOS E D A E C C F A E A D
Approach Vol, veh/h 191 557 493 A 337
Approach Delay, s/veh 54.7 48.7 106.7 56.9
Approach LOS D D F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.9 30.6 25.0 14.5 40.0 35.0
Change Period (Y+Rc), s 3.7 5.3 * 4.2 3.7 5.3 4.2
Max Green Setting (Gmax), s 26.3 14.7 * 21 21.3 34.7 30.8 Max Q Clear Time (g_c+I1), s 19.8 5.6 16.9 10.7 10.8 32.8 Green Ext Time (p_c), s 0.4 0.1 0.6 0.3 1.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 69.3
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Background Conditions Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 662 541 357 336 282 246
Future Volume (veh/h) 662 541 357 336 282 246
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 720 588 388 365 307 267
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 736 1586 390 1268 312 277
Arrive On Green 0.40 0.40 0.22 0.69 0.18 0.18
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 720 588 388 365 307 267
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 34.7 10.4 19.9 6.9 15.7 15.3
Cycle Q Clear(g_c), s 34.7 10.4 19.9 6.9 15.7 15.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 736 1586 390 1268 312 277
V/C Ratio(X) 0.98 0.37 1.00 0.29 0.99 0.96
Avail Cap(c_a), veh/h 736 1586 390 1268 312 277
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 26.6 10.2 35.0 5.4 36.9 36.7
Incr Delay (d2), s/veh 28.2 0.7 44.6 0.6 46.8 43.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln19.3 4.4 12.7 2.1 10.5 9.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.8 10.9 79.6 6.0 83.6 80.5
LnGrp LOS D B E A F F
Approach Vol, veh/h 1308 753 574
Approach Delay, s/veh 35.1 43.9 82.2
Approach LOS D D F
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s26.0 42.0 68.0 22.0
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 20 * 36 * 62 16.0
Max Q Clear Time (g_c+I1), s 21.9 36.7 8.9 17.7
Green Ext Time (p_c), s 0.0 0.0 2.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 47.8
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
4: Skyway Boulevard & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Background Conditions Synchro 10 Report Kimley-Horn & Associates Page 4
Intersection
Intersection Delay, s/veh34.6
Intersection LOS D
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 791 25 20 67 0 233
Future Vol, veh/h 791 25 20 67 0 233
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 860 27 22 73 0 253
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 43 10.9 14.1

HCM LOS E B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 47% 0% 100% 91% 0% 0%
Vol Thru, % 53% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 9% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 42 45 527 289 0 233
LT Vol 20 0 527 264 0 0
Through Vol 22 45 0000
RT Vol 0 0 0 25 0 233
Lane Flow Rate 46 49 573 314 0 253
Geometry Grp 777777
Degree of Util (X) 0.096 0.098 0.985 0.53 0 0.446
Departure Headway (Hd) 7.519 7.277 6.185 6.08 7.048 6.333 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 476 492 590 593 0 567
Service Time 5.272 5.031 3.911 3.806 4.796 4.081
HCM Lane V/C Ratio 0.097 0.1 0.971 0.53 0 0.446
HCM Control Delay 11.1 10.8 58.1 15.5 9.8 14.1
HCM Lane LOS B B F C N B
HCM 95th-tile Q 0.3 0.3 14.1 3.1 0 2.3

MOVEMENT SUMMARY
Site: 5 [E. Alisal St @ Skyway Blvd_AM - Background]
New Site
Site Category: (None)
Roundabout
Movement Performance - Vehicles
Mov Demand Flows 95% Back of Queue
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Total HV Vehicles Distance Speed
veh/h % v/c sec veh ft mph
South: Skyway Blvd
3 L2 18 1.0 0.057 3.6 LOS A 0.3 7.5 0.37 0.20 0.37 33.8 8 T1 48 1.0 0.057 3.6 LOS A 0.3 7.5 0.37 0.20 0.37 35.3 18 R2 107 3.0 0.076 3.2 LOS A 0.4 10.9 0.36 0.18 0.36 35.0 Approach 173 2.2 0.076 3.3 LOS A 0.4 10.9 0.37 0.19 0.37 35.0 East: E. Alisal St
1 L2 261 10.0 0.215 4.9 LOS A 1.2 32.1 0.25 0.11 0.25 32.5 6 T1 319 0.0 0.204 3.9 LOS A 1.2 28.9 0.22 0.09 0.22 34.6 16 R2 3 0.0 0.204 3.9 LOS A 1.2 28.9 0.22 0.09 0.22 34.8 Approach 583 4.5 0.215 4.3 LOS A 1.2 32.1 0.23 0.10 0.23 33.4 North: Quilla St
7 L2 5 0.0 0.407 8.8 LOS A 2.1 52.7 0.59 0.61 0.67 33.5 4 T1 318 1.0 0.407 8.8 LOS A 2.1 52.7 0.59 0.61 0.67 33.3 14 R2 39 0.0 0.407 8.8 LOS A 2.1 52.7 0.59 0.61 0.67 30.1 Approach 363 0.9 0.407 8.8 LOS A 2.1 52.7 0.59 0.61 0.67 33.0 West: E. Alisal St
5 L2 5 0.0 0.159 4.5 LOS A 1.0 26.3 0.66 0.49 0.66 34.1 2 T1 173 3.0 0.159 4.6 LOS A 1.0 26.3 0.66 0.49 0.66 33.8 12 R2 93 2.0 0.056 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.3 Approach 271 2.6 0.159 3.1 LOS A 1.0 26.3 0.43 0.33 0.43 34.6 All Vehicles 1390 2.9 0.407 5.1 LOS A 2.1 52.7 0.38 0.29 0.40 33.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: SIDRA Standard.

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 5 [E. Alisal St @ Skyway Blvd_AM - Background]
New Site
Site Category: (None)
Roundabout
Approaches Intersection
South East North West

LOS A A A A A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

MOVEMENT SUMMARY
Site: 5 [E. Alisal St @ Skyway Blvd_PM - Background]
New Site
Site Category: (None)
Roundabout
Movement Performance - Vehicles
Mov Demand Flows 95% Back of Queue
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Total HV Vehicles Distance Speed
veh/h % v/c sec veh ft mph
South: Skyway Blvd
3 L2 194 1.0 0.668 15.8 LOS C 8.8 221.1 0.92 1.06 1.41 26.9 8 T1 369 1.0 0.668 15.8 LOS C 8.8 221.1 0.92 1.06 1.41 29.6 18 R2 719 3.0 0.669 13.2 LOS B 9.5 242.2 0.91 0.98 1.32 30.2 Approach 1282 2.1 0.669 14.3 LOS B 9.5 242.2 0.92 1.01 1.36 29.6 East: E. Alisal St
1 L2 171 10.0 0.253 8.4 LOS A 1.6 44.3 0.77 0.67 0.77 31.0 6 T1 414 0.0 0.406 7.8 LOS A 3.4 85.5 0.83 0.68 0.83 31.9 16 R2 14 0.0 0.406 7.8 LOS A 3.4 85.5 0.83 0.68 0.83 32.8 Approach 599 2.9 0.406 8.0 LOS A 3.4 85.5 0.81 0.68 0.81 31.6 North: Quilla St
7 L2 17 0.0 0.283 8.2 LOS A 1.4 35.9 0.68 0.67 0.68 33.5 4 T1 121 1.0 0.283 8.3 LOS A 1.4 35.9 0.68 0.67 0.68 33.4 14 R2 70 0.0 0.283 8.2 LOS A 1.4 35.9 0.68 0.67 0.68 30.2 Approach 209 0.6 0.283 8.3 LOS A 1.4 35.9 0.68 0.67 0.68 32.5 West: E. Alisal St
5 L2 27 0.0 0.431 6.9 LOS A 3.1 78.9 0.58 0.42 0.58 32.5 2 T1 537 3.0 0.431 7.0 LOS A 3.1 78.9 0.58 0.42 0.58 32.2 12 R2 78 2.0 0.047 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.3 Approach 641 2.8 0.431 6.1 LOS A 3.1 78.9 0.51 0.37 0.51 32.7 All Vehicles 2731 2.3 0.669 10.6 LOS B 9.5 242.2 0.78 0.76 0.99 30.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: SIDRA Standard.

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 5 [E. Alisal St @ Skyway Blvd_PM - Background]
New Site
Site Category: (None)
Roundabout
Approaches Intersection
South East North West

LOS B A A A B
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

CONDITIONS SYNCHRO OUTPUT SHEETS
HCM 6th TWSC
1: Roy Diaz Street & US 101 NB Ramps 09/09/2019
Salinas Airport TIA 7:15 am 08/01/2019 Background Plus Project Synchro 10 Report Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 13.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 251 98 20 28 222 305
Future Vol, veh/h 251 98 20 28 222 305
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 74 74 74 74 74 74
Heavy Vehicles, % 16 100 50 50 50 20
Mvmt Flow 339 132 27 38 300 412
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 392 300 712 0 - 0
Stage 1 300 -----
Stage 2 92 -----
Critical Hdwy 6.56 7.2 4.6 - - -
Critical Hdwy Stg 1 5.56 -----
Critical Hdwy Stg 2 5.56 -----
Follow-up Hdwy 3.644 4.2 2.65 - - -
Pot Cap-1 Maneuver 586 558 703 - - -
Stage 1 721 -----
Stage 2 898 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 564 558 703 - - -
Mov Cap-2 Maneuver 564 -----
Stage 1 694 -----
Stage 2 898 -----
Approach EB NB SB
HCM Control Delay, s 36.3 4.3 0

HCM LOS E
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 703 - 562 - -
HCM Lane V/C Ratio 0.038 - 0.839 - -
HCM Control Delay (s) 10.3 - 36.3 - -
HCM Lane LOS B - E - -
HCM 95th %tile Q(veh) 0.1 - 8.8 - -
HCM 6th Signalized Intersection Summary
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/09/2019 Salinas Airport TIA 7:15 am 08/01/2019 Background Plus Project Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 74 25 0 483 511 60 283 132 100 26 143 77 Future Volume (veh/h) 74 25 0 483 511 60 283 132 100 26 143 77 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1500 1085 0 1870 1693 1693 1781 1781 1485 1752 1752 1722 Adj Flow Rate, veh/h 90 30 0 589 623 73 345 161 0 32 174 94 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 27 55 0 2 14 14 8 8 28 10 10 12
Cap, veh/h 110 164 0 417 896 105 322 150 50 272 270
Arrive On Green 0.08 0.15 0.00 0.23 0.31 0.31 0.27 0.27 0.00 0.19 0.19 0.19 Sat Flow, veh/h 1428 1085 0 1781 2900 339 1175 548 1259 270 1468 1459 Grp Volume(v), veh/h 90 30 0 589 345 351 506 0 0 206 0 94 Grp Sat Flow(s),veh/h/ln 1428 1085 0 1781 1608 1631 1723 0 1259 1738 0 1459 Q Serve(g_s), s 7.0 2.7 0.0 26.3 21.2 21.3 30.8 0.0 0.0 12.3 0.0 6.3 Cycle Q Clear(g_c), s 7.0 2.7 0.0 26.3 21.2 21.3 30.8 0.0 0.0 12.3 0.0 6.3 Prop In Lane 1.00 0.00 1.00 0.21 0.68 1.00 0.16 1.00
Lane Grp Cap(c), veh/h 110 164 0 417 497 504 472 0 322 0 270 V/C Ratio(X) 0.82 0.18 0.00 1.41 0.69 0.70 1.07 0.00 0.64 0.00 0.35 Avail Cap(c_a), veh/h 271 164 0 417 497 504 472 0 322 0 270 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 51.1 41.6 0.0 43.0 34.1 34.2 40.8 0.0 0.0 42.3 0.0 39.9 Incr Delay (d2), s/veh 16.4 2.4 0.0 199.2 7.8 7.8 61.7 0.0 0.0 9.4 0.0 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 0.8 0.0 34.2 9.0 9.1 20.5 0.0 0.0 6.2 0.0 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.4 44.0 0.0 242.2 41.9 41.9 102.5 0.0 0.0 51.7 0.0 43.4 LnGrp LOS E D A F D D F A D A D
Approach Vol, veh/h 120 1285 506 A 300
Approach Delay, s/veh 61.6 133.7 102.5 49.1
Approach LOS E F F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 30.0 22.3 25.0 12.3 40.0 35.0
Change Period (Y+Rc), s 3.7 5.3 * 4.2 3.7 5.3 4.2
Max Green Setting (Gmax), s 26.3 14.7 * 21 21.3 34.7 30.8 Max Q Clear Time (g_c+I1), s 28.3 4.7 14.3 9.0 23.3 32.8 Green Ext Time (p_c), s 0.0 0.0 0.8 0.2 3.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 111.2
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 7:15 am 08/01/2019 Background Plus Project Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 524 369 194 300 137 189
Future Volume (veh/h) 524 369 194 300 137 189
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 570 401 211 326 149 205
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 867 1722 250 1271 274 244
Arrive On Green 0.47 0.47 0.14 0.69 0.16 0.16
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 570 401 211 326 149 205
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 18.6 5.0 9.2 5.2 6.1 10.0
Cycle Q Clear(g_c), s 18.6 5.0 9.2 5.2 6.1 10.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 867 1722 250 1271 274 244
V/C Ratio(X) 0.66 0.23 0.84 0.26 0.54 0.84
Avail Cap(c_a), veh/h 867 1722 291 1271 314 279
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.9 6.4 32.7 4.6 30.4 32.1
Incr Delay (d2), s/veh 3.9 0.3 17.6 0.5 1.7 18.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln7.5 1.9 4.8 1.4 2.6 4.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.8 6.7 50.3 5.0 32.1 50.2
LnGrp LOS B A D A C D
Approach Vol, veh/h 971 537 354
Approach Delay, s/veh 14.4 22.8 42.6
Approach LOS B C D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s17.2 42.8 60.0 18.2
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 11.2 20.6 7.2 12.0
Green Ext Time (p_c), s 0.1 4.4 1.9 0.3
Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
4: Skyway Boulevard & Airport Boulevard 09/09/2019
Salinas Airport TIA 7:15 am 08/01/2019 Background Plus Project Synchro 10 Report Kimley-Horn & Associates Page 4
Intersection
Intersection Delay, s/veh17.8
Intersection LOS C
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 199 24 6 11 39 555
Future Vol, veh/h 199 24 6 11 39 555
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 216 26 7 12 42 603
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 11.1 9 20.5

HCM LOS B A C

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 62% 0% 100% 73% 0% 0%
Vol Thru, % 38% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 27% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 10 7 133 90 39 555
LT Vol 6 0 133 66 0 0
Through Vol 4 7 0 0 39 0
RT Vol 0 0 0 24 0 555
Lane Flow Rate 11 8 144 98 42 603
Geometry Grp 777777
Degree of Util (X) 0.018 0.013 0.265 0.172 0.063 0.772
Departure Headway (Hd) 6.309 5.994 6.618 6.297 5.308 4.604 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 569 599 547 573 671 784
Service Time 4.026 3.711 4.318 3.997 3.067 2.362
HCM Lane V/C Ratio 0.019 0.013 0.263 0.171 0.063 0.769
HCM Control Delay 9.1 8.8 11.7 10.3 8.4 21.3
HCM Lane LOS AABBAC
HCM 95th-tile Q 0.1 0 1.1 0.6 0.2 7.6
HCM 6th TWSC
1: Roy Diaz Street & US 101 NB Ramps 09/09/2019
Salinas Airport TIA 4:30 pm 07/31/2019 Background Plus Project Synchro 10 Report Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 25.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 313 15 139 206 35 772
Future Vol, veh/h 313 15 139 206 35 772
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 15 0 100 0 33 6
Mvmt Flow 340 16 151 224 38 839
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 564 38 877 0 - 0
Stage 1 38 -----
Stage 2 526 -----
Critical Hdwy 6.55 6.2 5.1 - - -
Critical Hdwy Stg 1 5.55 -----
Critical Hdwy Stg 2 5.55 -----
Follow-up Hdwy 3.635 3.3 3.1 - - -
Pot Cap-1 Maneuver 466 1040 478 - - -
Stage 1 952 -----
Stage 2 567 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 319 1040 478 - - -
Mov Cap-2 Maneuver ~ 319 -----
Stage 1 651 -----
Stage 2 567 -----
Approach EB NB SB
HCM Control Delay, s 110.2 6.4 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 478 - 329 - -
HCM Lane V/C Ratio 0.316 - 1.084 - -
HCM Control Delay (s) 16 - 110.2 - -
HCM Lane LOS C - F - -
HCM 95th %tile Q(veh) 1.3 - 13.4 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/09/2019 Salinas Airport TIA 4:30 pm 07/31/2019 Background Plus Project Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 122 53 0 254 233 30 284 181 263 68 154 90 Future Volume (veh/h) 122 53 0 254 233 30 284 181 263 68 154 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1485 0 1796 1515 1515 1752 1752 1811 1767 1767 1352 Adj Flow Rate, veh/h 133 58 0 276 253 33 309 197 0 74 167 98 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 6 28 0 7 26 26 10 10 6 9 9 37
Cap, veh/h 163 324 0 306 777 100 279 178 97 219 208
Arrive On Green 0.09 0.22 0.00 0.18 0.30 0.30 0.27 0.27 0.00 0.18 0.18 0.18 Sat Flow, veh/h 1725 1485 0 1711 2563 331 1038 662 1535 534 1206 1144 Grp Volume(v), veh/h 133 58 0 276 141 145 506 0 0 241 0 98 Grp Sat Flow(s),veh/h/ln 1725 1485 0 1711 1439 1455 1700 0 1535 1740 0 1144 Q Serve(g_s), s 8.7 3.6 0.0 18.1 8.7 8.8 30.8 0.0 0.0 15.1 0.0 8.8 Cycle Q Clear(g_c), s 8.7 3.6 0.0 18.1 8.7 8.8 30.8 0.0 0.0 15.1 0.0 8.8 Prop In Lane 1.00 0.00 1.00 0.23 0.61 1.00 0.31 1.00
Lane Grp Cap(c), veh/h 163 324 0 306 436 441 457 0 316 0 208 V/C Ratio(X) 0.82 0.18 0.00 0.90 0.32 0.33 1.11 0.00 0.76 0.00 0.47 Avail Cap(c_a), veh/h 321 324 0 393 436 441 457 0 316 0 208 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 50.9 36.4 0.0 46.0 30.8 30.9 41.9 0.0 0.0 44.5 0.0 41.9 Incr Delay (d2), s/veh 11.3 1.2 0.0 19.8 2.0 2.0 74.3 0.0 0.0 15.9 0.0 7.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 1.4 0.0 9.1 3.1 3.2 21.8 0.0 0.0 7.9 0.0 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.2 37.6 0.0 65.8 32.8 32.9 116.2 0.0 0.0 60.4 0.0 49.4 LnGrp LOS E D A E C C F A E A D
Approach Vol, veh/h 191 562 506 A 339
Approach Delay, s/veh 54.7 49.0 116.2 57.2
Approach LOS D D F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 24.2 30.3 25.0 14.5 40.0 35.0
Change Period (Y+Rc), s 3.7 5.3 * 4.2 3.7 5.3 4.2
Max Green Setting (Gmax), s 26.3 14.7 * 21 21.3 34.7 30.8 Max Q Clear Time (g_c+I1), s 20.1 5.6 17.1 10.7 10.8 32.8 Green Ext Time (p_c), s 0.4 0.1 0.6 0.3 1.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 72.7
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 07/31/2019 Background Plus Project Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 670 541 372 366 282 250
Future Volume (veh/h) 670 541 372 366 282 250
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 728 588 404 398 307 272
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 736 1586 390 1268 312 277
Arrive On Green 0.40 0.40 0.22 0.69 0.18 0.18
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 728 588 404 398 307 272
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 35.3 10.4 20.0 7.7 15.7 15.6
Cycle Q Clear(g_c), s 35.3 10.4 20.0 7.7 15.7 15.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 736 1586 390 1268 312 277
V/C Ratio(X) 0.99 0.37 1.04 0.31 0.99 0.98
Avail Cap(c_a), veh/h 736 1586 390 1268 312 277
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 10.2 35.0 5.6 36.9 36.8
Incr Delay (d2), s/veh 30.5 0.7 55.5 0.6 46.8 48.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln20.0 4.4 13.9 2.4 10.5 9.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.3 10.9 90.5 6.2 83.6 85.4
LnGrp LOS E B F A F F
Approach Vol, veh/h 1316 802 579
Approach Delay, s/veh 36.6 48.7 84.5
Approach LOS D D F
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s26.0 42.0 68.0 22.0
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 20 * 36 * 62 16.0
Max Q Clear Time (g_c+I1), s 22.0 37.3 9.7 17.7
Green Ext Time (p_c), s 0.0 0.0 2.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 50.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
4: Skyway Boulevard & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 07/31/2019 Background Plus Project Synchro 10 Report Kimley-Horn & Associates Page 4
Intersection
Intersection Delay, s/veh38.1
Intersection LOS E
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 806 25 20 81 4 237
Future Vol, veh/h 806 25 20 81 4 237
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 876 27 22 88 4 258
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 48.2 11.1 14.4

HCM LOS E B B

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 43% 0% 100% 91% 0% 0%
Vol Thru, % 57% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 9% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 47 54 537 294 4 237
LT Vol 20 0 537 269 0 0
Through Vol 27 54 0040
RT Vol 0 0 0 25 0 237
Lane Flow Rate 51 59 584 319 4 258
Geometry Grp 777777
Degree of Util (X) 0.106 0.12 1.014 0.545 0.009 0.459
Departure Headway (Hd) 7.631 7.357 6.253 6.15 7.126 6.41 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 473 487 584 587 502 562
Service Time 5.331 5.113 3.98 3.877 4.876 4.161
HCM Lane V/C Ratio 0.108 0.121 1 0.543 0.008 0.459
HCM Control Delay 11.2 11.1 65.8 16 9.9 14.5
HCM Lane LOS B B F C A B
HCM 95th-tile Q 0.4 0.4 15.3 3.3 0 2.4

MOVEMENT SUMMARY
Site: 5 [E. Alisal St @ Skyway Blvd_AM - Background + Proj] New Site
Site Category: (None)
Roundabout
Movement Performance - Vehicles
Mov Demand Flows 95% Back of Queue
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Total HV Vehicles Distance Speed
veh/h % v/c sec veh ft mph
South: Skyway Blvd
3 L2 23 1.0 0.065 3.6 LOS A 0.3 8.8 0.38 0.20 0.38 33.7 8 T1 53 1.0 0.065 3.6 LOS A 0.3 8.8 0.38 0.20 0.38 35.1 18 R2 113 3.0 0.080 3.2 LOS A 0.5 11.5 0.36 0.19 0.36 35.0 Approach 189 2.2 0.080 3.4 LOS A 0.5 11.5 0.37 0.19 0.37 34.9 East: E. Alisal St
1 L2 276 10.0 0.229 5.0 LOS A 1.3 34.6 0.27 0.12 0.27 32.4 6 T1 319 0.0 0.205 3.9 LOS A 1.2 29.2 0.24 0.10 0.24 34.6 16 R2 3 0.0 0.205 3.9 LOS A 1.2 29.2 0.24 0.10 0.24 34.8 Approach 598 4.6 0.229 4.4 LOS A 1.3 34.6 0.25 0.11 0.25 33.4 North: Quilla St
7 L2 5 0.0 0.431 9.3 LOS A 2.4 60.1 0.61 0.66 0.74 33.2 4 T1 335 1.0 0.431 9.3 LOS A 2.4 60.1 0.61 0.66 0.74 33.1 14 R2 39 0.0 0.431 9.3 LOS A 2.4 60.1 0.61 0.66 0.74 29.8 Approach 380 0.9 0.431 9.3 LOS A 2.4 60.1 0.61 0.66 0.74 32.8 West: E. Alisal St
5 L2 5 0.0 0.163 4.6 LOS A 1.1 27.5 0.68 0.52 0.68 34.0 2 T1 173 3.0 0.163 4.8 LOS A 1.1 27.5 0.68 0.52 0.68 33.8 12 R2 110 2.0 0.067 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.3 Approach 288 2.6 0.163 3.0 LOS A 1.1 27.5 0.42 0.32 0.42 34.7 All Vehicles 1455 2.9 0.431 5.3 LOS A 2.4 60.1 0.39 0.31 0.43 33.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: SIDRA Standard.

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 5 [E. Alisal St @ Skyway Blvd_AM - Background + Proj] New Site
Site Category: (None)
Roundabout
Approaches Intersection
South East North West

LOS A A A A A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

MOVEMENT SUMMARY
Site: 5 [E. Alisal St @ Skyway Blvd_PM - Background + Proj] New Site
Site Category: (None)
Roundabout
Movement Performance - Vehicles
Mov Demand Flows 95% Back of Queue
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Total HV Vehicles Distance Speed
veh/h % v/c sec veh ft mph
South: Skyway Blvd
3 L2 204 1.0 0.694 16.9 LOS C 9.7 245.2 0.94 1.10 1.50 26.5 8 T1 380 1.0 0.694 16.9 LOS C 9.7 245.2 0.94 1.10 1.50 29.2 18 R2 729 3.0 0.679 13.5 LOS B 9.9 252.6 0.92 0.99 1.35 30.1 Approach 1313 2.1 0.694 15.0 LOS C 9.9 252.6 0.93 1.04 1.41 29.3 East: E. Alisal St
1 L2 173 10.0 0.263 8.7 LOS A 1.7 46.7 0.79 0.70 0.79 30.8 6 T1 414 0.0 0.416 8.1 LOS A 3.6 89.2 0.85 0.70 0.85 31.8 16 R2 14 0.0 0.416 8.1 LOS A 3.6 89.2 0.85 0.70 0.85 32.7 Approach 601 2.9 0.416 8.3 LOS A 3.6 89.2 0.84 0.70 0.84 31.4 North: Quilla St
7 L2 17 0.0 0.291 8.4 LOS A 1.5 37.1 0.69 0.68 0.69 33.5 4 T1 124 1.0 0.291 8.5 LOS A 1.5 37.1 0.69 0.68 0.69 33.3 14 R2 70 0.0 0.291 8.4 LOS A 1.5 37.1 0.69 0.68 0.69 30.1 Approach 212 0.6 0.291 8.4 LOS A 1.5 37.1 0.69 0.68 0.69 32.4 West: E. Alisal St
5 L2 27 0.0 0.433 6.9 LOS A 3.1 79.5 0.59 0.42 0.59 32.4 2 T1 537 3.0 0.433 7.0 LOS A 3.1 79.5 0.59 0.42 0.59 32.2 12 R2 81 2.0 0.049 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.3 Approach 645 2.8 0.433 6.1 LOS A 3.1 79.5 0.52 0.37 0.52 32.7 All Vehicles 2770 2.3 0.694 11.0 LOS B 9.9 252.6 0.79 0.78 1.02 30.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: SIDRA Standard.

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 5 [E. Alisal St @ Skyway Blvd_PM - Background + Proj] New Site
Site Category: (None)
Roundabout
Approaches Intersection
South East North West

LOS C A A A B
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/09/2019 Salinas Airport TIA 7:15 am 08/01/2019 Background Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 74 25 345 483 511 60 283 132 100 26 143 77 Future Volume (veh/h) 74 25 345 483 511 60 283 132 100 26 143 77 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1500 1085 1589 1870 1693 1693 1752 1781 1485 1263 1752 1752 Adj Flow Rate, veh/h 90 30 421 589 623 73 345 161 0 32 174 94 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 27 55 21 2 14 14 10 8 28 43 10 10
Cap, veh/h 103 299 1160 675 593 70 356 605 34 165 89
Arrive On Green 0.07 0.28 0.28 0.20 0.40 0.40 0.21 0.34 0.00 0.03 0.15 0.15 Sat Flow, veh/h 1428 1085 2370 3456 1487 174 1668 1781 1259 1203 1070 578 Grp Volume(v), veh/h 90 30 421 589 0 696 345 161 0 32 0 268 Grp Sat Flow(s),veh/h/ln1428 1085 1185 1728 0 1661 1668 1781 1259 1203 0 1648 Q Serve(g_s), s 6.9 2.3 12.1 18.2 0.0 43.9 22.6 7.2 0.0 2.9 0.0 17.0 Cycle Q Clear(g_c), s 6.9 2.3 12.1 18.2 0.0 43.9 22.6 7.2 0.0 2.9 0.0 17.0 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 0.35
Lane Grp Cap(c), veh/h 103 299 1160 675 0 663 356 605 34 0 255 V/C Ratio(X) 0.88 0.10 0.36 0.87 0.00 1.05 0.97 0.27 0.94 0.00 1.05 Avail Cap(c_a), veh/h 103 299 1160 845 0 663 356 605 91 0 255 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 50.6 29.7 17.4 42.9 0.0 33.1 42.9 26.4 0.0 53.3 0.0 46.5 Incr Delay (d2), s/veh 52.6 0.7 0.9 8.4 0.0 48.7 39.1 1.1 0.0 56.9 0.0 70.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.0 0.7 3.2 8.3 0.0 25.3 12.8 3.1 0.0 1.4 0.0 12.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 103.2 30.3 18.3 51.3 0.0 81.8 81.9 27.4 0.0 110.2 0.0 117.3 LnGrp LOS F C B D A F F C F A F
Approach Vol, veh/h 541 1285 506 A 300
Approach Delay, s/veh 33.1 67.8 64.6 116.6
Approach LOS C E E F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s25.2 35.6 28.0 21.2 11.6 49.2 7.6 41.6 Change Period (Y+Rc), s 3.7 5.3 4.5 * 4.2 3.7 5.3 4.5 * 4.2 Max Green Setting (Gmax), s 26.9 24.9 23.5 * 17 7.9 43.9 8.3 * 32 Max Q Clear Time (g_c+I1), s 20.2 14.1 24.6 19.0 8.9 45.9 4.9 9.2 Green Ext Time (p_c), s 1.3 1.5 0.0 0.0 0.0 0.0 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 65.6
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 7:15 am 08/01/2019 Background Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 524 369 194 300 137 189
Future Volume (veh/h) 524 369 194 300 137 189
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 570 401 211 326 149 205
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 923 1769 334 1262 250 223
Arrive On Green 0.50 0.50 0.10 0.69 0.14 0.14
Sat Flow, veh/h 1841 2745 3401 1841 1753 1560
Grp Volume(v), veh/h 570 401 211 326 149 205
Grp Sat Flow(s),veh/h/ln1841 1373 1700 1841 1753 1560
Q Serve(g_s), s 15.6 4.3 4.2 4.7 5.6 9.1
Cycle Q Clear(g_c), s 15.6 4.3 4.2 4.7 5.6 9.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 923 1769 334 1262 250 223
V/C Ratio(X) 0.62 0.23 0.63 0.26 0.59 0.92
Avail Cap(c_a), veh/h 923 1769 340 1262 250 223
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 12.6 5.2 30.3 4.2 28.1 29.6
Incr Delay (d2), s/veh 3.1 0.3 3.6 0.5 3.8 39.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln5.8 1.5 1.7 1.2 2.5 5.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.7 5.5 34.0 4.7 31.9 68.6
LnGrp LOS B A C A C E
Approach Vol, veh/h 971 537 354
Approach Delay, s/veh 11.5 16.2 53.1
Approach LOS B B D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s12.9 41.1 54.0 16.0
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 7 * 35 * 48 10.0
Max Q Clear Time (g_c+I1), s 6.2 17.6 6.7 11.1
Green Ext Time (p_c), s 0.1 4.8 1.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 20.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
4: Skyway Boulevard & Airport Boulevard 09/09/2019
Salinas Airport TIA 7:15 am 08/01/2019 Background Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 199 24 6 11 39 555
Future Volume (veh/h) 199 24 6 11 39 555
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1900 1870 1870 1870 1870
Adj Flow Rate, veh/h 240 0 7 12 42 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 02222
Cap, veh/h 702 532 724 536
Arrive On Green 0.20 0.00 0.29 0.29 0.29 0.00
Sat Flow, veh/h 3563 1610 701 2611 1870 1585
Grp Volume(v), veh/h 240 0 12 7 42 0
Grp Sat Flow(s),veh/h/ln1781 1610 1611 1617 1870 1585
Q Serve(g_s), s 1.0 0.0 0.0 0.1 0.3 0.0
Cycle Q Clear(g_c), s 1.0 0.0 0.1 0.1 0.3 0.0
Prop In Lane 1.00 1.00 0.60 1.00
Lane Grp Cap(c), veh/h 702 793 464 536
V/C Ratio(X) 0.34 0.01 0.02 0.08
Avail Cap(c_a), veh/h 3678 1933 1669 1931
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 6.0 0.0 4.5 4.5 4.5 0.0
Incr Delay (d2), s/veh 0.3 0.0 0.0 0.0 0.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.1 0.0 0.0 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.3 0.0 4.5 4.5 4.6 0.0
LnGrp LOS A A A A
Approach Vol, veh/h 240 A 19 42 A
Approach Delay, s/veh 6.3 4.5 4.6
Approach LOS A A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 9.5 7.9 9.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 2.1 3.0 2.3
Green Ext Time (p_c), s 0.0 0.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 6.0
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
1: Roy Diaz Street & US 101 NB Ramps 09/09/2019
Salinas Airport TIA 4:30 pm 07/31/2019 Background Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 313 15 139 206 35 772
Future Volume (veh/h) 313 15 139 206 35 772
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 418 1900 1411 1811
Adj Flow Rate, veh/h 340 16 151 224 38 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 0 100 0 33 6
Cap, veh/h 412 19 148 1051 134
Arrive On Green 0.27 0.27 0.37 0.55 0.09 0.00
Sat Flow, veh/h 1514 71 398 1900 1411 1535
Grp Volume(v), veh/h 357 0 151 224 38 0
Grp Sat Flow(s),veh/h/ln 1589 0 398 1900 1411 1535
Q Serve(g_s), s 10.9 0.0 19.2 3.1 1.3 0.0
Cycle Q Clear(g_c), s 10.9 0.0 19.2 3.1 1.3 0.0
Prop In Lane 0.95 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 433 0 148 1051 134
V/C Ratio(X) 0.82 0.00 1.02 0.21 0.28
Avail Cap(c_a), veh/h 1663 0 266 2098 492
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 17.6 0.0 16.2 5.8 21.7 0.0
Incr Delay (d2), s/veh 4.0 0.0 47.5 0.1 1.2 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.9 0.0 3.3 0.9 0.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.6 0.0 63.7 5.9 22.9 0.0
LnGrp LOS C A F A C
Approach Vol, veh/h 357 375 38 A
Approach Delay, s/veh 21.6 29.2 22.9
Approach LOS C C C
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 18.5 23.6 9.4 33.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 54.0 34.5 18.0 57.0
Max Q Clear Time (g_c+I1), s 12.9 21.2 3.3 5.1
Green Ext Time (p_c), s 1.1 0.4 0.1 1.3
Intersection Summary
HCM 6th Ctrl Delay 25.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/09/2019 Salinas Airport TIA 4:30 pm 07/31/2019 Background Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 122 53 932 254 233 30 284 181 263 68 154 90 Future Volume (veh/h) 122 53 932 254 233 30 284 181 263 68 154 90 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1485 1841 1796 1515 1515 1752 1752 1811 1618 1767 1767 Adj Flow Rate, veh/h 133 58 1013 276 253 33 309 197 0 74 167 98 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 6 28 4 7 26 26 10 10 6 19 9 9
Cap, veh/h 165 343 1203 367 322 42 346 652 91 233 137
Arrive On Green 0.10 0.23 0.23 0.11 0.25 0.25 0.21 0.37 0.00 0.06 0.22 0.22 Sat Flow, veh/h 1725 1485 2745 3319 1313 171 1668 1752 1535 1541 1043 612 Grp Volume(v), veh/h 133 58 1013 276 0 286 309 197 0 74 0 265 Grp Sat Flow(s),veh/h/ln1725 1485 1373 1659 0 1484 1668 1752 1535 1541 0 1655 Q Serve(g_s), s 5.9 2.4 17.9 6.3 0.0 14.0 14.0 6.2 0.0 3.7 0.0 11.5 Cycle Q Clear(g_c), s 5.9 2.4 17.9 6.3 0.0 14.0 14.0 6.2 0.0 3.7 0.0 11.5 Prop In Lane 1.00 1.00 1.00 0.12 1.00 1.00 1.00 0.37
Lane Grp Cap(c), veh/h 165 343 1203 367 0 364 346 652 91 0 370 V/C Ratio(X) 0.81 0.17 0.84 0.75 0.00 0.79 0.89 0.30 0.81 0.00 0.72 Avail Cap(c_a), veh/h 184 343 1203 516 0 364 375 652 202 0 370 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.5 24.0 19.5 33.6 0.0 27.4 30.0 17.3 0.0 36.2 0.0 27.9 Incr Delay (d2), s/veh 21.4 1.1 7.2 3.9 0.0 15.5 21.6 1.2 0.0 15.8 0.0 11.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.4 0.9 8.1 2.6 0.0 6.1 7.2 2.4 0.0 1.8 0.0 5.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.8 25.0 26.7 37.4 0.0 43.0 51.6 18.5 0.0 52.0 0.0 39.2 LnGrp LOS E C C D A D D B D A D
Approach Vol, veh/h 1204 562 506 A 339
Approach Delay, s/veh 29.8 40.3 38.7 42.0
Approach LOS CDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s12.3 23.2 20.6 21.6 11.1 24.4 9.1 33.2 Change Period (Y+Rc), s 3.7 5.3 4.5 * 4.2 3.7 5.3 4.5 * 4.2 Max Green Setting (Gmax), s 12.1 15.3 17.5 * 17 8.3 19.1 10.2 * 25 Max Q Clear Time (g_c+I1), s 8.3 19.9 16.0 13.5 7.9 16.0 5.7 8.2 Green Ext Time (p_c), s 0.3 0.0 0.2 0.6 0.0 0.4 0.1 0.8 Intersection Summary
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.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 07/31/2019 Background Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 670 541 372 366 282 250
Future Volume (veh/h) 670 541 372 366 282 250
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 728 588 404 398 307 272
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 864 1825 456 1234 342 305
Arrive On Green 0.47 0.47 0.13 0.67 0.20 0.20
Sat Flow, veh/h 1841 2745 3401 1841 1753 1560
Grp Volume(v), veh/h 728 588 404 398 307 272
Grp Sat Flow(s),veh/h/ln1841 1373 1700 1841 1753 1560
Q Serve(g_s), s 31.1 8.2 10.4 8.1 15.3 15.2
Cycle Q Clear(g_c), s 31.1 8.2 10.4 8.1 15.3 15.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 864 1825 456 1234 342 305
V/C Ratio(X) 0.84 0.32 0.89 0.32 0.90 0.89
Avail Cap(c_a), veh/h 864 1825 456 1234 353 314
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 20.8 6.4 38.1 6.2 35.1 35.1
Incr Delay (d2), s/veh 9.8 0.5 21.5 0.7 24.0 25.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln14.0 3.7 5.5 2.6 8.6 7.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.6 6.9 59.6 6.9 59.1 60.6
LnGrp LOS C AEAEE
Approach Vol, veh/h 1316 802 579
Approach Delay, s/veh 20.0 33.4 59.8
Approach LOS C C E
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s18.0 48.0 66.0 23.5
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 12 * 42 * 60 18.0
Max Q Clear Time (g_c+I1), s 12.4 33.1 10.1 17.3
Green Ext Time (p_c), s 0.0 4.6 2.4 0.2
Intersection Summary
HCM 6th Ctrl Delay 32.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
4: Skyway Boulevard & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 07/31/2019 Background Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 806 25 20 81 4 237
Future Volume (veh/h) 806 25 20 81 4 237
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1900 1870 1870 1870 1870
Adj Flow Rate, veh/h 901 0 22 88 4 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 02222
Cap, veh/h 1439 281 644 398
Arrive On Green 0.40 0.00 0.21 0.21 0.21 0.00
Sat Flow, veh/h 3563 1610 349 3110 1870 1585
Grp Volume(v), veh/h 901 0 63 47 4 0
Grp Sat Flow(s),veh/h/ln1781 1610 1757 1617 1870 1585
Q Serve(g_s), s 4.7 0.0 0.0 0.6 0.0 0.0
Cycle Q Clear(g_c), s 4.7 0.0 0.6 0.6 0.0 0.0
Prop In Lane 1.00 1.00 0.35 1.00
Lane Grp Cap(c), veh/h 1439 581 344 398
V/C Ratio(X) 0.63 0.11 0.14 0.01
Avail Cap(c_a), veh/h 2730 1511 1239 1433
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 5.6 0.0 7.5 7.5 7.3 0.0
Incr Delay (d2), s/veh 0.5 0.0 0.1 0.2 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.3 0.0 0.1 0.1 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.0 0.0 7.6 7.7 7.3 0.0
LnGrp LOS A A A A
Approach Vol, veh/h 901 A 110 4 A
Approach Delay, s/veh 6.0 7.6 7.3
Approach LOS A A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 9.5 14.0 9.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 2.6 6.7 2.0
Green Ext Time (p_c), s 0.4 2.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 6.2
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay.

F. CUMULATIVE CONDITIONS SYNCHRO

OUTPUT SHEETS
HCM 6th TWSC
1: Roy Diaz Street & US 101 NB Ramps 09/09/2019
Salinas Airport TIA 7:15 am 08/01/2019 Cumulative Conditions Synchro 10 Report Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 8.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 195 100 21 31 221 313
Future Vol, veh/h 195 100 21 31 221 313
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 74 74 74 74 74 74
Heavy Vehicles, % 16 100 50 50 50 20
Mvmt Flow 264 135 28 42 299 423
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 397 299 722 0 - 0
Stage 1 299 -----
Stage 2 98 -----
Critical Hdwy 6.56 7.2 4.6 - - -
Critical Hdwy Stg 1 5.56 -----
Critical Hdwy Stg 2 5.56 -----
Follow-up Hdwy 3.644 4.2 2.65 - - -
Pot Cap-1 Maneuver 582 558 696 - - -
Stage 1 721 -----
Stage 2 892 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 559 558 696 - - -
Mov Cap-2 Maneuver 559 -----
Stage 1 692 -----
Stage 2 892 -----
Approach EB NB SB
HCM Control Delay, s 25.8 4.2 0

HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 696 - 559 - -
HCM Lane V/C Ratio 0.041 - 0.713 - -
HCM Control Delay (s) 10.4 - 25.8 - -
HCM Lane LOS B - D - -
HCM 95th %tile Q(veh) 0.1 - 5.8 - -
HCM 6th Signalized Intersection Summary
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/09/2019 Salinas Airport TIA 7:15 am 08/01/2019 Cumulative Conditions Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 23 0 435 360 84 289 154 98 10 85 31 Future Volume (veh/h) 76 23 0 435 360 84 289 154 98 10 85 31 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1500 1085 0 1870 1693 1693 1781 1781 1485 1752 1752 1722 Adj Flow Rate, veh/h 93 28 0 530 439 102 352 188 0 12 104 38 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 27 55 0 2 14 14 8 8 28 10 10 12
Cap, veh/h 112 166 0 416 800 185 308 164 33 289 270
Arrive On Green 0.08 0.15 0.00 0.23 0.31 0.31 0.27 0.27 0.00 0.18 0.18 0.18 Sat Flow, veh/h 1428 1085 0 1781 2595 598 1125 601 1259 180 1562 1459 Grp Volume(v), veh/h 93 28 0 530 271 270 540 0 0 116 0 38 Grp Sat Flow(s),veh/h/ln 1428 1085 0 1781 1608 1585 1725 0 1259 1743 0 1459 Q Serve(g_s), s 7.2 2.5 0.0 26.3 15.8 16.0 30.8 0.0 0.0 6.5 0.0 2.5 Cycle Q Clear(g_c), s 7.2 2.5 0.0 26.3 15.8 16.0 30.8 0.0 0.0 6.5 0.0 2.5 Prop In Lane 1.00 0.00 1.00 0.38 0.65 1.00 0.10 1.00
Lane Grp Cap(c), veh/h 112 166 0 416 496 489 472 0 322 0 270 V/C Ratio(X) 0.83 0.17 0.00 1.27 0.55 0.55 1.14 0.00 0.36 0.00 0.14 Avail Cap(c_a), veh/h 270 166 0 416 496 489 472 0 322 0 270 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 51.1 41.4 0.0 43.1 32.3 32.4 40.8 0.0 0.0 40.0 0.0 38.4 Incr Delay (d2), s/veh 6.0 2.2 0.0 140.4 4.3 4.5 87.0 0.0 0.0 3.1 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.8 0.0 27.3 6.5 6.5 23.9 0.0 0.0 3.1 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.1 43.6 0.0 183.5 36.6 36.9 127.9 0.0 0.0 43.1 0.0 39.5 LnGrp LOS E D A F D D F A D A D
Approach Vol, veh/h 121 1071 540 A 154
Approach Delay, s/veh 54.0 109.4 127.9 42.2
Approach LOS D F F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 30.0 22.5 25.0 12.5 40.0 35.0
Change Period (Y+Rc), s 3.7 5.3 * 4.2 3.7 5.3 4.2
Max Green Setting (Gmax), s 26.3 14.7 * 21 21.3 34.7 30.8 Max Q Clear Time (g_c+I1), s 28.3 4.5 8.5 9.2 18.0 32.8 Green Ext Time (p_c), s 0.0 0.0 0.3 0.1 2.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 105.6
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 7:15 am 08/01/2019 Cumulative Conditions Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 454 414 136 146 137 97
Future Volume (veh/h) 454 414 136 146 137 97
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 493 450 148 159 149 105
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 1000 1800 186 1341 197 176
Arrive On Green 0.54 0.54 0.11 0.73 0.11 0.11
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 493 450 148 159 149 105
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 12.6 5.1 6.2 1.9 6.2 4.8
Cycle Q Clear(g_c), s 12.6 5.1 6.2 1.9 6.2 4.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1000 1800 186 1341 197 176
V/C Ratio(X) 0.49 0.25 0.80 0.12 0.75 0.60
Avail Cap(c_a), veh/h 1000 1800 302 1341 302 269
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 10.8 5.3 33.0 3.0 32.5 31.9
Incr Delay (d2), s/veh 1.7 0.3 7.6 0.2 5.8 3.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln4.5 1.7 2.8 0.4 2.8 1.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.5 5.7 40.6 3.2 38.2 35.1
LnGrp LOS B A D A D D
Approach Vol, veh/h 943 307 254
Approach Delay, s/veh 9.2 21.2 36.9
Approach LOS A C D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s14.0 47.0 61.0 14.5
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 36 * 55 13.0
Max Q Clear Time (g_c+I1), s 8.2 14.6 3.9 8.2
Green Ext Time (p_c), s 0.1 4.7 0.8 0.3
Intersection Summary
HCM 6th Ctrl Delay 16.4
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
4: Skyway Boulevard & Airport Boulevard 09/09/2019
Salinas Airport TIA 7:15 am 08/01/2019 Cumulative Conditions Synchro 10 Report Kimley-Horn & Associates Page 4
Intersection
Intersection Delay, s/veh 9.7
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 119 15 3 1 2 321
Future Vol, veh/h 119 15 3 1 2 321
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 129 16 3 1 2 349
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 9.2 8.3 9.9

HCM LOS A A A

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 90% 0% 100% 73% 0% 0%
Vol Thru, % 10% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 27% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 3 1 79 55 2 321
LT Vol 3 0 79 40 0 0
Through Vol 010020
RT Vol 0 0 0 15 0 321
Lane Flow Rate 4 1 86 59 2 349
Geometry Grp 777777
Degree of Util (X) 0.006 0.001 0.139 0.09 0.003 0.413
Departure Headway (Hd) 5.684 5.231 5.804 5.474 4.964 4.261 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 631 685 618 654 724 848
Service Time 3.408 2.955 3.538 3.208 2.675 1.973
HCM Lane V/C Ratio 0.006 0.001 0.139 0.09 0.003 0.412
HCM Control Delay 8.4 8 9.5 8.8 7.7 9.9
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0 0 0.5 0.3 0 2
HCM 6th TWSC
1: Roy Diaz Street & US 101 NB Ramps 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Cumulative Conditions Synchro 10 Report Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 8.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 191 16 142 204 32 125
Future Vol, veh/h 191 16 142 204 32 125
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 15 0 100 0 33 6
Mvmt Flow 208 17 154 222 35 136
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 565 35 171 0 - 0
Stage 1 35 -----
Stage 2 530 -----
Critical Hdwy 6.55 6.2 5.1 - - -
Critical Hdwy Stg 1 5.55 -----
Critical Hdwy Stg 2 5.55 -----
Follow-up Hdwy 3.635 3.3 3.1 - - -
Pot Cap-1 Maneuver 465 1044 980 - - -
Stage 1 955 -----
Stage 2 565 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 392 1044 980 - - -
Mov Cap-2 Maneuver 392 -----
Stage 1 805 -----
Stage 2 565 -----
Approach EB NB SB
HCM Control Delay, s 23.8 3.8 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 980 - 412 - -
HCM Lane V/C Ratio 0.157 - 0.546 - -
HCM Control Delay (s) 9.4 - 23.8 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.6 - 3.2 - -
HCM 6th Signalized Intersection Summary
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/09/2019 Salinas Airport TIA 4:30 pm 08/01/2019 Cumulative Conditions Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 28 0 235 182 31 144 92 208 38 99 51 Future Volume (veh/h) 75 28 0 235 182 31 144 92 208 38 99 51 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1485 0 1796 1515 1515 1752 1752 1811 1767 1767 1352 Adj Flow Rate, veh/h 82 30 0 255 198 34 157 100 0 41 108 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 6 28 0 7 26 26 10 10 6 9 9 37
Cap, veh/h 106 260 0 289 696 117 304 194 95 250 226
Arrive On Green 0.06 0.17 0.00 0.17 0.28 0.28 0.29 0.29 0.00 0.20 0.20 0.20 Sat Flow, veh/h 1725 1485 0 1711 2463 416 1038 661 1535 480 1263 1144 Grp Volume(v), veh/h 82 30 0 255 114 118 257 0 0 149 0 55 Grp Sat Flow(s),veh/h/ln 1725 1485 0 1711 1439 1440 1700 0 1535 1743 0 1144 Q Serve(g_s), s 4.9 1.8 0.0 15.3 6.5 6.7 13.2 0.0 0.0 7.9 0.0 4.3 Cycle Q Clear(g_c), s 4.9 1.8 0.0 15.3 6.5 6.7 13.2 0.0 0.0 7.9 0.0 4.3 Prop In Lane 1.00 0.00 1.00 0.29 0.61 1.00 0.28 1.00
Lane Grp Cap(c), veh/h 106 260 0 289 406 407 498 0 345 0 226 V/C Ratio(X) 0.77 0.12 0.00 0.88 0.28 0.29 0.52 0.00 0.43 0.00 0.24 Avail Cap(c_a), veh/h 349 260 0 428 406 407 498 0 345 0 226 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.6 36.5 0.0 42.7 29.4 29.5 31.0 0.0 0.0 37.0 0.0 35.5 Incr Delay (d2), s/veh 13.4 0.9 0.0 13.6 1.7 1.8 3.8 0.0 0.0 3.9 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.7 0.0 7.3 2.4 2.4 5.7 0.0 0.0 3.8 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.0 37.4 0.0 56.2 31.1 31.3 34.8 0.0 0.0 40.9 0.0 38.1 LnGrp LOS E D A E C C C A D A D
Approach Vol, veh/h 112 487 257 A 204
Approach Delay, s/veh 55.4 44.3 34.8 40.2
Approach LOS E D C D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.5 23.7 25.0 10.2 35.0 35.0
Change Period (Y+Rc), s 3.7 5.3 * 4.2 3.7 5.3 4.2
Max Green Setting (Gmax), s 26.3 14.7 * 21 21.3 29.7 30.8 Max Q Clear Time (g_c+I1), s 17.3 3.8 9.9 6.9 8.7 15.2
Green Ext Time (p_c), s 0.5 0.1 0.7 0.2 1.1 1.1
Intersection Summary
HCM 6th Ctrl Delay 42.4
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Cumulative Conditions Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 421 423 226 175 285 177
Future Volume (veh/h) 421 423 226 175 285 177
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 458 460 246 190 310 192
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 805 1682 285 1242 307 273
Arrive On Green 0.44 0.44 0.16 0.68 0.17 0.17
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 458 460 246 190 310 192
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 14.9 6.2 10.9 3.0 14.0 9.3
Cycle Q Clear(g_c), s 14.9 6.2 10.9 3.0 14.0 9.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 805 1682 285 1242 307 273
V/C Ratio(X) 0.57 0.27 0.86 0.15 1.01 0.70
Avail Cap(c_a), veh/h 805 1682 285 1242 307 273
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 16.8 7.2 32.6 4.7 33.0 31.0
Incr Delay (d2), s/veh 2.9 0.4 27.6 0.3 54.1 7.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln6.1 2.6 6.5 0.9 10.3 3.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.8 7.6 60.2 5.0 87.1 38.9
LnGrp LOS B A E A F D
Approach Vol, veh/h 918 436 502
Approach Delay, s/veh 13.7 36.1 68.7
Approach LOS B D E
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s19.0 41.0 60.0 20.0
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 12.9 16.9 5.0 16.0
Green Ext Time (p_c), s 0.0 4.3 1.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 33.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
4: Skyway Boulevard & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Cumulative Conditions Synchro 10 Report Kimley-Horn & Associates Page 4
Intersection
Intersection Delay, s/veh17.7
Intersection LOS C
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 551 17 20 52 6 340
Future Vol, veh/h 551 17 20 52 6 340
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 599 18 22 57 7 370
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 19.5 10.4 16.4

HCM LOS C B C

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 54% 0% 100% 92% 0% 0%
Vol Thru, % 46% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 8% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 37 35 367 201 6 340
LT Vol 20 0 367 184 0 0
Through Vol 17 35 0060
RT Vol 0 0 0 17 0 340
Lane Flow Rate 41 38 399 218 7 370
Geometry Grp 777777
Degree of Util (X) 0.081 0.072 0.707 0.38 0.012 0.591
Departure Headway (Hd) 7.179 6.905 6.379 6.277 6.469 5.757 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 498 518 567 574 553 625
Service Time 4.934 4.659 4.11 4.008 4.212 3.5
HCM Lane V/C Ratio 0.082 0.073 0.704 0.38 0.013 0.592
HCM Control Delay 10.6 10.2 23.1 12.8 9.3 16.5
HCM Lane LOS B B C B A C
HCM 95th-tile Q 0.3 0.2 5.7 1.8 0 3.9

MOVEMENT SUMMARY
Site: 5 [E. Alisal St @ Skyway Blvd_AM - CU]
New Site
Site Category: (None)
Roundabout
Movement Performance - Vehicles
Mov Demand Flows 95% Back of Queue
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Total HV Vehicles Distance Speed
veh/h % v/c sec veh ft mph
South: Skyway Blvd
3 L2 9 8.0 0.043 5.5 LOS A 0.2 4.0 0.47 0.36 0.47 32.3
8 T1 23 0.0 0.043 5.2 LOS A 0.2 4.0 0.47 0.36 0.47 34.5 18 R2 77 13.0 0.114 6.6 LOS A 0.4 10.9 0.49 0.41 0.49 33.0 Approach 109 9.8 0.114 6.2 LOS A 0.4 10.9 0.48 0.40 0.48 33.2 East: E. Alisal St
1 L2 237 2.0 0.215 5.2 LOS A 1.0 25.6 0.18 0.07 0.18 32.6 6 T1 411 3.0 0.387 7.3 LOS A 2.2 57.4 0.22 0.09 0.22 32.1 16 R2 12 0.0 0.387 7.2 LOS A 2.2 57.4 0.22 0.09 0.22 33.1 Approach 660 2.6 0.387 6.6 LOS A 2.2 57.4 0.20 0.08 0.20 32.3 North: Quilla St
7 L2 15 25.0 0.315 12.0 LOS B 1.3 32.2 0.64 0.65 0.68 31.8 4 T1 144 0.0 0.315 10.4 LOS B 1.3 32.2 0.64 0.65 0.68 32.4 14 R2 24 3.0 0.315 10.6 LOS B 1.3 32.2 0.64 0.65 0.68 28.9 Approach 183 2.4 0.315 10.6 LOS B 1.3 32.2 0.64 0.65 0.68 31.9 West: E. Alisal St
5 L2 13 0.0 0.507 12.3 LOS B 3.4 89.8 0.66 0.75 0.92 29.3 2 T1 351 6.0 0.507 12.6 LOS B 3.4 89.8 0.66 0.75 0.92 29.0 12 R2 111 6.0 0.070 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.2 Approach 476 5.8 0.507 9.6 LOS A 3.4 89.8 0.50 0.57 0.71 30.4 All Vehicles 1427 4.2 0.507 8.1 LOS A 3.4 89.8 0.38 0.34 0.45 31.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 5 [E. Alisal St @ Skyway Blvd_AM - CU]
New Site
Site Category: (None)
Roundabout
Approaches Intersection
South East North West

LOS A A B A A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

MOVEMENT SUMMARY
Site: 5 [E. Alisal St @ Skyway Blvd_PM - CU]
New Site
Site Category: (None)
Roundabout
Movement Performance - Vehicles
Mov Demand Flows 95% Back of Queue
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Total HV Vehicles Distance Speed
veh/h % v/c sec veh ft mph
South: Skyway Blvd
3 L2 38 1.0 0.217 6.7 LOS A 0.9 22.5 0.46 0.37 0.46 32.0 8 T1 138 1.0 0.217 6.7 LOS A 0.9 22.5 0.46 0.37 0.46 33.8 18 R2 278 3.0 0.348 8.6 LOS A 1.6 39.9 0.51 0.43 0.51 32.2 Approach 454 2.2 0.348 7.9 LOS A 1.6 39.9 0.49 0.40 0.49 32.7 East: E. Alisal St
1 L2 138 10.0 0.167 6.1 LOS A 0.6 16.5 0.36 0.24 0.36 32.0 6 T1 334 0.0 0.384 8.3 LOS A 1.9 48.4 0.45 0.33 0.45 31.6 16 R2 15 0.0 0.384 8.3 LOS A 1.9 48.4 0.45 0.33 0.45 32.6 Approach 487 2.8 0.384 7.7 LOS A 1.9 48.4 0.42 0.30 0.42 31.8 North: Quilla St
7 L2 4 0.0 0.081 6.1 LOS A 0.3 7.2 0.51 0.45 0.51 34.6
4 T1 38 1.0 0.081 6.2 LOS A 0.3 7.2 0.51 0.45 0.51 34.5 14 R2 13 0.0 0.081 6.1 LOS A 0.3 7.2 0.51 0.45 0.51 31.4 Approach 55 0.7 0.081 6.1 LOS A 0.3 7.2 0.51 0.45 0.51 33.9 West: E. Alisal St
5 L2 13 0.0 0.314 7.4 LOS A 1.4 36.3 0.41 0.30 0.41 32.1 2 T1 264 3.0 0.314 7.5 LOS A 1.4 36.3 0.41 0.30 0.41 31.9 12 R2 24 2.0 0.015 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.3 Approach 301 2.8 0.314 6.9 LOS A 1.4 36.3 0.38 0.27 0.38 32.2 All Vehicles 1298 2.5 0.384 7.5 LOS A 1.9 48.4 0.44 0.34 0.44 32.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 5 [E. Alisal St @ Skyway Blvd_PM - CU]
New Site
Site Category: (None)
Roundabout
Approaches Intersection
South East North West

LOS A A A A A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

CONDITIONS SYNCHRO OUTPUT SHEETS
HCM 6th TWSC
1: Roy Diaz Street & US 101 NB Ramps 09/09/2019
Salinas Airport TIA 7:15 am 08/01/2019 Cumulative Plus Project Synchro 10 Report Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 10.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 218 100 21 31 221 321
Future Vol, veh/h 218 100 21 31 221 321
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 74 74 74 74 74 74
Heavy Vehicles, % 16 100 50 50 50 20
Mvmt Flow 295 135 28 42 299 434
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 397 299 733 0 - 0
Stage 1 299 -----
Stage 2 98 -----
Critical Hdwy 6.56 7.2 4.6 - - -
Critical Hdwy Stg 1 5.56 -----
Critical Hdwy Stg 2 5.56 -----
Follow-up Hdwy 3.644 4.2 2.65 - - -
Pot Cap-1 Maneuver 582 558 689 - - -
Stage 1 721 -----
Stage 2 892 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 558 558 689 - - -
Mov Cap-2 Maneuver 558 -----
Stage 1 691 -----
Stage 2 892 -----
Approach EB NB SB
HCM Control Delay, s 29.8 4.2 0

HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 689 - 558 - -
HCM Lane V/C Ratio 0.041 - 0.77 - -
HCM Control Delay (s) 10.4 - 29.8 - -
HCM Lane LOS B - D - -
HCM 95th %tile Q(veh) 0.1 - 7 - -
HCM 6th Signalized Intersection Summary
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/09/2019 Salinas Airport TIA 7:15 am 08/01/2019 Cumulative Plus Project Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 23 0 464 360 84 291 158 108 10 96 31 Future Volume (veh/h) 76 23 0 464 360 84 291 158 108 10 96 31 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1500 1085 0 1870 1693 1693 1781 1781 1485 1752 1752 1722 Adj Flow Rate, veh/h 93 28 0 566 439 102 355 193 0 12 117 38 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 27 55 0 2 14 14 8 8 28 10 10 12
Cap, veh/h 112 166 0 416 800 185 306 166 30 292 270
Arrive On Green 0.08 0.15 0.00 0.23 0.31 0.31 0.27 0.27 0.00 0.18 0.18 0.18 Sat Flow, veh/h 1428 1085 0 1781 2595 598 1118 608 1259 162 1581 1459 Grp Volume(v), veh/h 93 28 0 566 271 270 548 0 0 129 0 38 Grp Sat Flow(s),veh/h/ln 1428 1085 0 1781 1608 1585 1726 0 1259 1744 0 1459 Q Serve(g_s), s 7.2 2.5 0.0 26.3 15.8 16.0 30.8 0.0 0.0 7.3 0.0 2.5 Cycle Q Clear(g_c), s 7.2 2.5 0.0 26.3 15.8 16.0 30.8 0.0 0.0 7.3 0.0 2.5 Prop In Lane 1.00 0.00 1.00 0.38 0.65 1.00 0.09 1.00
Lane Grp Cap(c), veh/h 112 166 0 416 496 489 472 0 322 0 270 V/C Ratio(X) 0.83 0.17 0.00 1.36 0.55 0.55 1.16 0.00 0.40 0.00 0.14 Avail Cap(c_a), veh/h 270 166 0 416 496 489 472 0 322 0 270 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 51.1 41.4 0.0 43.1 32.3 32.4 40.8 0.0 0.0 40.4 0.0 38.4 Incr Delay (d2), s/veh 6.0 2.2 0.0 176.6 4.3 4.5 93.3 0.0 0.0 3.7 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.8 0.0 31.5 6.5 6.5 24.7 0.0 0.0 3.5 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.1 43.6 0.0 219.7 36.6 36.9 134.2 0.0 0.0 44.0 0.0 39.5 LnGrp LOS E D A F D D F A D A D
Approach Vol, veh/h 121 1107 548 A 167
Approach Delay, s/veh 54.0 130.3 134.2 43.0
Approach LOS D F F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 30.0 22.5 25.0 12.5 40.0 35.0
Change Period (Y+Rc), s 3.7 5.3 * 4.2 3.7 5.3 4.2
Max Green Setting (Gmax), s 26.3 14.7 * 21 21.3 34.7 30.8 Max Q Clear Time (g_c+I1), s 28.3 4.5 9.3 9.2 18.0 32.8 Green Ext Time (p_c), s 0.0 0.0 0.4 0.1 2.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 119.1
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 7:15 am 08/01/2019 Cumulative Plus Project Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 499 414 144 162 137 120
Future Volume (veh/h) 499 414 144 162 137 120
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 542 450 157 176 149 130
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 980 1776 196 1334 201 179
Arrive On Green 0.53 0.53 0.11 0.72 0.11 0.11
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 542 450 157 176 149 130
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 14.5 5.2 6.5 2.2 6.1 6.0
Cycle Q Clear(g_c), s 14.5 5.2 6.5 2.2 6.1 6.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 980 1776 196 1334 201 179
V/C Ratio(X) 0.55 0.25 0.80 0.13 0.74 0.73
Avail Cap(c_a), veh/h 980 1776 306 1334 329 293
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 11.6 5.6 32.3 3.1 31.9 31.9
Incr Delay (d2), s/veh 2.2 0.3 8.1 0.2 5.3 5.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln5.3 1.7 3.0 0.5 2.8 2.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.8 5.9 40.4 3.3 37.3 37.5
LnGrp LOS B A D A D D
Approach Vol, veh/h 992 333 279
Approach Delay, s/veh 10.2 20.8 37.4
Approach LOS B C D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s14.3 45.7 60.0 14.5
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 8.5 16.5 4.2 8.1
Green Ext Time (p_c), s 0.1 4.9 0.9 0.4
Intersection Summary
HCM 6th Ctrl Delay 17.1
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
4: Skyway Boulevard & Airport Boulevard 09/09/2019
Salinas Airport TIA 7:15 am 08/01/2019 Cumulative Plus Project Synchro 10 Report Kimley-Horn & Associates Page 4
Intersection
Intersection Delay, s/veh 10
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 127 15 3 8 25 344
Future Vol, veh/h 127 15 3 8 25 344
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 138 16 3 9 27 374
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 9.4 8.3 10.3

HCM LOS A A B

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 965 - 410 - -
HCM Lane V/C Ratio 0.16 - 0.559 - -
HCM Control Delay (s) 9.4 - 24.4 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.6 - 3.3 - -
HCM 6th Signalized Intersection Summary
2: Terven Ave/Terven Avenue & Airport Boulevard/US 101 SB Ramps 09/09/2019 Salinas Airport TIA 4:30 pm 08/01/2019 Cumulative Plus Project Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 28 0 240 182 31 148 99 217 38 101 51 Future Volume (veh/h) 75 28 0 240 182 31 148 99 217 38 101 51 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1485 0 1796 1515 1515 1752 1752 1811 1767 1767 1352 Adj Flow Rate, veh/h 82 30 0 261 198 34 161 108 0 41 110 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 6 28 0 7 26 26 10 10 6 9 9 37
Cap, veh/h 106 254 0 295 696 117 298 200 94 251 226
Arrive On Green 0.06 0.17 0.00 0.17 0.28 0.28 0.29 0.29 0.00 0.20 0.20 0.20 Sat Flow, veh/h 1725 1485 0 1711 2463 416 1018 683 1535 473 1270 1144 Grp Volume(v), veh/h 82 30 0 261 114 118 269 0 0 151 0 55 Grp Sat Flow(s),veh/h/ln 1725 1485 0 1711 1439 1440 1701 0 1535 1743 0 1144 Q Serve(g_s), s 4.9 1.8 0.0 15.7 6.5 6.7 14.0 0.0 0.0 8.0 0.0 4.3 Cycle Q Clear(g_c), s 4.9 1.8 0.0 15.7 6.5 6.7 14.0 0.0 0.0 8.0 0.0 4.3 Prop In Lane 1.00 0.00 1.00 0.29 0.60 1.00 0.27 1.00
Lane Grp Cap(c), veh/h 106 254 0 295 406 407 498 0 345 0 226 V/C Ratio(X) 0.77 0.12 0.00 0.88 0.28 0.29 0.54 0.00 0.44 0.00 0.24 Avail Cap(c_a), veh/h 349 254 0 428 406 407 498 0 345 0 226 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.6 36.8 0.0 42.5 29.4 29.5 31.2 0.0 0.0 37.0 0.0 35.5 Incr Delay (d2), s/veh 13.4 0.9 0.0 14.2 1.7 1.8 4.2 0.0 0.0 4.0 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.7 0.0 7.5 2.4 2.4 6.0 0.0 0.0 3.8 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.0 37.8 0.0 56.7 31.1 31.3 35.4 0.0 0.0 41.1 0.0 38.1 LnGrp LOS E D A E C C D A D A D
Approach Vol, veh/h 112 493 269 A 206
Approach Delay, s/veh 55.5 44.7 35.4 40.3
Approach LOS E D D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.8 23.3 25.0 10.2 35.0 35.0
Change Period (Y+Rc), s 3.7 5.3 * 4.2 3.7 5.3 4.2
Max Green Setting (Gmax), s 26.3 14.7 * 21 21.3 29.7 30.8 Max Q Clear Time (g_c+I1), s 17.7 3.8 10.0 6.9 8.7 16.0 Green Ext Time (p_c), s 0.5 0.1 0.7 0.2 1.1 1.2
Intersection Summary
HCM 6th Ctrl Delay 42.7
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Cumulative Plus Project Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 429 423 241 205 285 181
Future Volume (veh/h) 429 423 241 205 285 181
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 466 460 262 223 310 197
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 805 1682 285 1242 307 273
Arrive On Green 0.44 0.44 0.16 0.68 0.17 0.17
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 466 460 262 223 310 197
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 15.3 6.2 11.8 3.6 14.0 9.5
Cycle Q Clear(g_c), s 15.3 6.2 11.8 3.6 14.0 9.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 805 1682 285 1242 307 273
V/C Ratio(X) 0.58 0.27 0.92 0.18 1.01 0.72
Avail Cap(c_a), veh/h 805 1682 285 1242 307 273
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 16.9 7.2 33.0 4.8 33.0 31.2
Incr Delay (d2), s/veh 3.0 0.4 36.2 0.3 54.1 9.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln6.2 2.6 7.5 1.0 10.3 4.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.0 7.6 69.2 5.1 87.1 40.1
LnGrp LOS B A E A F D
Approach Vol, veh/h 926 485 507
Approach Delay, s/veh 13.8 39.7 68.8
Approach LOS B D E
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s19.0 41.0 60.0 20.0
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 13.8 17.3 5.6 16.0
Green Ext Time (p_c), s 0.0 4.3 1.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 34.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
4: Skyway Boulevard & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Cumulative Plus Project Synchro 10 Report Kimley-Horn & Associates Page 4
Intersection
Intersection Delay, s/veh18.8
Intersection LOS C
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 566 17 20 66 10 344
Future Vol, veh/h 566 17 20 66 10 344
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 615 18 22 72 11 374
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 21 10.6 17.1

HCM LOS C B C

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 48% 0% 100% 92% 0% 0%
Vol Thru, % 52% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 8% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 42 44 377 206 10 344
LT Vol 20 0 377 189 0 0
Through Vol 22 44 0 0 10 0
RT Vol 0 0 0 17 0 344
Lane Flow Rate 46 48 410 224 11 374
Geometry Grp 777777
Degree of Util (X) 0.092 0.093 0.736 0.395 0.02 0.607
Departure Headway (Hd) 7.228 6.984 6.46 6.36 6.554 5.842 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 494 512 562 566 545 617
Service Time 4.989 4.745 4.195 4.095 4.304 3.592
HCM Lane V/C Ratio 0.093 0.094 0.73 0.396 0.02 0.606
HCM Control Delay 10.7 10.5 25.2 13.2 9.4 17.3
HCM Lane LOS B B D B A C
HCM 95th-tile Q 0.3 0.3 6.2 1.9 0.1 4.1

MOVEMENT SUMMARY
Site: 5 [E. Alisal St @ Skyway Blvd_AM - CU + Proj]
New Site
Site Category: (None)
Roundabout
Movement Performance - Vehicles
Mov Demand Flows 95% Back of Queue
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Total HV Vehicles Distance Speed
veh/h % v/c sec veh ft mph
South: Skyway Blvd
3 L2 13 1.0 0.050 5.2 LOS A 0.2 4.5 0.43 0.32 0.43 32.6 8 T1 26 1.0 0.050 5.2 LOS A 0.2 4.5 0.43 0.32 0.43 34.3 18 R2 72 3.0 0.096 5.7 LOS A 0.3 8.9 0.45 0.35 0.45 33.6 Approach 111 2.3 0.096 5.5 LOS A 0.3 8.9 0.44 0.34 0.44 33.7 East: E. Alisal St
1 L2 221 10.0 0.231 6.0 LOS A 0.9 25.1 0.18 0.08 0.18 32.0 6 T1 359 0.0 0.351 7.0 LOS A 1.8 45.9 0.22 0.09 0.22 32.4 16 R2 11 0.0 0.351 7.0 LOS A 1.8 45.9 0.22 0.09 0.22 33.2 Approach 590 3.7 0.351 6.6 LOS A 1.8 45.9 0.20 0.09 0.20 32.2 North: Quilla St
7 L2 13 0.0 0.284 9.4 LOS A 1.1 27.8 0.61 0.61 0.61 33.0 4 T1 143 1.0 0.284 9.5 LOS A 1.1 27.8 0.61 0.61 0.61 32.8 14 R2 21 0.0 0.284 9.4 LOS A 1.1 27.8 0.61 0.61 0.61 29.6 Approach 177 0.8 0.284 9.5 LOS A 1.1 27.8 0.61 0.61 0.61 32.5 West: E. Alisal St
5 L2 12 0.0 0.446 11.2 LOS B 2.5 63.5 0.62 0.65 0.76 29.9 2 T1 306 3.0 0.446 11.3 LOS B 2.5 63.5 0.62 0.65 0.76 29.7 12 R2 114 2.0 0.069 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.3 Approach 432 2.7 0.446 8.3 LOS A 2.5 63.5 0.46 0.48 0.56 31.2 All Vehicles 1310 2.9 0.446 7.5 LOS A 2.5 63.5 0.36 0.31 0.40 32.1 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 5 [E. Alisal St @ Skyway Blvd_AM - CU + Proj]
New Site
Site Category: (None)
Roundabout
Approaches Intersection
South East North West

LOS A A A A A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

MOVEMENT SUMMARY
Site: 5 [E. Alisal St @ Skyway Blvd_PM - CU + Proj]
New Site
Site Category: (None)
Roundabout
Movement Performance - Vehicles
Mov Demand Flows 95% Back of Queue
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Total HV Vehicles Distance Speed
veh/h % v/c sec veh ft mph
South: Skyway Blvd
3 L2 49 1.0 0.243 7.1 LOS A 1.0 25.7 0.47 0.38 0.47 31.7 8 T1 149 1.0 0.243 7.1 LOS A 1.0 25.7 0.47 0.38 0.47 33.6 18 R2 287 3.0 0.360 8.8 LOS A 1.6 41.7 0.51 0.43 0.51 32.1 Approach 485 2.2 0.360 8.1 LOS A 1.6 41.7 0.49 0.41 0.49 32.5 East: E. Alisal St
1 L2 140 10.0 0.174 6.3 LOS A 0.6 17.2 0.38 0.26 0.38 31.9 6 T1 334 0.0 0.392 8.6 LOS A 2.0 49.4 0.47 0.36 0.47 31.4 16 R2 15 0.0 0.392 8.6 LOS A 2.0 49.4 0.47 0.36 0.47 32.5 Approach 489 2.9 0.392 7.9 LOS A 2.0 49.4 0.44 0.33 0.44 31.6 North: Quilla St
7 L2 4 0.0 0.087 6.2 LOS A 0.3 7.7 0.52 0.47 0.52 34.6
4 T1 41 1.0 0.087 6.3 LOS A 0.3 7.7 0.52 0.47 0.52 34.4 14 R2 13 0.0 0.087 6.2 LOS A 0.3 7.7 0.52 0.47 0.52 31.4 Approach 59 0.7 0.087 6.3 LOS A 0.3 7.7 0.52 0.47 0.52 33.9 West: E. Alisal St
5 L2 13 0.0 0.316 7.5 LOS A 1.4 36.5 0.42 0.31 0.42 32.1 2 T1 264 3.0 0.316 7.6 LOS A 1.4 36.5 0.42 0.31 0.42 31.9 12 R2 28 2.0 0.017 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 36.3 Approach 304 2.8 0.316 6.9 LOS A 1.4 36.5 0.38 0.28 0.38 32.2 All Vehicles 1337 2.5 0.392 7.7 LOS A 2.0 49.4 0.45 0.35 0.45 32.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

Gap-Acceptance Capacity: Traditional M1.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 5 [E. Alisal St @ Skyway Blvd_PM - CU + Proj]
New Site
Site Category: (None)
Roundabout
Approaches Intersection
South East North West

LOS A A A A A
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6).

HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies.

SIDRA INTERSECTION 8.0 | Copyright © 2000-2018 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Processed: Monday, September 9, 2019 4:07:27 PM Project: K:\SJC_TPTO\City of Salinas\095936010 - Salinas Airport Industrial Park\04 Analysis\Sidra\Int 5. E. Alisal St @ Skyway Blvd.sip8 HCM 6th Signalized Intersection Summary
1: Roy Diaz Street & US 101 NB Ramps 09/09/2019
Salinas Airport TIA 7:15 am 08/01/2019 Cumulative Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 218 100 21 31 221 321
Future Volume (veh/h) 218 100 21 31 221 321
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1159 1159 1159 1604
Adj Flow Rate, veh/h 295 135 28 42 299 434
Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74
Percent Heavy Veh, % 0 0 50 50 50 20
Cap, veh/h 362 166 289 460 460 539
Arrive On Green 0.35 0.35 0.40 0.40 0.40 0.40
Sat Flow, veh/h 1044 478 448 1159 1159 1359
Grp Volume(v), veh/h 431 0 28 42 299 434
Grp Sat Flow(s),veh/h/ln 1525 0 448 1159 1159 1359
Q Serve(g_s), s 9.0 0.0 1.9 0.8 7.4 9.9
Cycle Q Clear(g_c), s 9.0 0.0 9.3 0.8 7.4 9.9
Prop In Lane 0.68 0.31 1.00 1.00
Lane Grp Cap(c), veh/h 529 0 289 460 460 539
V/C Ratio(X) 0.81 0.00 0.10 0.09 0.65 0.80
Avail Cap(c_a), veh/h 976 0 347 610 610 715
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 10.4 0.0 12.4 6.6 8.6 9.4
Incr Delay (d2), s/veh 3.1 0.0 0.1 0.1 1.6 5.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.4 0.0 0.2 0.1 1.3 2.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.5 0.0 12.5 6.7 10.2 14.4
LnGrp LOS BABABB
Approach Vol, veh/h 431 70 733
Approach Delay, s/veh 13.5 9.0 12.7
Approach LOS B A B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 16.7 18.4 18.4
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.5 18.5 18.5
Max Q Clear Time (g_c+I1), s 11.0 11.9 11.3
Green Ext Time (p_c), s 1.2 2.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 12.8
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
2: US 101 SB Ramps/Terven Avenue & Airport Boulevard/Airport Blvd 09/09/2019 Salinas Airport TIA 7:15 am 08/01/2019 Cumulative Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 292 23 108 291 158 360 84 464 96 10 31 Future Volume (veh/h) 76 292 23 108 291 158 360 84 464 96 10 31 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1500 1589 1589 1485 1752 1781 1693 1870 1870 1752 1263 1263 Adj Flow Rate, veh/h 93 356 28 132 355 193 439 102 566 117 12 38 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 27 21 21 28 10 8 14 2 2 10 43 43
Cap, veh/h 122 577 45 159 560 390 577 703 627 151 362 323 Arrive On Green 0.09 0.14 0.14 0.11 0.17 0.17 0.18 0.40 0.40 0.09 0.30 0.30 Sat Flow, veh/h 1428 4105 318 1414 3328 1510 3127 1777 1585 1668 1200 1070 Grp Volume(v), veh/h 93 249 135 132 355 193 439 102 566 117 12 38 Grp Sat Flow(s),veh/h/ln1428 1446 1531 1414 1664 1510 1564 1777 1585 1668 1200 1070 Q Serve(g_s), s 4.3 5.5 5.6 6.2 6.7 7.4 9.1 2.5 22.8 4.7 0.5 1.7 Cycle Q Clear(g_c), s 4.3 5.5 5.6 6.2 6.7 7.4 9.1 2.5 22.8 4.7 0.5 1.7 Prop In Lane 1.00 0.21 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 122 407 215 159 560 390 577 703 627 151 362 323 V/C Ratio(X) 0.76 0.61 0.63 0.83 0.63 0.49 0.76 0.15 0.90 0.78 0.03 0.12 Avail Cap(c_a), veh/h 406 923 489 527 1357 752 1450 910 812 503 420 375 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.4 27.5 27.5 29.5 26.3 21.4 26.3 13.2 19.3 30.2 16.7 17.2 Incr Delay (d2), s/veh 3.7 0.6 1.1 4.1 0.9 0.7 2.1 0.0 9.6 8.3 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 1.9 2.1 2.1 2.5 2.4 3.2 0.9 8.6 2.2 0.1 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.1 28.0 28.6 33.6 27.2 22.1 28.4 13.2 28.9 38.5 16.7 17.2 LnGrp LOS C CCCCCCBCDBB
Approach Vol, veh/h 477 680 1107 167
Approach Delay, s/veh 29.4 27.0 27.3 32.1
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s10.6 31.1 11.4 14.9 17.0 24.7 9.5 16.7 Change Period (Y+Rc), s 4.5 * 4.2 3.7 5.3 4.5 * 4.2 3.7 5.3 Max Green Setting (Gmax), s 20.5 * 35 25.3 21.7 31.5 * 24 19.3 27.7 Max Q Clear Time (g_c+I1), s 6.7 24.8 8.2 7.6 11.1 3.7 6.3 9.4 Green Ext Time (p_c), s 0.2 2.1 0.1 1.5 1.5 0.1 0.1 2.0 Intersection Summary
HCM 6th Ctrl Delay 27.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 7:15 am 08/01/2019 Cumulative Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 499 414 144 162 137 120
Future Volume (veh/h) 499 414 144 162 137 120
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 542 450 157 176 149 130
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 980 1776 196 1334 201 179
Arrive On Green 0.53 0.53 0.11 0.72 0.11 0.11
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 542 450 157 176 149 130
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 14.5 5.2 6.5 2.2 6.1 6.0
Cycle Q Clear(g_c), s 14.5 5.2 6.5 2.2 6.1 6.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 980 1776 196 1334 201 179
V/C Ratio(X) 0.55 0.25 0.80 0.13 0.74 0.73
Avail Cap(c_a), veh/h 980 1776 306 1334 329 293
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 11.6 5.6 32.3 3.1 31.9 31.9
Incr Delay (d2), s/veh 2.2 0.3 8.1 0.2 5.3 5.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln5.3 1.7 3.0 0.5 2.8 2.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.8 5.9 40.4 3.3 37.3 37.5
LnGrp LOS B A D A D D
Approach Vol, veh/h 992 333 279
Approach Delay, s/veh 10.2 20.8 37.4
Approach LOS B C D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s14.3 45.7 60.0 14.5
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 8.5 16.5 4.2 8.1
Green Ext Time (p_c), s 0.1 4.9 0.9 0.4
Intersection Summary
HCM 6th Ctrl Delay 17.1
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
4: Skyway Boulevard & Airport Boulevard 09/09/2019
Salinas Airport TIA 7:15 am 08/01/2019 Cumulative Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 4
Intersection
Intersection Delay, s/veh 10
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 127 15 3 8 25 344
Future Vol, veh/h 127 15 3 8 25 344
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 138 16 3 9 27 374
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 9.4 8.3 10.3

HCM LOS A A B

Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 53% 0% 100% 74% 0% 0%
Vol Thru, % 47% 100% 0% 0% 100% 0%
Vol Right, % 0% 0% 0% 26% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 6 5 85 57 25 344
LT Vol 3 0 85 42 0 0
Through Vol 3 5 0 0 25 0
RT Vol 0 0 0 15 0 344
Lane Flow Rate 6 6 92 62 27 374
Geometry Grp 777777
Degree of Util (X) 0.01 0.009 0.151 0.097 0.038 0.447
Departure Headway (Hd) 5.581 5.314 5.926 5.611 5.003 4.3 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 641 673 605 638 718 841
Service Time 3.314 3.047 3.672 3.356 2.719 2.016
HCM Lane V/C Ratio 0.009 0.009 0.152 0.097 0.038 0.445
HCM Control Delay 8.4 8.1 9.7 9 7.9 10.5
HCM Lane LOS AAAAAB
HCM 95th-tile Q 0 0 0.5 0.3 0.1 2.3
HCM 6th Signalized Intersection Summary
1: Roy Diaz Street & US 101 NB Ramps 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Cumulative Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 195 16 142 204 32 140
Future Volume (veh/h) 195 16 142 204 32 140
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1159 1159 1159 1604
Adj Flow Rate, veh/h 264 22 192 276 43 189
Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74
Percent Heavy Veh, % 0 0 50 50 50 20
Cap, veh/h 380 32 537 468 468 549
Arrive On Green 0.26 0.26 0.40 0.40 0.40 0.40
Sat Flow, veh/h 1443 120 712 1159 1159 1359
Grp Volume(v), veh/h 287 0 192 276 43 189
Grp Sat Flow(s),veh/h/ln 1569 0 712 1159 1159 1359
Q Serve(g_s), s 4.5 0.0 6.2 5.0 0.6 2.6
Cycle Q Clear(g_c), s 4.5 0.0 6.8 5.0 0.6 2.6
Prop In Lane 0.92 0.08 1.00 1.00
Lane Grp Cap(c), veh/h 414 0 537 468 468 549
V/C Ratio(X) 0.69 0.00 0.36 0.59 0.09 0.34
Avail Cap(c_a), veh/h 1044 0 723 771 771 904
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 9.0 0.0 7.1 6.3 5.0 5.6
Incr Delay (d2), s/veh 2.1 0.0 0.4 1.2 0.1 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.0 0.5 0.7 0.1 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.1 0.0 7.5 7.5 5.1 6.0
LnGrp LOS BAAAAA
Approach Vol, veh/h 287 468 232
Approach Delay, s/veh 11.1 7.5 5.8
Approach LOS B A A
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 11.6 15.4 15.4
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 6.5 4.6 8.8
Green Ext Time (p_c), s 0.7 0.7 2.2
Intersection Summary
HCM 6th Ctrl Delay 8.1
HCM 6th LOS A
HCM 6th Signalized Intersection Summary
2: US 101 SB Ramps/Terven Avenue & Airport Boulevard/Airport Blvd 09/09/2019 Salinas Airport TIA 4:30 pm 08/01/2019 Cumulative Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 629 28 217 148 99 182 31 240 101 38 51 Future Volume (veh/h) 75 629 28 217 148 99 182 31 240 101 38 51 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1500 1589 1589 1485 1752 1781 1693 1870 1870 1752 1263 1263 Adj Flow Rate, veh/h 91 767 34 265 180 121 222 38 293 123 46 62 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 27 21 21 28 10 8 14 2 2 10 43 43
Cap, veh/h 115 1039 46 301 1253 710 314 372 332 157 243 217 Arrive On Green 0.08 0.24 0.24 0.21 0.38 0.38 0.10 0.21 0.21 0.09 0.20 0.20 Sat Flow, veh/h 1428 4258 188 1414 3328 1510 3127 1777 1585 1668 1200 1070 Grp Volume(v), veh/h 91 520 281 265 180 121 222 38 293 123 46 62 Grp Sat Flow(s),veh/h/ln1428 1446 1555 1414 1664 1510 1564 1777 1585 1668 1200 1070 Q Serve(g_s), s 4.6 12.2 12.3 13.4 2.6 3.4 5.1 1.3 13.2 5.3 2.3 3.6 Cycle Q Clear(g_c), s 4.6 12.2 12.3 13.4 2.6 3.4 5.1 1.3 13.2 5.3 2.3 3.6 Prop In Lane 1.00 0.12 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 115 706 379 301 1253 710 314 372 332 157 243 217 V/C Ratio(X) 0.79 0.74 0.74 0.88 0.14 0.17 0.71 0.10 0.88 0.79 0.19 0.29 Avail Cap(c_a), veh/h 302 1244 669 697 2367 1215 620 405 361 396 321 286 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.3 25.7 25.7 28.1 15.1 11.2 32.1 23.5 28.3 32.7 24.3 24.9 Incr Delay (d2), s/veh 4.6 0.6 1.1 3.4 0.0 0.1 2.9 0.0 19.5 8.4 0.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 4.1 4.5 4.4 0.9 1.0 1.9 0.5 6.3 2.5 0.7 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.9 26.2 26.8 31.5 15.2 11.3 35.0 23.6 47.7 41.0 24.5 25.1 LnGrp LOS D C C C B B DCDDCC
Approach Vol, veh/h 892 566 553 231
Approach Delay, s/veh 27.6 22.0 41.0 33.5
Approach LOS CCDC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s11.4 19.6 19.4 23.3 11.9 19.1 9.6 33.0 Change Period (Y+Rc), s 4.5 * 4.2 3.7 5.3 4.5 * 4.2 3.7 5.3 Max Green Setting (Gmax), s 17.5 * 17 36.3 31.7 14.6 * 20 15.6 52.4 Max Q Clear Time (g_c+I1), s 7.3 15.2 15.4 14.3 7.1 5.6 6.6 5.4 Green Ext Time (p_c), s 0.2 0.2 0.4 3.7 0.4 0.3 0.1 1.1 Intersection Summary
HCM 6th Ctrl Delay 30.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: Roy Diaz Street & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Cumulative Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 429 423 241 205 285 181
Future Volume (veh/h) 429 423 241 205 285 181
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 466 460 262 223 310 197
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 44444
Cap, veh/h 805 1682 285 1242 307 273
Arrive On Green 0.44 0.44 0.16 0.68 0.17 0.17
Sat Flow, veh/h 1841 2745 1753 1841 1753 1560
Grp Volume(v), veh/h 466 460 262 223 310 197
Grp Sat Flow(s),veh/h/ln1841 1373 1753 1841 1753 1560
Q Serve(g_s), s 15.3 6.2 11.8 3.6 14.0 9.5
Cycle Q Clear(g_c), s 15.3 6.2 11.8 3.6 14.0 9.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 805 1682 285 1242 307 273
V/C Ratio(X) 0.58 0.27 0.92 0.18 1.01 0.72
Avail Cap(c_a), veh/h 805 1682 285 1242 307 273
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 16.9 7.2 33.0 4.8 33.0 31.2
Incr Delay (d2), s/veh 3.0 0.4 36.2 0.3 54.1 9.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln6.2 2.6 7.5 1.0 10.3 4.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.0 7.6 69.2 5.1 87.1 40.1
LnGrp LOS B A E A F D
Approach Vol, veh/h 926 485 507
Approach Delay, s/veh 13.8 39.7 68.8
Approach LOS B D E
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s19.0 41.0 60.0 20.0
Change Period (Y+Rc), s * 6 * 6 * 6 6.0
Max Green Setting (Gmax), s * 13 * 35 * 54 14.0
Max Q Clear Time (g_c+I1), s 13.8 17.3 5.6 16.0
Green Ext Time (p_c), s 0.0 4.3 1.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 34.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC
4: Skyway Boulevard & Airport Boulevard 09/09/2019
Salinas Airport TIA 4:30 pm 08/01/2019 Cumulative Plus Project Mitigated Synchro 10 Report Kimley-Horn & Associates Page 4
Intersection
Intersection Delay, s/veh18.8
Intersection LOS C
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 566 17 20 66 10 344
Future Vol, veh/h 566 17 20 66 10 344
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 615 18 22 72 11 374
Number of Lanes 2 00211
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 21 10.6 17.1

HCM LOS C B C

OUTPUT SHEETS
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 NB from Fairview
to Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2489 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1444
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.60 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.0 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 20.9 Total Ramp Density Adjustment 5.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 08:55:48 1_US 101 NB Fair_Airport AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 NB from Fairview
to Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2721 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1578
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.66 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 68.1 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 23.2 Total Ramp Density Adjustment 5.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 08:58:15 1_US 101 NB Fair_Airport PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 SB from Fairview to
Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1876 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1088
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.45 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 15.6 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:01:47 1_US 101 SB Fair_Airport AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 SB from Fairview to
Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1643 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 953
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.40 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 13.7 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:02:50 1_US 101 SB Fair_Airport PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 NB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1795 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1041
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.43 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 15.0 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:10:54 2_US 101 NB Airport_Roy AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 NB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1962 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1138
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.47 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 16.4 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:13:35 2_US 101 NB Airport_Roy PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 SB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1352 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 784
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.33 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 11.3 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:14:50 2_US 101 SB Airport_Roy AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 SB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1185 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 688
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.29 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 9.9 Total Ramp Density Adjustment 5.8 Level of Service (LOS) A Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:15:52 2_US 101 SB Airport_Roy PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 NB from Fairview
to Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2497 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1448
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.60 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.0 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 21.0 Total Ramp Density Adjustment 5.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:26:47 1_US 101 NB Fair_Airport AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 NB from Fairview
to Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2736 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1587
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.66 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 68.0 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 23.3 Total Ramp Density Adjustment 5.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:29:13 1_US 101 NB Fair_Airport PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 SB from Fairview to
Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1905 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1105
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.46 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 15.9 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:32:14 1_US 101 SB Fair_Airport AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 SB from Fairview to
Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1648 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 956
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.40 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 13.7 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:33:25 1_US 101 SB Fair_Airport PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 NB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1818 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1054
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.44 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 15.1 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:38:13 2_US 101 NB Airport_Roy AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 NB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1966 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1140
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.48 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 16.4 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:39:27 2_US 101 NB Airport_Roy PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 SB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1362 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 790
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.33 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 11.4 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:40:25 2_US 101 SB Airport_Roy AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 SB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1194 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 692
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.29 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 9.9 Total Ramp Density Adjustment 5.8 Level of Service (LOS) A Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:41:34 2_US 101 SB Airport_Roy PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 NB from Fairview
to Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2558 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1484
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.62 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 68.8 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 21.6 Total Ramp Density Adjustment 5.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:51:36 1_US 101 NB Fair_Airport AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 NB from Fairview
to Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2799 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1624
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.68 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 67.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 24.0 Total Ramp Density Adjustment 5.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:53:17 1_US 101 NB Fair_Airport PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 SB from Fairview to
Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2050 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1189
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.50 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 17.1 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:57:02 1_US 101 SB Fair_Airport AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 SB from Fairview to
Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1717 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 996
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.42 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 14.3 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:58:46 1_US 101 SB Fair_Airport PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 NB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2069 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1200
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.50 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 17.2 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 09:59:43 2_US 101 NB Airport_Roy AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 NB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2062 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1196
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.50 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 17.2 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:01:17 2_US 101 NB Airport_Roy PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 SB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1407 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 816
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.34 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 11.7 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:02:49 2_US 101 SB Airport_Roy AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year 2019
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 SB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1332 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 772
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.32 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 11.1 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:04:55 2_US 101 SB Airport_Roy PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Background + Project
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 NB from Fairview
to Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2566 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1488
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.62 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 68.7 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 21.7 Total Ramp Density Adjustment 5.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:06:37 1_US 101 NB Fair_Airport AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Background + Project
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 NB from Fairview
to Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2814 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1632
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.68 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 67.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 24.1 Total Ramp Density Adjustment 5.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:07:51 1_US 101 NB Fair_Airport PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Background + Project
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 SB from Fairview to
Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2079 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1206
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.50 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 17.3 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:09:13 1_US 101 SB Fair_Airport AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Background + Project
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 SB from Fairview to
Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1722 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 999
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.42 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 14.4 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:10:20 1_US 101 SB Fair_Airport PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Background + Project
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 NB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2092 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1214
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.51 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 17.4 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:11:22 2_US 101 NB Airport_Roy AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Background + Project
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 NB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2066 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1198
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.50 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 17.2 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:12:35 2_US 101 NB Airport_Roy PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Background + Project
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 SB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1417 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 822
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.34 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 11.8 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:13:29 2_US 101 SB Airport_Roy AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Background + Project
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 SB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1341 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 778
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.32 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 11.2 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:14:27 2_US 101 SB Airport_Roy PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 NB from Fairview
to Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2912 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1689
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.70 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 67.0 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 25.2 Total Ramp Density Adjustment 5.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:16:39 1_US 101 NB Fair_Airport AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 NB from Fairview
to Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 3184 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1847
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.77 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 64.9 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 28.5 Total Ramp Density Adjustment 5.8 Level of Service (LOS) D Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:18:23 1_US 101 NB Fair_Airport PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 SB from Fairview to
Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2195 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1273
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.53 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 18.3 Total Ramp Density Adjustment 5.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:19:30 1_US 101 SB Fair_Airport AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 SB from Fairview to
Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1923 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1116
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.47 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 16.0 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:20:34 1_US 101 SB Fair_Airport PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 NB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2100 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1218
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.51 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 17.5 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:21:48 2_US 101 NB Airport_Roy AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 NB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2295 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1331
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.56 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.4 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 19.2 Total Ramp Density Adjustment 5.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:22:57 2_US 101 NB Airport_Roy PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 SB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1582 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 918
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.38 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 13.2 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:23:55 2_US 101 SB Airport_Roy AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 SB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1386 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 804
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.34 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 11.6 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:24:50 2_US 101 SB Airport_Roy PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative + Project
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 NB from Fairview
to Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2920 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1694
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.71 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 66.9 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 25.3 Total Ramp Density Adjustment 5.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:27:01 1_US 101 NB Fair_Airport AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative + Project
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 NB from Fairview
to Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 3199 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1856
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.77 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 64.8 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 28.6 Total Ramp Density Adjustment 5.8 Level of Service (LOS) D Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:28:21 1_US 101 NB Fair_Airport PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative + Project
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 NB from Fairview
to Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 3 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 3199 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1237
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.52 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 17.8 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/18/2019 15:53:29 1_US 101 NB Fair_Airport PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative + Project
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 SB from Fairview to
Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2224 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1290
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.54 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.5 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 18.6 Total Ramp Density Adjustment 5.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:29:05 1_US 101 SB Fair_Airport AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative + Project
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 SB from Fairview to
Airport
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1928 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1118
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.47 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 16.1 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:30:18 1_US 101 SB Fair_Airport PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative + Project
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 NB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2123 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1232
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.51 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 17.7 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:31:11 2_US 101 NB Airport_Roy AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative + Project
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 NB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 2299 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 1334
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.56 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.4 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 19.2 Total Ramp Density Adjustment 5.8 Level of Service (LOS) C Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:32:11 2_US 101 NB Airport_Roy PM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative + Project
Jurisdiction Monterey County Time Period Analyzed AM Peak Hour Project Description US 101 SB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1592 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 924
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.39 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 13.3 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:33:11 2_US 101 SB Airport_Roy AM.xuf
HCS7 Basic Freeway Report
Project Information
Analyst Kimley-Horn Date 8/14/2019
Agency Caltrans Analysis Year Cumulative + Project
Jurisdiction Monterey County Time Period Analyzed PM Peak Hour Project Description US 101 SB from Airport to
Roy Diaz
Unit United States Customary
Geometric Data
Number of Lanes, ln 2 Terrain Type Level
Segment Length (L), ft - Percent Grade, % -
Measured or Base Free-Flow Speed Base Grade Length, mi - Base Free-Flow Speed (BFFS), mi/h 75.4 Total Ramp Density (TRD), ramps/mi 2.00 Lane Width, ft 12 Free-Flow Speed (FFS), mi/h 69.6
Right-Side Lateral Clearance, ft 10
Adjustment Factors
Driver Population All Familiar Final Speed Adjustment Factor (SAF) 1.000 Weather Type Non-Severe Weather Final Capacity Adjustment Factor (CAF) 1.000 Incident Type No Incident Demand Adjustment Factor (DAF) 1.000 Demand and Capacity
Demand Volume veh/h 1395 Heavy Vehicle Adjustment Factor (fHV) 0.917 Peak Hour Factor 0.94 Flow Rate (Vp), pc/h/ln 809
Total Trucks, % 9.00 Capacity (c), pc/h/ln 2396
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 2396 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.34 Passenger Car Equivalent (ET) 2.000
Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 69.6 Right-Side Lateral Clearance Adj. (fRLC) 0.0 Density (D), pc/mi/ln 11.6 Total Ramp Density Adjustment 5.8 Level of Service (LOS) B Adjusted Free-Flow Speed (FFSadj), mi/h 69.6
Copyright © 2019 University of Florida. All Rights Reserved. HCS™ Freeways Version 7.8 Generated: 09/04/2019 10:34:12 2_US 101 SB Airport_Roy PM.xuf
I. PEAK HOUR SIGNAL WARRANT ANALYSIS
California MUTCD 2014 Edition Page 830
(FHWA’s MUTCD 2009 Edition, including Revisions 1 & 2, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
Standard:
07 The need for a traffic control signal shall be considered if an engineering study finds that both of the following conditions exist for each of any 8 hours of an average day:

A. The vehicles per hour given in both of the 80 percent columns of Condition A in Table 4C-1 exist on the major-street and the higher-volume minor-street approaches, respectively, to the intersection; and B. The vehicles per hour given in both of the 80 percent columns of Condition B in Table 4C-1 exist on the major-street and the higher-volume minor-street approaches, respectively, to the intersection.

These major-street and minor-street volumes shall be for the same 8 hours for each condition; however, the 8 hours satisfied in Condition A shall not be required to be the same 8 hours satisfied in Condition B.

On the minor street, the higher volume shall not be required to be on the same approach during each of the 8 hours.

Option:
08 If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, the traffic volumes in the 56 percent columns in Table 4C-1 may be used in place of the 80 percent columns.

Section 4C.03 Warrant 2, Four-Hour Vehicular Volume
Support:
01 The Four-Hour Vehicular Volume signal warrant conditions are intended to be applied where the volume of intersecting traffic is the principal reason to consider installing a traffic control signal.

Standard:
02 The need for a traffic control signal shall be considered if an engineering study finds that, for each of any 4 hours of an average day, the plotted points representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicles per hour on the higher-volume minor-street approach (one direction only) all fall above the applicable curve in Figure 4C-1 for the existing combination of approach lanes. On the minor street, the higher volume shall not be required to be on the same approach during each of these 4 hours.

Option:
03 If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, Figure 4C-2 may be used in place of Figure 4C-1.

Section 4C.04 Warrant 3, Peak Hour
Support:
01 The Peak Hour signal warrant is intended for use at a location where traffic conditions are such that for a minimum of 1 hour of an average day, the minor-street traffic suffers undue delay when entering or crossing the major street.

Standard:
02 This signal warrant shall be applied only in unusual cases, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time.
03 The need for a traffic control signal shall be considered if an engineering study finds that the criteria in either of the following two categories are met:

A. If all three of the following conditions exist for the same 1 hour (any four consecutive 15-minute periods) of an average day:

1. The total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equals or exceeds: 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach; and

2. The volume on the same minor-street approach (one direction only) equals or exceeds 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes; and California MUTCD 2014 Edition Page 831
(FHWA’s MUTCD 2009 Edition, including Revisions 1 & 2, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals

3. The total entering volume serviced during the hour equals or exceeds 650 vehicles per hour for intersections with three approaches or 800 vehicles per hour for intersections with four or more approaches.

B. The plotted point representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicles per hour on the higher-volume minor-street approach (one direction only) for 1 hour (any four consecutive 15-minute periods) of an average day falls above the applicable curve in Figure 4C-3 for the existing combination of approach lanes.

Option:
04 If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, Figure 4C-4 may be used in place of Figure 4C-3 to evaluate the criteria in the second category of the Standard. 05 If this warrant is the only warrant met and a traffic control signal is justified by an engineering study, the traffic control signal may be operated in the flashing mode during the hours that the volume criteria of this warrant are not met.

Guidance:
06 If this warrant is the only warrant met and a traffic control signal is justified by an engineering study, the traffic control signal should be traffic-actuated.

Section 4C.05 Warrant 4, Pedestrian Volume
Support:
01 The Pedestrian Volume signal warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street.

Standard:
02 The need for a traffic control signal at an intersection or midblock crossing shall be considered if an engineering study finds that one of the following criteria is met:

A. For each of any 4 hours of an average day, the plotted points representing the vehicles per hour on the major street (total of both approaches) and the corresponding pedestrians per hour crossing the major street (total of all crossings) all fall above the curve in Figure 4C-5; or B. For 1 hour (any four consecutive 15-minute periods) of an average day, the plotted point representing the vehicles per hour on the major street (total of both approaches) and the corresponding pedestrians per hour crossing the major street (total of all crossings) falls above the curve in Figure 4C-7.

Option:
03 If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 35 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, Figure 4C-6 may be used in place of Figure 4C-5 to evaluate Criterion A in Paragraph 2, and Figure 4C-8 may be used in place of Figure 4C-7 to evaluate Criterion B in Paragraph 2.

Standard:
04 The Pedestrian Volume signal warrant shall not be applied at locations where the distance to the nearest traffic control signal or STOP sign controlling the street that pedestrians desire to cross is less than 300 feet, unless the proposed traffic control signal will not restrict the progressive movement of traffic. 05 If this warrant is met and a traffic control signal is justified by an engineering study, the traffic control signal shall be equipped with pedestrian signal heads complying with the provisions set forth in Chapter 4E.

Guidance:
06 If this warrant is met and a traffic control signal is justified by an engineering study, then:

A. If it is installed at an intersection or major driveway location, the traffic control signal should also control the minor-street or driveway traffic, should be traffic-actuated, and should include pedestrian detection.

B. If it is installed at a non-intersection crossing, the traffic control signal should be installed at least 100 feet from side streets or driveways that are controlled by STOP or YIELD signs, and should be pedestrianactuated. If the traffic control signal is installed at a non-intersection crossing, at least one of the signal faces should be over the traveled way for each approach, parking and other sight obstructions should be prohibited for at least 100 feet in advance of and at least 20 feet beyond the crosswalk or site TRAFFIC SIGNAL VOLUME WARRANT ANALYSIS (2010 MUTCD)
MAJOR STREET: EB WB # OF APPROACH LANES: 2MINOR STREET: NB SB # OF APPROACH LANES: 2CITY, STATE: Salinas CACOMMENTS: Background Plus ProjectISOLATED COMMUNITY WITH POPULATION LESS THAN 10,000 (Y OR N) N85TH PERCENTILE SPEED GREATER THAN 40 MPH ON MAJOR STREET (Y OR N) N MAJOR ST MINOR ST Ped Count WARRANT 2 WARRANT 3

TWO-WAY

TRAFFIC

HEAVY LEG

CROSSING

MAJOR ST MAIN LINE
SIDE
STREET
BOTH

MET MAIN LINE
SIDE
STREET
BOTH

MET MAIN LINE
SIDE
STREET
BOTH
MET
Four-Hour Peak Hour
THRESHOLD VALUES 600 200 900 100 480 160 720 80 60 75
06:30 AM TO 07:30 AM07:30 AM TO 08:30 AM08:30 AM TO 09:30 AM 1,387 326 Y Y Y Y Y Y Y Y Y Y Y Y Y Y 09:30 AM TO 10:30 AM10:30 AM TO 11:30 AM11:00 AM TO 12:00 PM12:30 PM TO 01:30 PM01:30 PM TO 02:30 PM02:30 PM TO 03:30 PM03:30 PM TO 04:30 PM04:30 PM TO 05:30 PM 1,949 532 Y Y Y Y Y Y Y Y Y Y Y Y Y Y05:30 PM TO 06:30 PM06:30 PM TO 07:30 PM07:30 PM TO 08:30 PM08:30 PM TO 09:30 PM09:30 PM TO 10:30 PM 3,336 858 2 2 2 22 2 22 2 22 22 2
4 HRS NEEDED 1 HR NEEDED
NOT

SATISFIED SATISFIED
09/18/19
Kimley-Horn and Associates
Skyway BoulevardAirport Boulevard
WARRANT 1 - Condition B, Part 1 WARRANT 1 - Condition A, Part 2 WARRANT 1 - Condition B, Part 2

NOT SATISFIED NOT SATISFIED NOT SATISFIED
8 HOURS NEEDED 8 HOURS NEEDED 8 HOURS NEEDED for both Condition A & B WARRANT 1 - Condition A, Part 1
J. SENSITIVITY ANALYSIS
HCM 6th TWSC
1: Roy Diaz Street & US 101 NB Ramps 10/16/2019
Salinas Airport TIA 7:15 am 08/01/2019 Background (Travel Center Phase 1 Only) Plus Project Synchro 10 Report Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 5.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 311 0 2 2 3 354
Future Vol, veh/h 311 0 2 2 3 354
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 74 74 74 74 74 74
Heavy Vehicles, % 16 100 50 50 50 20
Mvmt Flow 420 0 3 3 4 478
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 13 4 482 0 - 0
Stage 1 4 -----
Stage 2 9 -----
Critical Hdwy 6.56 7.2 4.6 - - -
Critical Hdwy Stg 1 5.56 -----
Critical Hdwy Stg 2 5.56 -----
Follow-up Hdwy 3.644 4.2 2.65 - - -
Pot Cap-1 Maneuver 971 852 872 - - -
Stage 1 984 -----
Stage 2 979 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 968 852 872 - - -
Mov Cap-2 Maneuver 968 -----
Stage 1 981 -----
Stage 2 979 -----
Approach EB NB SB
HCM Control Delay, s 11.5 4.6 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 872 - 968 - -
HCM Lane V/C Ratio 0.003 - 0.434 - -
HCM Control Delay (s) 9.1 - 11.5 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 2.2 - -
HCM 6th TWSC
1: Roy Diaz Street & US 101 NB Ramps 10/16/2019
Salinas Airport TIA 4:30 pm 07/31/2019 Background (Travel Center Phase 1 Only) Plus Project Synchro 10 Report Kimley-Horn & Associates Page 1
Intersection
Int Delay, s/veh 3.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 378 0 1 2 3 833
Future Vol, veh/h 378 0 1 2 3 833
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 15 0 100 0 33 6
Mvmt Flow 411 0 1 2 3 905
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 7 3 908 0 - 0
Stage 1 3 -----
Stage 2 4 -----
Critical Hdwy 6.55 6.2 5.1 - - -
Critical Hdwy Stg 1 5.55 -----
Critical Hdwy Stg 2 5.55 -----
Follow-up Hdwy 3.635 3.3 3.1 - - -
Pot Cap-1 Maneuver 981 1087 462 - - -
Stage 1 987 -----
Stage 2 986 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 979 1087 462 - - -
Mov Cap-2 Maneuver 979 -----
Stage 1 985 -----
Stage 2 986 -----
Approach EB NB SB
HCM Control Delay, s 11.3 4.3 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 462 - 979 - -
HCM Lane V/C Ratio 0.002 - 0.42 - -
HCM Control Delay (s) 12.8 - 11.3 - -
HCM Lane LOS B - B - -
HCM 95th %tile Q(veh) 0 - 2.1 - -
STATE OF CALIFORN lA• DEPARTMENT OF TRANSPORTATION

POLICY DIRECTIVE
TR-0011 (R.I::V 912006)

TRAFFIC OPERATIONS POLICY DIRECTIVE
DENNIS T. AGAR, Chief
Division of Traffic Operations
SUBJECT: I {)
Intersection Control Evaluation (ICE)

DOES THIS DIRECTIVE AFFECT OR SUPERSEDE
ANOTHER DOCUMENT? [8JYES 0 NO

WILL THIS DIRECTIVE BE IN CORPORA TED IN
Tf!E CALIFORNIA MANUAL ON UNIFORM

TRAFFIC CONTROL DEVICES

DIRECTIVE
[8JYES ONO
This directive updates the evaluation procedures used to:

NUMBER: PAGE:
13-02 1 of 10
DATE ISSUED: EFFECTIVE DATE:

August 23, 2013 August 30, 2013

DISTRIBUTION
~ All District Directors
~ All Deputy District Directors - Traffic Operations
1:8] All Deputy District Directors - Maintenance
1:8] All Deputy District Directors - Construction
1:8] All Deputy District Directors - Design
1:8] All Deputy District Directors - Transportation Planning 0 Chief, Division of Engineering Services
1:8] Chief Counsel, Legal Division
1:8] Publications (California MUTCD Website)
www.dot.ca.gov/hq/traffops/signtech/mutcdsupp/ca_mutcd.htm 0 Headquarters Division Chiefs for:
lF YES, DESCRffiE: Design Information Bulletin 80-01 and California MUTCD
IF YES, DESCRIBE: After formal evaluation (within 3 years) • Justify the installation of traffic signal systems, yield-control (roundabouts), and multi-way stop control at state highway intersections and interchanges. • Identify effective intersection traffic control strategies and alternative treatments, strategies and configurations for particular conditions.
• Estimate the relative effectiveness, impacts and utility of specific control strategies.

The engineer must evaluate impacts to all intersection traffic. In order to identify the most effective and comprehensive access alternatives, the engineer must consider various strategies, treatments, configurations and countermeasures. The fundamental objective is to balance the needs of all modes and users with system performance goals and the highway facility context.

STATE OF CALIFORNIA• DEPARTMENT OF TRANSPORTATION

POLICY DIRECTIVE
TR-0011 (REV 912006) Page 2 of 10
The need for, use of, and form of intersection traffic control shall be, as follows:
• Determined in consideration of the technical findings and recommendations generated by the evaluation procedures and engineering studies required or referenced by this directive. • Determined in consideration of project development process input, and the technical advice provided through consultations with the District ICE Coordinator, District functional unit personnel, and ICE Technical Assistance Program (TAP) personnel. The RESOURCES section and Appendix B provide information on the roles of the District ICE Coordinator and ICE TAP.
• Approved or concurred in writing by the District Traffic Operations functional manager responsible for operating and managing the performance of specific State highway segments, corridors and intersections.

Appendix A illustrates the intersection traffic control evaluation (ICE) framework, process steps, activities and outcomes that will guide and support performance-based engineering and investment decisions. Appendix A also outlines the general sequence of evaluation activities and how they are integral to the broader transportation planning, project identification and project development processes.

IMPLEMENTATION
This directive shall be applied to access-related investment proposals initiated after the effective date, unless the sponsor of an ongoing project elects to apply some or all of the updated evaluation process to their project.

The procedural and engineering study requirements, recommendations, guidance and references specified in this directive apply to all processes that identify or propose highway infrastructure investment proposals. These include, but are not limited to:
• Local community planning.
• Local development review.
• State highway corridor planning.
• The traffic investigation function.
• Project initiation processes.

This directive applies to:
•
•
•
•
ADA Notice
Encroachment permit proposals to construct new, or expand existing intersections .

Project identification and initiation efforts proposing:
a. New highway facilities.
b. New intersections and interchanges on existing highways. c. Existing intersection and interchange capacity expansion. d. New or expanded access to mitigate traffic impacts generated by development.

Traffic signal, multi-way stop control, and yield-controlled roundabout proposals .

Expansion or modification proposals for existing signalized intersections, roundabouts and traffic circles.

For individuals with sensory disabilities, this document is available In alternate formats. For information call (916) 653-3657 or TDD (916) 654-3880 or write Records and Forms Management, 1120 N Street, MS89, Sacramento, CA 95814.

STATE OF CALIFORNIA• DEPARTMENT OF TRANSPORTATION

POLICY DIRECTIVE
TR-0011 (REV 9/2006) Page 3 of 10

KEY PROCESS CHANGES AND REQUIREMENTS

1. Proposals to employ full control at state highway intersections (i.e. to control all approaching traffic via use of signal, stop or yield control) must consider all three intersection control strategies and the supporting design configurations during the ICE screening process.

2. Engineering recommendations must consider the safety performance characteristics of intersection control strategies, and safety performance analysis findings for specific proposals.

3. The districts are authorized to implement yield-controlled roundabouts and single point interchanges as specified herein.

EVALUATION AND STUDY PROCEDURES
As illustrated in Appendix A, a two-step evaluation process supports the timely and efficient selection of intersection traffic control strategies and access configurations for particular intersections.

STEP ONE: Access Strategy and Configuration Assessment/Screening The objective of Step One evaluation activities is to identify access solution concepts meriting further consideration. This approach focuses the expenditure of engineering resources on access strategies and configurations that should meet the transportation purpose and need consistent with system performance goals, the project context (including the needs and values of local communities), and fmancial constraints.

The assessment effort should produce a concept-level understanding of the highway infrastructure work needed for each intersection control strategy meeting the aforementioned screening objectives. This normally requires a planning-level capacity analysis to identify the preliminary size or footprint of the intersection. The footprint is usually based on the number and length of the approach lanes for a specific control strategy during the project design period or service life. The preliminary footprint evaluation determines if specific strategies are context-appropriate and practical to implement.

The assessment effort should rely upon the following:
• Consultation with project sponsor to understand the purpose and need for an access-related investment proposal.
• List of Access Strategies and Configurations presented in the ICE Process Informational Guide. • General or planning-level traffic analysis.
• Application of the screening criteria presented in the ICE Process Informational Guide. • Technical knowledge of intersection traffic control performance characteristics and applications. • Engineering judgment based on knowledge and experience gained from the operation of state highway intersections.
• Technical consultations with and recommended by the District ICE Coordinator.

The technical findings and recommendations generated by assessment/screening activities shall be documented as outlined in the ICE Process Informational Guide. Recommendations should also be incorporated into the appropriate engineering documents (e.g., plans and/or reports).

ADA Notice For individuals with sensory disabiliities, this document is available in alternate formats. For information call (916) 653-3657 or TOO (916) 654-3880 or write Records and Forms Management, 1120 N Street, MS89, Sacramento. CA 95814.

ST A TC Or CALIFORNIA• DEPARTMENT Of TRANSPORTATION

POLICY DIRECTIVE
TR-0011 (REV 912006) Page 4 of I 0
STEP TWO: Engineering Analysis
The evaluation of access alternatives continues during the appropriate project development process phase (e.g. Project Approval and Environmental Document).

Step Two evaluation activities include, but are not limited to:
• Intersection traffic control warrant studies (if required pursuant to the CA MUTCD, and not performed during Step One).
• Project alternative capacity, operational and safety analysis. • Design performance checks focused on accommodating the design vehicle, pedestrians and bicyclists.
• Economic analysis based on project cost estimates, including life-cycle cost considerations. • Consultations with and recommended by the District ICE Coordinator, functional unit personnel, and ICE Technical Assistance Program (TAP) personnel.

The result of Step Two activities is an engineering estimate and comparison of the system performance impacts, benefits, and costs expected over the design or service life of each control strategy and the No Build or Control scenario. Traffic analysis will produce performance impacts and benefits estimates related to:
• Intersection control delay and/or highway segment travel time. • Collision frequency and severity.

Prior to completing Step 2, the District ICE Coordinator and/or designated functional unit and ICE TAP personnel shall be consulted to evaluate:
• Complex, non-standard, or non-conforming features to identify potentially significant performance impacts that cannot be avoided or mitigated. • Preliminary plan alternatives to ensure that critical design features and traffic elements are included, and that performance analysis findings reflect omitted or non-conforming features. • Step Two recommendations and fmdings to ensure that decision-makers are advised of potential risks, performance deficiencies,.mitigation strategies, and improvement concepts needed beyond the service life of specific alternatives.

The technical findings and recommendations generated by Step Two evaluation activities shall be documented as recommended in the ICE Process Information Guide. Recommendations should be incorporated into the appropriate engineering documents (e.g. reports and preliminary plan drawings).

Preliminary and/or intermediate consultations are encouraged for complex, innovative or nonconforming proposals to minimize the potential for significant or unexpected findings just prior to completing a project development phase or milestone.

ADA Notice For Individuals with sensory disabilities, this document Is available In alternate formats. For Information call (916) 653-3657 or TOO (916) 654-3880 or write Records and Forms Management, 1120 N Street. MS89, Sacramento, CA 95814.

STATE OF CALIFORNIA• DEPARTMENT Or TRANSPORTATION

POLICY DIRECTIVE
TR-0011 (REV 9/2006) PageS of 10
In some cases, a traffic sensitivity analysis may be required to estimate the service life of investment proposals that meet the project purpose and need, but do not require a 20-year design life. These include operational, safety and traffic impact mitigation proposals regardless of funding source. A service life estimate for each strategy is needed to facilitate life-cycle analyses to inform decision-makers of:
• Performance benefits.
• The ratio of benefits versus costs for the estimated service life. • Costs associated with the safety and operational performance expected at and beyond the service life.
• The future improvement concept needed to extend the service life.

DELEGATION
The authority to recommend the use of the single point interchange and yield-controlled roundabouts for particular intersections and interchanges is hereby delegated from the HQ Traffic Operations Liaison Engineers to the District Traffic Operations engineers responsible for the operation and performance of specific state highways and intersections. This transfer of authority is conditioned upon compliance with the engineering study, consultation and documentation requirements contained in and referenced by this directive.

The HQ Conceptual Approval process for roundabouts is hereby replaced by the procedural requirements of this directive. In particular, the assessment/screening process (ICE Step One) will identify access strategies and configurations that are both viable and practical to implement, subject to further technical studies.

For additional information on roles and responsibilities, see Appendix Band/or contact the HQ Traffic Liaisons or District ICE Coordinators.

BACKGROUND
This directive establishes an integrated, systematic and performance-based approach to engineering and investment decisions affecting state highway intersections and interchanges, primarily through the consideration and evaluation of the following:
• Alternative intersection control practices, access configurations and management strategies. • The context of the proposed project and highway facility, including the operating speed and speed differential among highway system users.
• The needs of drivers, pedestrians, bicyclists and commercial vehicle operators, including those with disabilities.
• The costs and cost savings related to project implementation, estimated system performance benefits and impacts, and life-cycle economic analysis.

All intersections and service interchanges are operated under some form of stop, signal or yield control.

ADA Notice For Individuals with sensory disabilities, this document Is available In alternate formats. For Information call (916) 653-3657 or TDD (916) 654-3880 or write Records and Forms Management. 1120 N Street. MS89, Sacramento, CA 95814.

STATE OF CALIFORNIA• DEPARTMeNT OF TRANSPORTATION

POLICY DIRECTIVE
TR-00 I J (REV 9/2006) Page 6 of I 0
Intersection investment decisions will be guided and supported by:
• Life-cycle cost analysis supporting highway infrastructure investment decisions (project development, capital, and maintenance and operations costs). • Performance analysis tools capable of determining the viability and relative effectiveness of intersection traffic control and management strategies. • Comparative analysis among viable intersection control strategies Current traffic control policy requires warrant and engineering studies to justify the control of major through traffic movements at particular locations. The California Manual of Uniform Traffic Control Devices (CA MUTCD) emphasiz.es consideration of less restrictive measures or strategies before recommending the installation of a traffic signal system.

The decision to control or regulate the flow of through traffic movements:
• Requires initial and ongoing investments for the implementation, maintenance and operation of an intersection control device or system.
• Directly affects operational and safety performance in terms of changes to the level of intersection control delay, travel time, and collision frequency and severity.

Since multiple traffic control, management strategies and configurations may be appropriate for prevailing and/or expected traffic demands and operating conditions at particular locations, it is important to estimate the performance impacts and benefits for each strategy. These estimates should reflect the expected increase or reduction in control delay, travel time and collisions. These findings provide decision-makers with the expected return on investment or cost-effectiveness of each alternative strategy.

RESOURCES
Links to technical publications and websites containing technical and informational guidance, training material, and contact information for District ICE Coorctinators and the ICE Technical Assistance Program can be found at the Intersection Control Evaluation (ICE) TOPD website, at <http:/ I onramp/hq/traffops/1 CE.html>.

DEFINITIONS:

When used in this Traffic Operations Policy Directive, the intent ofthe text is defined as follows:

1.) Procedural Requirement - a statement of required action. The text for all procedural requirements are indicated by the word "must" or "shall" and are enclosed within a box.

Example of a procedural requirement.

ADA Notice For individuals with sensory disabilities. this document is available in alternate formats. For information call (916) 653-3657 or TOO (916} 654-3880 or write Records and Forms Management, 1120 N Street, MS89. Sacramento, CA 95814.

STATE OF CALIFORN lA• OcPARTMcNT OF TRANSPORTATION

POLICY DIRECTIVE
TR-001 I (REV 912006) Page 7 of 10

2.) Standard - a statement of required, mandatory, or specifically prohibited practice. All standards text appears in bold type. The verb "shall" is typically used. Standards are sometimes modified by Options.

3.) Guidance - a statement of recommended, but not mandatory practice or procedure in typical situations, with deviations allowed if engineering judgment or engineering study indicates the deviation to be appropriate. All Guidance statements text appears in underline type. The verb "should" is typically used. Guidance statements are sometimes modified by Options.

4.) Option - a statement of practice that is a permissive condition and carries no requirement or recommendation. Options may contain allowable modifications to a Standard or Guidance. All Option statements text appears in normal type. The verb "may" is typically used.

5.) Support - an informational statement that does not convey any degree of mandate, recommendation, authorization, prohibition, or enforceable condition. Support statements text appears in normal type. The verbs "shall," "should," and "may" are not used in Support statements.

ATTACHMENTS:

Appendix A- Diagram of ICE Process Steps, Activities, and Outcomes Appendix B - Roles and Responsibilities for Implementation of the ICE TOPD ADA Notice For Individuals with sensory disabilities, this document Is available In alternate formats. For information call (916) 653-3657 or TOO (916) 654-3880 or write Records and Forms Management, 1120 N Street, MS89, Sacramento, CA 95814. ... q,-= (I)
Appendix A: ICE Process Steps, Activities & Outcomes
~o:l! :==~;;J ;:::~o
~n"'l
~ (")
"'~~
Process Steps & Activities

1. ASSESSMENT/SCREENING .... of Intersection Control and other strategies. ,. "Screening" is typically performed during the
traffic investigation, local development review
and project initiation processes.
"

2. ENGINEERING ANALYSIS
of practical control strategies via:
• Traffic & performance analysis
• Life-cycle/investment analysis
These engineering activities are typically
performed during the project
approval & environmental document (PA&ED)
phase of the project development process.

Outcomes
Identification of one or more strategies that merit
j::)~=;j
0'-..10
~~~ "0 ~ - .. >
• ' <'"'::)0
~~ ~>
<~
~~ ~
0 "'1
-1
~ further consideration via engineering analysis/study (I) ~
~ -1
~
because they are expected to meet the "need" for
control, and are practical to pursue or implement
Traffic & Performance Anall£sis Findings
• Safety-estimated collision costs/savings
• Mobility-estimated delay costs/savings
'
life-Cl£cle[lnvestment Anall£sis Findings
• Service life (estimated number of years)
• Benefit/cost index
• Future investment needed to extend life
STATE OF CALIFORNIA• DEPARTMENT OF TRANSPORTATION

POLICY DIRECTIVE
TR-0011 (REV 912006) Page 9 of 10
APPENDIX B -Responsibilities for Implementation of the ICE TOPD In general, the Division of Traffic Operations is responsible for operating the State Highway System, including intersections and interchanges. Therefore, intersection control evaluation procedures and engineering study for particular locations must be performed, coordinated and/or reviewed under the direction of the appropriate District Traffic Operations functional manager. These are usually the engineering managers who are responsible for the traffic investigation function; and, the performance of signal and multi-way stop control warrant analysis, and other intersection-related traffic studies.

When triggered by, and performed during the project planning process (that is, project initiation and/or project approval), the completion of ICE process steps and activities should be coordinated by the responsible-charge project engineer or manager.

A summary of the findings and recommendations from ICE process steps should be prepared by, or reviewed and concurred by the appropriate Division of Traffic Operations engineer. Other documentation (including calculation worksheets) should be incorporated into the project's Traffic Analysis Report. See the ICE Process Informational Guide for a sample template and information on how to present the summary of technical findings and recommendations.

The consistent and efficient implementation of this directive will be facilitated by the following individuals, activities, and services, as follows:

1. Each district will designate a Traffic Operations functional manager or engineering specialist to serve as the single point-of-contact and general resource to District, HQ, and external personnel who are responsible for implementing and supporting ICE and related activities. These District ICE Coordinators will perform and/or ensure that the following roles and services are provided upon request:
• Resources- individuals who provide general information, guidance, and referrals on procedural and engineering study requirements.
• Internal Consultants- individuals capable of providing technical recommendations and/or referrals to the appropriate functional managers and ICE Technical Assistance Program specialists on specific proposals and requests; see below for additional information. • Liaisons with HQ on various implementation, training, and policy evaluation activities.

The districts may designate various personnel to support and/or perform the above roles and services.

2. The HQ Divisions of Traffic Operations and Design will establish, maintain and manage an ICE TAP to perform the following services:

ADA Notice For individuals wlth sensory disabilities, this document Is available in alternate formats. For information call (916) 653-3657 or TOO (916) 654·3880 or write Records and Forms Management, 1120 N Street, M$89, Sacramento, CA 95814.

STATE OF CALIFORNIA• DEPARTMENT OF TRANSPORTATION

POLICY DIRECTIVE
TR-0011 (REV 9/2006) Page 10 of 10
• Provide, collect, and transfer technical information, knowledge and expertise on intersection traffic control strategies and access configurations as well as the application of ICE process steps, activities, and analytical tools to location-specific investment proposals. • Support the evaluation of complex, non-conforming and innovative proposals through consultation and/or peer review by appropriately qualified personnel from around the state and nation (in collaboration with the Federal Highway Administration Peer-to-Peer Program for Intersections and/or Resource Center specialists).

The TAP manager(s) will schedule monthly meetings with the District ICE Coordinators to identify, discuss, and pursue process adjustments and technical training to address implementation issues and challenges.

ADA Notice For Individuals with sensory disabilities, this document is available in alternate formats. For information call (916) 653-3657 or TOO (916) 654-3880 or write Records and Forms Management, 1120 N Street, MS89, Sacramento, CA 95814.

INTERSECTION CONTROL EVALUATION
US 101 SOUTHBOUND RAMPS AT TERVEN AVENUE/

AIRPORT BOULEVARD

SALINAS, CALIFORNIA
Prepared for:

City of Salinas
200 Lincoln Ave.

Salinas, California 93901
831-758-7241
Prepared by:

INTERSECTION CONTROL EVALUATION
FOR
US 101 SOUTHBOUND RAMPS AT TERVEN AVENUE/

AIRPORT BOULEVARD
Prepared for:

City of Salinas
200 Lincoln Ave.

Salinas, California 93901
831-758-7241
Prepared by:

Kimley-Horn and Associates, Inc.
555 Capitol Mall
Suite 300
Sacramento, California 95814
916-858-5800
This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.

Ó August 2021
ICE – US 101 Southbound Ramps at Terven Avenue/ Airport Boulevard

Page 1 of 11 ends

Salinas City CouncilApril 12, 2022

Salinas City Council
April 12, 2022