MND Exhibt C.pdf — Salinas City Council, March 19, 2024 (part 1 of 2)

Appendix A
CalEEMod Greenhouse Gas Emissions Calcula tion Outputs

1.1 Land Usage
Land Uses
Size
Metric
Lot Acreage
Floor Surface Area
Population
General Light Industry

10.80 1000sqft

0.25 10,800.00
0 Unrefrigerated Warehouse-No Rail
130.33
1000sqft

2.99 130,332.00
0 Other Asphalt Surfaces

5.52 Acre

5.52 240,451.20
0 1.2 Other Project Characteristics
Urbanization
Climate Zone
Urban
4 Wind Speed (m/s)
Precipitation Freq (Days)

3.6 55

1.3 User Entered Comments & Non-Default Data

1.0 Project Characteristics
Utility Company
Pacific Gas & Electric Company
2030
Operational Year
CO2 Intensity
(lb/MWhr)
417.62

0.019
CH4 Intensity
(lb/MWhr)

0.004
N2O Intensity
(lb/MWhr)
Salinas Airport Lease Project
Monterey County, Annual
CalEEMod Version: CalEEMod.2016.3.2
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Salinas Airport Lease Project - Monterey County, Annual

Project Characteristics - Intensity factors were reduced to incorporate current remewable energy portfolios Land Use - Based on project description: a majority of the public works corporation yard would operate for vehicle storage and parking. SF of warehouse use per TIA.

Construction Phase - Project site has minimal grading as it has been previously graded and is flat Off-road Equipment -
Off-road Equipment - Project site would not support all the equipment Off-road Equipment - Project site is flat- not much grading required.

Off-road Equipment - Project site would not support all the equipment.

Off-road Equipment - Project site is small and previously graded Trips and VMT -
Grading -
Architectural Coating -
Vehicle Trips - Per TIA; only new use trips included for the warehouse; public yards trips are relocated trips in the region, and therefore not included as new trips for this analysis
Consumer Products -
Area Coating -
Energy Use -
Water And Wastewater -
Solid Waste -
Area Mitigation - N/A
Energy Mitigation - 2019 Title 24 Standards
Water Mitigation -
Fleet Mix -
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Salinas Airport Lease Project - Monterey County, Annual

2.0 Emissions Summary
Table Name
Column Name
Default Value
New Value
tblConstructionPhase
NumDays

20.00 5.00
tblLandUse
LandUseSquareFeet
130,330.00
130,332.00
tblOffRoadEquipment
OffRoadEquipmentUnitAmount

3.00 1.00
tblOffRoadEquipment
OffRoadEquipmentUnitAmount

4.00 1.00
tblProjectCharacteristics
CH4IntensityFactor

0.029

0.019
tblProjectCharacteristics
CO2IntensityFactor
641.35
417.62
tblProjectCharacteristics
N2OIntensityFactor

0.006

0.004
tblVehicleTrips
ST_TR

1.32 0.00
tblVehicleTrips
ST_TR

1.68 3.64
tblVehicleTrips
SU_TR

0.68 0.00
tblVehicleTrips
SU_TR

1.68 3.64
tblVehicleTrips
WD_TR

6.97 0.00
tblVehicleTrips
WD_TR

1.68 3.64
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Salinas Airport Lease Project - Monterey County, Annual

2.1 Overall Construction
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Year
tons/yr
MT/yr
2020

0.0954

0.8696

0.7327

1.6900e-
003

0.0924

0.0376

0.1300

0.0374

0.0352

0.0727

0.0000
151.9403
151.9403

0.0221

0.0000
152.4936
2021

1.2998

2.3610

2.2705

5.3700e-
003

0.1521

0.0950

0.2471

0.0413

0.0893

0.1306

0.0000
481.7775
481.7775

0.0667

0.0000
483.4448
Maximum

1.2998

2.3610

2.2705

5.3700e-
003

0.1521

0.0950

0.2471

0.0413

0.0893

0.1306

0.0000
481.7775
481.7775

0.0667

0.0000
483.4448
Unmitigated Construction
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Year
tons/yr
MT/yr
2020

0.0954

0.8695

0.7327

1.6900e-
003

0.0924

0.0376

0.1300

0.0374

0.0352

0.0727

0.0000
151.9402
151.9402

0.0221

0.0000
152.4935
2021

1.2998

2.3610

2.2705

5.3700e-
003

0.1521

0.0950

0.2471

0.0413

0.0893

0.1306

0.0000
481.7773
481.7773

0.0667

0.0000
483.4446
Maximum

1.2998

2.3610

2.2705

5.3700e-
003

0.1521

0.0950

0.2471

0.0413

0.0893

0.1306

0.0000
481.7773
481.7773

0.0667

0.0000
483.4446
Mitigated Construction
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2
NBio-CO2
Total CO2
CH4
N20
CO2e
Percent
Reduction

0.00 0.00

0.00 0.00
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Salinas Airport Lease Project - Monterey County, Annual

2.2 Overall Operational
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Area

0.6700

2.0000e-
005

1.8600e-
003

0.0000

1.0000e-
005

0.0000

3.6400e-
003

1.0000e-
005

0.0000

3.8700e-
003
Energy

3.9700e-
003

0.0361

0.0304

2.2000e-
004

2.7500e-
003

0.0000
143.3871
143.3871

5.4900e-
003

1.7200e-
003
144.0362
Mobile

0.1184

0.5455

1.3476

5.2800e-
003

0.5186

3.6100e-
003

0.5222

0.1392

3.3500e-
003

0.1425

0.0000
486.6551
486.6551

0.0192

0.0000
487.1361
Waste

0.0000

27.5865

0.0000

27.5865

1.6303

0.0000

68.3443
Water

0.0000

10.3540

33.4523

43.8063

1.0650

0.0254

78.0091
Total

0.7924

0.5816

1.3798

5.5000e-
003

0.5186

6.3700e-
003

0.5250

0.1392

6.1100e-
003

0.1453

37.9405
663.4981
701.4386

2.7200

0.0272
777.5296
Unmitigated Operational
Quarter
Start Date
End Date
Maximum Unmitigated ROG + NOX (tons/quarter)
Maximum Mitigated ROG + NOX (tons/quarter)
1 9-7-2020
12-6-2020

0.6865

0.6865
2 12-7-2020
3-6-2021

0.9271

0.9271
3 3-7-2021
6-6-2021

0.9155

0.9155
4 6-7-2021
9-6-2021

0.8994

0.8994
5 9-7-2021
9-30-2021

0.1286

0.1286
Highest

0.9271

0.9271
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Salinas Airport Lease Project - Monterey County, Annual

2.2 Overall Operational
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Area

0.6700

2.0000e-
005

1.8600e-
003

0.0000

1.0000e-
005

0.0000

3.6400e-
003

1.0000e-
005

0.0000

3.8700e-
003
Energy

2.9100e-
003

0.0265

0.0223

1.6000e-
004

2.0100e-
003

0.0000
129.6067
129.6067

5.1400e-
003

1.4900e-
003
130.1803
Mobile

0.1184

0.5455

1.3476

5.2800e-
003

0.5186

3.6100e-
003

0.5222

0.1392

3.3500e-
003

0.1425

0.0000
486.6551
486.6551

0.0192

0.0000
487.1361
Waste

0.0000

27.5865

0.0000

27.5865

1.6303

0.0000

68.3443
Water

0.0000

10.3540

33.4523

43.8063

1.0650

0.0254

78.0091
Total

0.7914

0.5720

1.3717

5.4400e-
003

0.5186

5.6300e-
003

0.5242

0.1392

5.3700e-
003

0.1445

37.9405
649.7177
687.6582

2.7197

0.0269
763.6737
Mitigated Operational

3.0 Construction Detail
Construction Phase
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2
NBio-CO2
Total CO2
CH4
N20
CO2e
Percent
Reduction

0.13 1.66

0.59 1.09

0.00 11.62

0.14 0.00

12.11 0.51

0.00 2.08

1.96 0.01

0.85 1.78
CalEEMod Version: CalEEMod.2016.3.2
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Salinas Airport Lease Project - Monterey County, Annual

Phase
Number
Phase Name
Phase Type
Start Date
End Date
Num Days
Week
Num Days
Phase Description
1 Site Preparation
Site Preparation
9/7/2020
9/18/2020
5 10
2 Grading
Grading
9/19/2020
9/25/2020
5 5
3 Building Construction
Building Construction
10/17/2020
9/3/2021
5 230
4 Paving
Paving
9/4/2021
10/1/2021
5 20
5 Architectural Coating
Architectural Coating
10/2/2021
10/29/2021
5 20
OffRoad Equipment
Residential Indoor: 0; Residential Outdoor: 0; Non-Residential Indoor: 211,698; Non-Residential Outdoor: 70,566; Striped Parking Area: 14,427 (Architectural Coating
±
sqft)
Acres of Grading (Site Preparation Phase): 0
Acres of Grading (Grading Phase): 2.5
Acres of Paving: 5.52
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Salinas Airport Lease Project - Monterey County, Annual

3.1 Mitigation Measures Construction
Phase Name
Offroad Equipment Type
Amount
Usage Hours
Horse Power
Load Factor
Site Preparation
Rubber Tired Dozers
1 8.00
247

0.40 Site Preparation
Tractors/Loaders/Backhoes
1 8.00
97 0.37
Grading
Excavators
1 8.00
158

0.38 Grading
Graders
1 8.00
187

0.41 Grading
Rubber Tired Dozers
1 8.00
247

0.40 Grading
Tractors/Loaders/Backhoes
1 8.00
97 0.37
Building Construction
Cranes
1 7.00
231

0.29 Building Construction
Forklifts
3 8.00
89 0.20
Building Construction
Generator Sets
1 8.00
84 0.74
Building Construction
Tractors/Loaders/Backhoes
3 7.00
97 0.37
Building Construction
Welders
1 8.00
46 0.45
Paving
Pavers
2 8.00
130

0.42 Paving
Paving Equipment
2 8.00
132

0.36 Paving
Rollers
2 8.00
80 0.38
Architectural Coating
Air Compressors
1 6.00
78 0.48
Trips and VMT
Phase Name
Offroad Equipment
Count
Worker Trip
Number
Vendor Trip
Number
Hauling Trip
Number
Worker Trip
Length
Vendor Trip
Length
Hauling Trip
Length
Worker Vehicle
Class
Vendor
Vehicle Class
Hauling
Vehicle Class
Site Preparation
2 5.00

0.00 0.00

10.80 7.30

20.00 LD_Mix
HDT_Mix
HHDT
Grading
4 10.00

0.00 0.00

10.80 7.30

20.00 LD_Mix
HDT_Mix
HHDT
Building Construction
9 160.00

63.00 0.00

10.80 7.30

20.00 LD_Mix
HDT_Mix
HHDT
Paving
6 15.00

0.00 0.00

10.80 7.30

20.00 LD_Mix
HDT_Mix
HHDT
Architectural Coating
1 32.00

0.00 0.00

10.80 7.30

20.00 LD_Mix
HDT_Mix
HHDT
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Salinas Airport Lease Project - Monterey County, Annual

3.2 Site Preparation - 2020
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Fugitive Dust

0.0301

0.0000

0.0301

0.0166

0.0000

0.0166

0.0000

0.0000
Off-Road

6.4400e-
003

0.0672

0.0321

6.0000e-
005

3.4400e-
003

3.1700e-
003

0.0000

5.1170

1.6500e-
003

0.0000

5.1584
Total

6.4400e-
003

0.0672

0.0321

6.0000e-
005

0.0301

3.4400e-
003

0.0336

0.0166

3.1700e-
003

0.0197

0.0000

5.1170

1.6500e-
003

0.0000

5.1584
Unmitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Hauling

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

1.1000e-
004

1.0000e-
004

9.1000e-
004

0.0000

2.0000e-
004

0.0000

2.0000e-
004

5.0000e-
005

0.0000

5.0000e-
005

0.0000

0.1890

1.0000e-
005

0.0000

0.1892
Total

1.1000e-
004

1.0000e-
004

9.1000e-
004

0.0000

2.0000e-
004

0.0000

2.0000e-
004

5.0000e-
005

0.0000

5.0000e-
005

0.0000

0.1890

1.0000e-
005

0.0000

0.1892
Unmitigated Construction Off-Site
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Salinas Airport Lease Project - Monterey County, Annual

0.0301

0.0000

0.0301

0.0166

0.0000

0.0166

0.0000

0.0000
Off-Road

6.4400e-
003

0.0672

0.0321

6.0000e-
005

3.4400e-
003

3.1700e-
003

0.0000

5.1170

1.6500e-
003

0.0000

5.1584
Total

6.4400e-
003

0.0672

0.0321

6.0000e-
005

0.0301

3.4400e-
003

0.0336

0.0166

3.1700e-
003

0.0197

0.0000

5.1170

1.6500e-
003

0.0000

5.1584
Mitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Hauling

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

1.1000e-
004

1.0000e-
004

9.1000e-
004

0.0000

2.0000e-
004

0.0000

2.0000e-
004

5.0000e-
005

0.0000

5.0000e-
005

0.0000

0.1890

1.0000e-
005

0.0000

0.1892
Total

1.1000e-
004

1.0000e-
004

9.1000e-
004

0.0000

2.0000e-
004

0.0000

2.0000e-
004

5.0000e-
005

0.0000

5.0000e-
005

0.0000

0.1890

1.0000e-
005

0.0000

0.1892
Mitigated Construction Off-Site
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Salinas Airport Lease Project - Monterey County, Annual

3.3 Grading - 2020
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Fugitive Dust

0.0164

0.0000

0.0164

8.4200e-
003

0.0000

8.4200e-
003

0.0000

0.0000
Off-Road

5.0200e-
003

0.0554

0.0287

6.0000e-
005

2.5200e-
003

2.3200e-
003

0.0000

5.1504

1.6700e-
003

0.0000

5.1921
Total

5.0200e-
003

0.0554

0.0287

6.0000e-
005

0.0164

2.5200e-
003

0.0189

8.4200e-
003

2.3200e-
003

0.0107

0.0000

5.1504

1.6700e-
003

0.0000

5.1921
Unmitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Hauling

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

1.1000e-
004

1.0000e-
004

9.1000e-
004

0.0000

2.0000e-
004

0.0000

2.0000e-
004

5.0000e-
005

0.0000

5.0000e-
005

0.0000

0.1890

1.0000e-
005

0.0000

0.1892
Total

1.1000e-
004

1.0000e-
004

9.1000e-
004

0.0000

2.0000e-
004

0.0000

2.0000e-
004

5.0000e-
005

0.0000

5.0000e-
005

0.0000

0.1890

1.0000e-
005

0.0000

0.1892
Unmitigated Construction Off-Site
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Salinas Airport Lease Project - Monterey County, Annual

3.3 Grading - 2020
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Fugitive Dust

0.0164

0.0000

0.0164

8.4200e-
003

0.0000

8.4200e-
003

0.0000

0.0000
Off-Road

5.0200e-
003

0.0554

0.0287

6.0000e-
005

2.5200e-
003

2.3200e-
003

0.0000

5.1504

1.6700e-
003

0.0000

5.1921
Total

5.0200e-
003

0.0554

0.0287

6.0000e-
005

0.0164

2.5200e-
003

0.0189

8.4200e-
003

2.3200e-
003

0.0107

0.0000

5.1504

1.6700e-
003

0.0000

5.1921
Mitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Hauling

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

1.1000e-
004

1.0000e-
004

9.1000e-
004

0.0000

2.0000e-
004

0.0000

2.0000e-
004

5.0000e-
005

0.0000

5.0000e-
005

0.0000

0.1890

1.0000e-
005

0.0000

0.1892
Total

1.1000e-
004

1.0000e-
004

9.1000e-
004

0.0000

2.0000e-
004

0.0000

2.0000e-
004

5.0000e-
005

0.0000

5.0000e-
005

0.0000

0.1890

1.0000e-
005

0.0000

0.1892
Mitigated Construction Off-Site
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Salinas Airport Lease Project - Monterey County, Annual

3.4 Building Construction - 2020
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Off-Road

0.0572

0.5180

0.4549

7.3000e-
004

0.0302

0.0284

0.0000

62.5347

0.0153

0.0000

62.9161
Total

0.0572

0.5180

0.4549

7.3000e-
004

0.0302

0.0284

0.0000

62.5347

0.0153

0.0000

62.9161
Unmitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Hauling

0.0000

0.0000
Vendor

7.5900e-
003

0.2111

0.0578

4.8000e-
004

0.0112

1.1500e-
003

0.0124

3.2400e-
003

1.1000e-
003

4.3400e-
003

0.0000

46.1080

2.1300e-
003

0.0000

46.1613
Worker

0.0189

0.0176

0.1573

3.6000e-
004

0.0343

3.1000e-
004

0.0346

9.1300e-
003

2.8000e-
004

9.4100e-
003

0.0000

32.6523

1.4100e-
003

0.0000

32.6874
Total

0.0265

0.2287

0.2151

8.4000e-
004

0.0455

1.4600e-
003

0.0470

0.0124

1.3800e-
003

0.0138

0.0000

78.7603

3.5400e-
003

0.0000

78.8487
Unmitigated Construction Off-Site
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Salinas Airport Lease Project - Monterey County, Annual

0.0572

0.5180

0.4549

7.3000e-
004

0.0302

0.0284

0.0000

62.5346

0.0153

0.0000

62.9160
Total

0.0572

0.5180

0.4549

7.3000e-
004

0.0302

0.0284

0.0000

62.5346

0.0153

0.0000

62.9160
Mitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Hauling

0.0000

0.0000
Vendor

7.5900e-
003

0.2111

0.0578

4.8000e-
004

0.0112

1.1500e-
003

0.0124

3.2400e-
003

1.1000e-
003

4.3400e-
003

0.0000

46.1080

2.1300e-
003

0.0000

46.1613
Worker

0.0189

0.0176

0.1573

3.6000e-
004

0.0343

3.1000e-
004

0.0346

9.1300e-
003

2.8000e-
004

9.4100e-
003

0.0000

32.6523

1.4100e-
003

0.0000

32.6874
Total

0.0265

0.2287

0.2151

8.4000e-
004

0.0455

1.4600e-
003

0.0470

0.0124

1.3800e-
003

0.0138

0.0000

78.7603

3.5400e-
003

0.0000

78.8487
Mitigated Construction Off-Site
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Salinas Airport Lease Project - Monterey County, Annual

3.4 Building Construction - 2021
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Off-Road

0.1673

1.5340

1.4586

2.3700e-
003

0.0844

0.0793

0.0000
203.8408
203.8408

0.0492

0.0000
205.0703
Total

0.1673

1.5340

1.4586

2.3700e-
003

0.0844

0.0793

0.0000
203.8408
203.8408

0.0492

0.0000
205.0703
Unmitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Hauling

0.0000

0.0000
Vendor

0.0205

0.6297

0.1656

1.5600e-
003

0.0365

1.9300e-
003

0.0384

0.0106

1.8500e-
003

0.0124

0.0000
149.0704
149.0704

6.6500e-
003

0.0000
149.2365
Worker

0.0568

0.0511

0.4660

1.1400e-
003

0.1119

9.7000e-
004

0.1128

0.0298

8.9000e-
004

0.0306

0.0000
102.8562
102.8562

4.0800e-
003

0.0000
102.9582
Total

0.0773

0.6808

0.6316

2.7000e-
003

0.1484

2.9000e-
003

0.1513

0.0403

2.7400e-
003

0.0430

0.0000
251.9266
251.9266

0.0107

0.0000
252.1948
Unmitigated Construction Off-Site
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Salinas Airport Lease Project - Monterey County, Annual

0.1673

1.5340

1.4586

2.3700e-
003

0.0844

0.0793

0.0000
203.8406
203.8406

0.0492

0.0000
205.0700
Total

0.1673

1.5340

1.4586

2.3700e-
003

0.0844

0.0793

0.0000
203.8406
203.8406

0.0492

0.0000
205.0700
Mitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Hauling

0.0000

0.0000
Vendor

0.0205

0.6297

0.1656

1.5600e-
003

0.0365

1.9300e-
003

0.0384

0.0106

1.8500e-
003

0.0124

0.0000
149.0704
149.0704

6.6500e-
003

0.0000
149.2365
Worker

0.0568

0.0511

0.4660

1.1400e-
003

0.1119

9.7000e-
004

0.1128

0.0298

8.9000e-
004

0.0306

0.0000
102.8562
102.8562

4.0800e-
003

0.0000
102.9582
Total

0.0773

0.6808

0.6316

2.7000e-
003

0.1484

2.9000e-
003

0.1513

0.0403

2.7400e-
003

0.0430

0.0000
251.9266
251.9266

0.0107

0.0000
252.1948
Mitigated Construction Off-Site
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Salinas Airport Lease Project - Monterey County, Annual

3.5 Paving - 2021
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Off-Road

0.0126

0.1292

0.1465

2.3000e-
004

6.7800e-
003

6.2400e-
003

0.0000

20.0235

6.4800e-
003

0.0000

20.1854
Paving

7.2300e-
003

0.0000

0.0000
Total

0.0198

0.1292

0.1465

2.3000e-
004

6.7800e-
003

6.2400e-
003

0.0000

20.0235

6.4800e-
003

0.0000

20.1854
Unmitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Hauling

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

6.1000e-
004

5.4000e-
004

4.9600e-
003

1.0000e-
005

1.1900e-
003

1.0000e-
005

1.2000e-
003

3.2000e-
004

1.0000e-
005

3.3000e-
004

0.0000

1.0958

4.0000e-
005

0.0000

1.0969
Total

6.1000e-
004

5.4000e-
004

4.9600e-
003

1.0000e-
005

1.1900e-
003

1.0000e-
005

1.2000e-
003

3.2000e-
004

1.0000e-
005

3.3000e-
004

0.0000

1.0958

4.0000e-
005

0.0000

1.0969
Unmitigated Construction Off-Site
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Salinas Airport Lease Project - Monterey County, Annual

3.5 Paving - 2021
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Off-Road

0.0126

0.1292

0.1465

2.3000e-
004

6.7800e-
003

6.2400e-
003

0.0000

20.0235

6.4800e-
003

0.0000

20.1854
Paving

7.2300e-
003

0.0000

0.0000
Total

0.0198

0.1292

0.1465

2.3000e-
004

6.7800e-
003

6.2400e-
003

0.0000

20.0235

6.4800e-
003

0.0000

20.1854
Mitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Hauling

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

6.1000e-
004

5.4000e-
004

4.9600e-
003

1.0000e-
005

1.1900e-
003

1.0000e-
005

1.2000e-
003

3.2000e-
004

1.0000e-
005

3.3000e-
004

0.0000

1.0958

4.0000e-
005

0.0000

1.0969
Total

6.1000e-
004

5.4000e-
004

4.9600e-
003

1.0000e-
005

1.1900e-
003

1.0000e-
005

1.2000e-
003

3.2000e-
004

1.0000e-
005

3.3000e-
004

0.0000

1.0958

4.0000e-
005

0.0000

1.0969
Mitigated Construction Off-Site
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Salinas Airport Lease Project - Monterey County, Annual

3.6 Architectural Coating - 2021
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Archit. Coating

1.0314

0.0000

0.0000
Off-Road

2.1900e-
003

0.0153

0.0182

3.0000e-
005

9.4000e-
004

0.0000

2.5533

1.8000e-
004

0.0000

2.5576
Total

1.0336

0.0153

0.0182

3.0000e-
005

9.4000e-
004

0.0000

2.5533

1.8000e-
004

0.0000

2.5576
Unmitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Hauling

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

1.2900e-
003

1.1600e-
003

0.0106

3.0000e-
005

2.5400e-
003

2.0000e-
005

2.5600e-
003

6.8000e-
004

2.0000e-
005

7.0000e-
004

0.0000

2.3376

9.0000e-
005

0.0000

2.3400
Total

1.2900e-
003

1.1600e-
003

0.0106

3.0000e-
005

2.5400e-
003

2.0000e-
005

2.5600e-
003

6.8000e-
004

2.0000e-
005

7.0000e-
004

0.0000

2.3376

9.0000e-
005

0.0000

2.3400
Unmitigated Construction Off-Site
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Salinas Airport Lease Project - Monterey County, Annual

4.0 Operational Detail - Mobile

1.0314

0.0000

0.0000
Off-Road

2.1900e-
003

0.0153

0.0182

3.0000e-
005

9.4000e-
004

0.0000

2.5533

1.8000e-
004

0.0000

2.5576
Total

1.0336

0.0153

0.0182

3.0000e-
005

9.4000e-
004

0.0000

2.5533

1.8000e-
004

0.0000

2.5576
Mitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Hauling

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

1.2900e-
003

1.1600e-
003

0.0106

3.0000e-
005

2.5400e-
003

2.0000e-
005

2.5600e-
003

6.8000e-
004

2.0000e-
005

7.0000e-
004

0.0000

2.3376

9.0000e-
005

0.0000

2.3400
Total

1.2900e-
003

1.1600e-
003

0.0106

3.0000e-
005

2.5400e-
003

2.0000e-
005

2.5600e-
003

6.8000e-
004

2.0000e-
005

7.0000e-
004

0.0000

2.3376

9.0000e-
005

0.0000

2.3400
Mitigated Construction Off-Site
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Page 20 of 31 ends

Salinas Airport Lease Project - Monterey County, Annual

ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Mitigated

0.1184

0.5455

1.3476

5.2800e-
003

0.5186

3.6100e-
003

0.5222

0.1392

3.3500e-
003

0.1425

0.0000
486.6551
486.6551

0.0192

0.0000
487.1361
Unmitigated

0.1184

0.5455

1.3476

5.2800e-
003

0.5186

3.6100e-
003

0.5222

0.1392

3.3500e-
003

0.1425

0.0000
486.6551
486.6551

0.0192

0.0000
487.1361

4.1 Mitigation Measures Mobile

4.2 Trip Summary Information

4.3 Trip Type Information
Average Daily Trip Rate
Unmitigated
Mitigated
Land Use
Weekday
Saturday
Sunday
Annual VMT
Annual VMT
General Light Industry

0.00 0.00

0.00 Other Asphalt Surfaces

0.00 0.00

0.00 Unrefrigerated Warehouse-No Rail
474.40
474.40
474.40
1,385,020
1,385,020
Total
474.40
474.40
474.40
1,385,020
1,385,020
Miles
Trip %
Trip Purpose %
Land Use
H-W or C-W
H-S or C-C
H-O or C-NW
H-W or C-W
H-S or C-C
H-O or C-NW
Primary
Diverted
Pass-by
General Light Industry

9.50 7.30

7.30 59.00

28.00 13.00
92 5
3 Other Asphalt Surfaces

9.50 7.30

7.30 0.00

0.00 0.00
0 0
0 Unrefrigerated Warehouse-No
Rail

9.50 7.30

7.30 59.00

0.00 41.00
92 5
3 CalEEMod Version: CalEEMod.2016.3.2
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Salinas Airport Lease Project - Monterey County, Annual

5.0 Energy Detail
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Electricity
Mitigated

0.0000

0.0000
100.7712
100.7712

4.5800e-
003

9.7000e-
004
101.1735
Electricity
Unmitigated

0.0000

0.0000
104.0497
104.0497

4.7300e-
003

1.0000e-
003
104.4650
NaturalGas
Mitigated

2.9100e-
003

0.0265

0.0223

1.6000e-
004

2.0100e-
003

0.0000

28.8355

5.5000e-
004

5.3000e-
004

29.0069
NaturalGas
Unmitigated

3.9700e-
003

0.0361

0.0304

2.2000e-
004

2.7500e-
003

0.0000

39.3375

7.5000e-
004

7.2000e-
004

39.5712

5.1 Mitigation Measures Energy
Exceed Title 24

4.4 Fleet Mix
Land Use
LDA
LDT1
LDT2
MDV
LHD1
LHD2
MHD
HHD
OBUS
UBUS
MCY
SBUS
MH
General Light Industry

0.570855

0.025085

0.211755

0.109607

0.013440

0.004195

0.020564

0.029242

0.004139

0.002109

0.007212

0.001232

0.000566
Other Asphalt Surfaces

0.570855

0.025085

0.211755

0.109607

0.013440

0.004195

0.020564

0.029242

0.004139

0.002109

0.007212

0.001232

0.000566
Unrefrigerated Warehouse-No
Rail

0.570855

0.025085

0.211755

0.109607

0.013440

0.004195

0.020564

0.029242

0.004139

0.002109

0.007212

0.001232

0.000566
Historical Energy Use: N
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Salinas Airport Lease Project - Monterey County, Annual

5.2 Energy by Land Use - NaturalGas
NaturalGa
s Use
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Land Use
kBTU/yr
tons/yr
MT/yr
General Light
Industry
284904

1.5400e-
003

0.0140

0.0117

8.0000e-
005

1.0600e-
003

0.0000

15.2036

2.9000e-
004

2.8000e-
004

15.2939
Other Asphalt
Surfaces
0 0.0000

0.0000

0.0000
Unrefrigerated
Warehouse-No
Rail
452252

2.4400e-
003

0.0222

0.0186

1.3000e-
004

1.6800e-
003

0.0000

24.1339

4.6000e-
004

4.4000e-
004

24.2773
Total

3.9800e-
003

0.0361

0.0304

2.1000e-
004

2.7400e-
003

0.0000

39.3375

7.5000e-
004

7.2000e-
004

39.5712
Unmitigated
NaturalGa
s Use
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Land Use
kBTU/yr
tons/yr
MT/yr
General Light
Industry
221044

1.1900e-
003

0.0108

9.1000e-
003

7.0000e-
005

8.2000e-
004

0.0000

11.7957

2.3000e-
004

2.2000e-
004

11.8658
Other Asphalt
Surfaces
0 0.0000

0.0000

0.0000
Unrefrigerated
Warehouse-No
Rail
319313

1.7200e-
003

0.0157

0.0132

9.0000e-
005

1.1900e-
003

0.0000

17.0398

3.3000e-
004

3.1000e-
004

17.1410
Total

2.9100e-
003

0.0265

0.0223

1.6000e-
004

2.0100e-
003

0.0000

28.8355

5.6000e-
004

5.3000e-
004

29.0069
Mitigated
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:14 PM

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Salinas Airport Lease Project - Monterey County, Annual

5.3 Energy by Land Use - Electricity
Electricity
Use
Total CO2
CH4
N2O
CO2e
Land Use
kWh/yr
MT/yr
General Light
Industry
89208

16.8986

7.7000e-
004

1.6000e-
004

16.9661
Other Asphalt
Surfaces
0 0.0000

0.0000

0.0000
Unrefrigerated
Warehouse-No
Rail
460072

87.1511

3.9700e-
003

8.3000e-
004

87.4990
Total
104.0497

4.7400e-
003

9.9000e-
004
104.4650
Unmitigated
Electricity
Use
Total CO2
CH4
N2O
CO2e
Land Use
kWh/yr
MT/yr
General Light
Industry
84412.8

15.9903

7.3000e-
004

1.5000e-
004

16.0541
Other Asphalt
Surfaces
0 0.0000

0.0000

0.0000
Unrefrigerated
Warehouse-No
Rail
447560

84.7810

3.8600e-
003

8.1000e-
004

85.1194
Total
100.7712

4.5900e-
003

9.6000e-
004
101.1735
Mitigated
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:14 PM

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Salinas Airport Lease Project - Monterey County, Annual

6.1 Mitigation Measures Area

6.0 Area Detail
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
tons/yr
MT/yr
Mitigated

0.6700

2.0000e-
005

1.8600e-
003

0.0000

1.0000e-
005

0.0000

3.6400e-
003

1.0000e-
005

0.0000

3.8700e-
003
Unmitigated

0.6700

2.0000e-
005

1.8600e-
003

0.0000

1.0000e-
005

0.0000

3.6400e-
003

1.0000e-
005

0.0000

3.8700e-
003
CalEEMod Version: CalEEMod.2016.3.2
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Salinas Airport Lease Project - Monterey County, Annual

7.0 Water Detail

6.2 Area by SubCategory
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
SubCategory
tons/yr
MT/yr
Architectural
Coating

0.1031

0.0000

0.0000
Consumer
Products

0.5667

0.0000

0.0000
Landscaping

1.7000e-
004

2.0000e-
005

1.8600e-
003

0.0000

1.0000e-
005

0.0000

3.6400e-
003

1.0000e-
005

0.0000

3.8700e-
003
Total

0.6700

2.0000e-
005

1.8600e-
003

0.0000

1.0000e-
005

0.0000

3.6400e-
003

1.0000e-
005

0.0000

3.8700e-
003
Unmitigated
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
SubCategory
tons/yr
MT/yr
Architectural
Coating

0.1031

0.0000

0.0000
Consumer
Products

0.5667

0.0000

0.0000
Landscaping

1.7000e-
004

2.0000e-
005

1.8600e-
003

0.0000

1.0000e-
005

0.0000

3.6400e-
003

1.0000e-
005

0.0000

3.8700e-
003
Total

0.6700

2.0000e-
005

1.8600e-
003

0.0000

1.0000e-
005

0.0000

3.6400e-
003

1.0000e-
005

0.0000

3.8700e-
003
Mitigated
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:14 PM

Page 26 of 31 ends

Salinas Airport Lease Project - Monterey County, Annual

Apply Water Conservation Strategy
Install Low Flow Bathroom Faucet
Install Low Flow Kitchen Faucet
Install Low Flow Toilet
Install Low Flow Shower

7.1 Mitigation Measures Water
Total CO2
CH4
N2O
CO2e
Category
MT/yr
Mitigated

43.8063

1.0650

0.0254

78.0091
Unmitigated

43.8063

1.0650

0.0254

78.0091

7.0 Water Detail
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:14 PM

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Salinas Airport Lease Project - Monterey County, Annual

7.2 Water by Land Use
Indoor/Out
door Use
Total CO2
CH4
N2O
CO2e
Land Use
Mgal
MT/yr
General Light
Industry

2.4975 / 0

3.3523

0.0815

1.9500e-
003

5.9697
Other Asphalt
Surfaces
0 / 0

0.0000

0.0000
Unrefrigerated
Warehouse-No
Rail

30.1388 /
0 40.4540

0.9835

0.0235

72.0394
Total

43.8063

1.0650

0.0254

78.0091
Unmitigated
Indoor/Out
door Use
Total CO2
CH4
N2O
CO2e
Land Use
Mgal
MT/yr
General Light
Industry

2.4975 / 0

3.3523

0.0815

1.9500e-
003

5.9697
Other Asphalt
Surfaces
0 / 0

0.0000

0.0000
Unrefrigerated
Warehouse-No
Rail

30.1388 /
0 40.4540

0.9835

0.0235

72.0394
Total

43.8063

1.0650

0.0254

78.0091
Mitigated
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:14 PM

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Salinas Airport Lease Project - Monterey County, Annual

8.1 Mitigation Measures Waste

8.0 Waste Detail
Total CO2
CH4
N2O
CO2e
MT/yr
Mitigated

27.5865

1.6303

0.0000

68.3443
Unmitigated

27.5865

1.6303

0.0000

68.3443
Category/Year
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:14 PM

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Salinas Airport Lease Project - Monterey County, Annual

8.2 Waste by Land Use
Waste
Disposed
Total CO2
CH4
N2O
CO2e
Land Use
tons
MT/yr
General Light
Industry

13.39 2.7181

0.1606

0.0000

6.7339
Other Asphalt
Surfaces
0 0.0000

0.0000

0.0000
Unrefrigerated
Warehouse-No
Rail
122.51

24.8684

1.4697

0.0000

61.6105
Total

27.5865

1.6303

0.0000

68.3443
Unmitigated
Waste
Disposed
Total CO2
CH4
N2O
CO2e
Land Use
tons
MT/yr
General Light
Industry

13.39 2.7181

0.1606

0.0000

6.7339
Other Asphalt
Surfaces
0 0.0000

0.0000

0.0000
Unrefrigerated
Warehouse-No
Rail
122.51

24.8684

1.4697

0.0000

61.6105
Total

27.5865

1.6303

0.0000

68.3443
Mitigated
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:14 PM

Page 30 of 31 ends

Salinas Airport Lease Project - Monterey County, Annual

11.0 Vegetation

9.0 Operational Offroad
Equipment Type
Number
Hours/Day
Days/Year
Horse Power
Load Factor
Fuel Type

10.0 Stationary Equipment
Fire Pumps and Emergency Generators
Equipment Type
Number
Hours/Day
Hours/Year
Horse Power
Load Factor
Fuel Type
Boilers
Equipment Type
Number
Heat Input/Day
Heat Input/Year
Boiler Rating
Fuel Type
User Defined Equipment
Equipment Type
Number
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:14 PM

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Salinas Airport Lease Project - Monterey County, Annual

1.1 Land Usage
Land Uses
Size
Metric
Lot Acreage
Floor Surface Area
Population
General Light Industry

10.80 1000sqft

0.25 10,800.00
0 Unrefrigerated Warehouse-No Rail
130.33
1000sqft

2.99 130,332.00
0 Other Asphalt Surfaces

5.52 Acre

5.52 240,451.20
0 1.2 Other Project Characteristics
Urbanization
Climate Zone
Urban
4 Wind Speed (m/s)
Precipitation Freq (Days)

3.6 55

1.3 User Entered Comments & Non-Default Data

1.0 Project Characteristics
Utility Company
Pacific Gas & Electric Company
2030
Operational Year
CO2 Intensity
(lb/MWhr)
417.62

0.019
CH4 Intensity
(lb/MWhr)

0.004
N2O Intensity
(lb/MWhr)
Salinas Airport Lease Project
Monterey County, Winter
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

Page 1 of 26 ends

Salinas Airport Lease Project - Monterey County, Winter

Off-road Equipment - Project site would not support all the equipment.

Page 2 of 26 ends

Salinas Airport Lease Project - Monterey County, Winter

2.0 Emissions Summary
Table Name
Column Name
Default Value
New Value
tblConstructionPhase
NumDays

20.00 5.00
tblLandUse
LandUseSquareFeet
130,330.00
130,332.00
tblOffRoadEquipment
OffRoadEquipmentUnitAmount

3.00 1.00
tblOffRoadEquipment
OffRoadEquipmentUnitAmount

4.00 1.00
tblProjectCharacteristics
CH4IntensityFactor

0.029

0.019
tblProjectCharacteristics
CO2IntensityFactor
641.35
417.62
tblProjectCharacteristics
N2OIntensityFactor

0.006

0.004
tblVehicleTrips
ST_TR

1.32 0.00
tblVehicleTrips
ST_TR

1.68 3.65
tblVehicleTrips
SU_TR

0.68 0.00
tblVehicleTrips
SU_TR

1.68 3.65
tblVehicleTrips
WD_TR

6.97 0.00
tblVehicleTrips
WD_TR

1.68 3.65
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

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Salinas Airport Lease Project - Monterey County, Winter

2.1 Overall Construction (Maximum Daily Emission)
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Year
lb/day
lb/day
2020

3.1796

27.7054

25.1967

0.0578

6.6345

1.1717

7.6424

3.3893

1.1022

4.3165

0.0000
5,728.836
7 5,728.836
7 0.7717

0.0000
5,748.129
1 2021
103.4980

25.2054

24.0933

0.0572

1.7405

0.9921

2.7327

0.4713

0.9330

1.4043

0.0000
5,669.523
1 5,669.523
1 0.7548

0.0000
5,688.392
0 Maximum
103.4980

27.7054

25.1967

0.0578

6.6345

1.1717

7.6424

3.3893

1.1022

4.3165

0.0000
5,728.836
7 5,728.836
7 0.7717

0.0000
5,748.129
1 Unmitigated Construction
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Year
lb/day
lb/day
2020

3.1796

27.7054

25.1967

0.0578

6.6345

1.1717

7.6424

3.3893

1.1022

4.3165

0.0000
5,728.836
7 5,728.836
7 0.7717

0.0000
5,748.129
1 2021
103.4980

25.2054

24.0933

0.0572

1.7405

0.9921

2.7327

0.4713

0.9330

1.4043

0.0000
5,669.523
1 5,669.523
1 0.7548

0.0000
5,688.392
0 Maximum
103.4980

27.7054

25.1967

0.0578

6.6345

1.1717

7.6424

3.3893

1.1022

4.3165

0.0000
5,728.836
7 5,728.836
7 0.7717

0.0000
5,748.129
1 Mitigated Construction
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2
NBio-CO2
Total CO2
CH4
N20
CO2e
Percent
Reduction

0.00 0.00

0.00 0.00
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

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Salinas Airport Lease Project - Monterey County, Winter

2.2 Overall Operational
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Area

3.6719

1.3000e-
004

0.0149

0.0000

5.0000e-
005

0.0321

8.0000e-
005

0.0342
Energy

0.0218

0.1980

0.1663

1.1900e-
003

0.0151

0.0151
237.6007
237.6007

4.5500e-
003

4.3600e-
003
239.0126
Mobile

0.6453

3.0623

7.7878

0.0289

2.9522

0.0199

2.9721

0.7900

0.0185

0.8085
2,934.011
1 2,934.0111

0.1197
2,937.002
5 Total

4.3390

3.2604

7.9690

0.0301

2.9522

0.0350

2.9872

0.7900

0.0336

0.8236
3,171.643
8 3,171.643
8 0.1243

4.3600e-
003
3,176.049
2 Unmitigated Operational
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Area

3.6719

1.3000e-
004

0.0149

0.0000

5.0000e-
005

0.0321

8.0000e-
005

0.0342
Energy

0.0160

0.1451

0.1219

8.7000e-
004

0.0110

0.0110
174.1683
174.1683

3.3400e-
003

3.1900e-
003
175.2033
Mobile

0.6453

3.0623

7.7878

0.0289

2.9522

0.0199

2.9721

0.7900

0.0185

0.8085
2,934.0111
2,934.0111

0.1197
2,937.002
5 Total

4.3332

3.2076

7.9246

0.0298

2.9522

0.0310

2.9832

0.7900

0.0296

0.8196
3,108.211
4 3,108.211
4 0.1231

3.1900e-
003
3,112.239
9 Mitigated Operational
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

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Salinas Airport Lease Project - Monterey County, Winter

3.0 Construction Detail
Construction Phase
Phase
Number
Phase Name
Phase Type
Start Date
End Date
Num Days
Week
Num Days
Phase Description
1 Site Preparation
Site Preparation
9/7/2020
9/18/2020
5 10
2 Grading
Grading
9/19/2020
9/25/2020
5 5
3 Building Construction
Building Construction
10/17/2020
9/3/2021
5 230
4 Paving
Paving
9/4/2021
10/1/2021
5 20
5 Architectural Coating
Architectural Coating
10/2/2021
10/29/2021
5 20
OffRoad Equipment
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2
NBio-CO2
Total CO2
CH4
N20
CO2e
Percent
Reduction

0.13 1.62

0.56 1.06

0.00 11.48

0.13 0.00

11.95 0.49

0.00 2.00

2.00 0.97

26.83 2.01
Residential Indoor: 0; Residential Outdoor: 0; Non-Residential Indoor: 211,698; Non-Residential Outdoor: 70,566; Striped Parking Area: 14,427 (Architectural Coating
±
sqft)
Acres of Grading (Site Preparation Phase): 0
Acres of Grading (Grading Phase): 2.5
Acres of Paving: 5.52
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

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Salinas Airport Lease Project - Monterey County, Winter

3.1 Mitigation Measures Construction
Phase Name
Offroad Equipment Type
Amount
Usage Hours
Horse Power
Load Factor
Site Preparation
Rubber Tired Dozers
1 8.00
247

0.40 Site Preparation
Tractors/Loaders/Backhoes
1 8.00
97 0.37
Grading
Excavators
1 8.00
158

0.38 Grading
Graders
1 8.00
187

0.41 Grading
Rubber Tired Dozers
1 8.00
247

0.40 Grading
Tractors/Loaders/Backhoes
1 8.00
97 0.37
Building Construction
Cranes
1 7.00
231

0.42 Paving
Paving Equipment
2 8.00
132

0.00 0.00

10.80 7.30

20.00 LD_Mix
HDT_Mix
HHDT
Grading
4 10.00

0.00 0.00

10.80 7.30

20.00 LD_Mix
HDT_Mix
HHDT
Building Construction
9 160.00

63.00 0.00

10.80 7.30

20.00 LD_Mix
HDT_Mix
HHDT
Paving
6 15.00

0.00 0.00

10.80 7.30

20.00 LD_Mix
HDT_Mix
HHDT
Architectural Coating
1 32.00

0.00 0.00

10.80 7.30

20.00 LD_Mix
HDT_Mix
HHDT
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

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Salinas Airport Lease Project - Monterey County, Winter

3.2 Site Preparation - 2020
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Fugitive Dust

6.0221

0.0000

6.0221

3.3102

0.0000

3.3102

0.0000

0.0000
Off-Road

1.2890

13.4374

6.4113

0.0116

0.6881

0.6331

0.6331
1,128.111
0 1,128.1110

0.3649
1,137.232
4 Total

1.2890

13.4374

6.4113

0.0116

6.0221

0.6881

6.7102

3.3102

0.6331

3.9433
1,128.111
0 1,128.111
0 0.3649
1,137.232
4 Unmitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Hauling

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

0.0240

0.0224

0.1890

4.2000e-
004

0.0411

3.6000e-
004

0.0414

0.0109

3.3000e-
004

0.0112

41.4165

1.8000e-
003

41.4615
Total

0.0240

0.0224

0.1890

4.2000e-
004

0.0411

3.6000e-
004

0.0414

0.0109

3.3000e-
004

0.0112

41.4165

1.8000e-
003

41.4615
Unmitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

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Salinas Airport Lease Project - Monterey County, Winter

6.0221

0.0000

6.0221

3.3102

0.0000

3.3102

0.0000

0.0000
Off-Road

1.2890

13.4374

6.4113

0.0116

0.6881

0.6331

0.0000
1,128.1110
1,128.1110

0.3649
1,137.232
4 Total

1.2890

13.4374

6.4113

0.0116

6.0221

0.6881

6.7102

3.3102

0.6331

3.9433

0.0000
1,128.111
0 1,128.111
0 0.3649
1,137.232
4 Mitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Hauling

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

0.0240

0.0224

0.1890

4.2000e-
004

0.0411

3.6000e-
004

0.0414

0.0109

3.3000e-
004

0.0112

41.4165

1.8000e-
003

41.4615
Total

0.0240

0.0224

0.1890

4.2000e-
004

0.0411

3.6000e-
004

0.0414

0.0109

3.3000e-
004

0.0112

41.4165

1.8000e-
003

41.4615
Mitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

Page 9 of 26 ends

Salinas Airport Lease Project - Monterey County, Winter

3.3 Grading - 2020
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Fugitive Dust

6.5523

0.0000

6.5523

3.3675

0.0000

3.3675

0.0000

0.0000
Off-Road

2.0098

22.1756

11.4936

0.0234

1.0072

0.9266

0.9266
2,270.948
1 2,270.948
1 0.7345
2,289.309
9 Total

2.0098

22.1756

11.4936

0.0234

6.5523

1.0072

7.5595

3.3675

0.9266

4.2941
2,270.948
1 2,270.948
1 0.7345
2,289.309
9 Unmitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Hauling

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

0.0481

0.0448

0.3781

8.3000e-
004

0.0822

7.1000e-
004

0.0829

0.0218

6.5000e-
004

0.0224

82.8331

3.6000e-
003

82.9231
Total

0.0481

0.0448

0.3781

8.3000e-
004

0.0822

7.1000e-
004

0.0829

0.0218

6.5000e-
004

0.0224

82.8331

3.6000e-
003

82.9231
Unmitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

Page 10 of 26 ends

Salinas Airport Lease Project - Monterey County, Winter

3.3 Grading - 2020
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Fugitive Dust

6.5523

0.0000

6.5523

3.3675

0.0000

3.3675

0.0000

0.0000
Off-Road

2.0098

22.1756

11.4936

0.0234

1.0072

0.9266

0.0000
2,270.948
1 2,270.948
1 0.7345
2,289.309
9 Total

2.0098

22.1756

11.4936

0.0234

6.5523

1.0072

7.5595

3.3675

0.9266

4.2941

0.0000
2,270.948
1 2,270.948
1 0.7345
2,289.309
9 Mitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Hauling

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

0.0481

0.0448

0.3781

8.3000e-
004

0.0822

7.1000e-
004

0.0829

0.0218

6.5000e-
004

0.0224

82.8331

3.6000e-
003

82.9231
Total

0.0481

0.0448

0.3781

8.3000e-
004

0.0822

7.1000e-
004

0.0829

0.0218

6.5000e-
004

0.0224

82.8331

3.6000e-
003

82.9231
Mitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

Page 11 of 26 ends

Salinas Airport Lease Project - Monterey County, Winter

3.4 Building Construction - 2020
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Off-Road

2.1198

19.1860

16.8485

0.0269

1.1171

1.0503

1.0503
2,553.063
1 2,553.063
1 0.6229
2,568.634
5 Total

2.1198

19.1860

16.8485

0.0269

1.1171

1.0503

1.0503
2,553.063
1 2,553.063
1 0.6229
2,568.634
5 Unmitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Hauling

0.0000

0.0000
Vendor

0.2907

7.8031

2.2988

0.0176

0.4261

0.0433

0.4694

0.1227

0.0414

0.1640
1,850.444
8 1,850.444
8 0.0912
1,852.725
4 Worker

0.7691

0.7162

6.0494

0.0133

1.3144

0.0114

1.3257

0.3486

0.0105

0.3591
1,325.328
9 1,325.328
9 0.0576
1,326.769
3 Total

1.0598

8.5193

8.3482

0.0309

1.7405

0.0546

1.7951

0.4713

0.0519

0.5231
3,175.773
7 3,175.773
7 0.1488
3,179.494
6 Unmitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

Page 12 of 26 ends

Salinas Airport Lease Project - Monterey County, Winter

2.1198

19.1860

16.8485

0.0269

1.1171

1.0503

0.0000
2,553.063
1 2,553.063
1 0.6229
2,568.634
5 Total

2.1198

19.1860

16.8485

0.0269

1.1171

1.0503

0.0000
2,553.063
1 2,553.063
1 0.6229
2,568.634
5 Mitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Hauling

0.0000

0.0000
Vendor

0.2907

7.8031

2.2988

0.0176

0.4261

0.0433

0.4694

0.1227

0.0414

0.1640
1,850.444
8 1,850.444
8 0.0912
1,852.725
4 Worker

0.7691

0.7162

6.0494

0.0133

1.3144

0.0114

1.3257

0.3486

0.0105

0.3591
1,325.328
9 1,325.328
9 0.0576
1,326.769
3 Total

1.0598

8.5193

8.3482

0.0309

1.7405

0.0546

1.7951

0.4713

0.0519

0.5231
3,175.773
7 3,175.773
7 0.1488
3,179.494
6 Mitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

Page 13 of 26 ends

Salinas Airport Lease Project - Monterey County, Winter

3.4 Building Construction - 2021
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Off-Road

1.9009

17.4321

16.5752

0.0269

0.9586

0.9013

0.9013
2,553.363
9 2,553.363
9 0.6160
2,568.764
3 Total

1.9009

17.4321

16.5752

0.0269

0.9586

0.9013

0.9013
2,553.363
9 2,553.363
9 0.6160
2,568.764
3 Unmitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Hauling

0.0000

0.0000
Vendor

0.2414

7.1341

2.0270

0.0174

0.4262

0.0226

0.4487

0.1227

0.0216

0.1442
1,835.239
9 1,835.239
9 0.0875
1,837.427
1 Worker

0.7092

0.6392

5.4911

0.0129

1.3144

0.0110

1.3253

0.3486

0.0101

0.3588
1,280.919
3 1,280.919
3 0.0513
1,282.200
7 Total

0.9505

7.7733

7.5181

0.0303

1.7405

0.0335

1.7741

0.4713

0.0317

0.5030
3,116.159
2 3,116.159
2 0.1387
3,119.627
8 Unmitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

Page 14 of 26 ends

Salinas Airport Lease Project - Monterey County, Winter

1.9009

17.4321

16.5752

0.0269

0.9586

0.9013

0.0000
2,553.363
9 2,553.363
9 0.6160
2,568.764
3 Total

1.9009

17.4321

16.5752

0.0269

0.9586

0.9013

0.0000
2,553.363
9 2,553.363
9 0.6160
2,568.764
3 Mitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Hauling

0.0000

0.0000
Vendor

0.2414

7.1341

2.0270

0.0174

0.4262

0.0226

0.4487

0.1227

0.0216

0.1442
1,835.239
9 1,835.239
9 0.0875
1,837.427
1 Worker

0.7092

0.6392

5.4911

0.0129

1.3144

0.0110

1.3253

0.3486

0.0101

0.3588
1,280.919
3 1,280.919
3 0.0513
1,282.200
7 Total

0.9505

7.7733

7.5181

0.0303

1.7405

0.0335

1.7741

0.4713

0.0317

0.5030
3,116.159
2 3,116.159
2 0.1387
3,119.627
8 Mitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

Page 15 of 26 ends

Salinas Airport Lease Project - Monterey County, Winter

3.5 Paving - 2021
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Off-Road

1.2556

12.9191

14.6532

0.0228

0.6777

0.6235

0.6235
2,207.210
9 2,207.210
9 0.7139
2,225.057
3 Paving

0.7231

0.0000

0.0000
Total

1.9787

12.9191

14.6532

0.0228

0.6777

0.6235

0.6235
2,207.210
9 2,207.210
9 0.7139
2,225.057
3 Unmitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Hauling

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

0.0665

0.0599

0.5148

1.2100e-
003

0.1232

1.0300e-
003

0.1243

0.0327

9.5000e-
004

0.0336
120.0862
120.0862

4.8100e-
003
120.2063
Total

0.0665

0.0599

0.5148

1.2100e-
003

0.1232

1.0300e-
003

0.1243

0.0327

9.5000e-
004

0.0336
120.0862
120.0862

4.8100e-
003
120.2063
Unmitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

Page 16 of 26 ends

Salinas Airport Lease Project - Monterey County, Winter

3.5 Paving - 2021
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Off-Road

1.2556

12.9191

14.6532

0.0228

0.6777

0.6235

0.0000
2,207.210
9 2,207.210
9 0.7139
2,225.057
3 Paving

0.7231

0.0000

0.0000
Total

1.9787

12.9191

14.6532

0.0228

0.6777

0.6235

0.0000
2,207.210
9 2,207.210
9 0.7139
2,225.057
3 Mitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Hauling

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

0.0665

0.0599

0.5148

1.2100e-
003

0.1232

1.0300e-
003

0.1243

0.0327

9.5000e-
004

0.0336
120.0862
120.0862

4.8100e-
003
120.2063
Total

0.0665

0.0599

0.5148

1.2100e-
003

0.1232

1.0300e-
003

0.1243

0.0327

9.5000e-
004

0.0336
120.0862
120.0862

4.8100e-
003
120.2063
Mitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

Page 17 of 26 ends

Salinas Airport Lease Project - Monterey County, Winter

3.6 Architectural Coating - 2021
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Archit. Coating
103.1372

0.0000

0.0000
Off-Road

0.2189

1.5268

1.8176

2.9700e-
003

0.0941

0.0941
281.4481
281.4481

0.0193
281.9309
Total
103.3561

1.5268

1.8176

2.9700e-
003

0.0941

0.0941
281.4481
281.4481

0.0193
281.9309
Unmitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Hauling

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

0.1418

0.1278

1.0982

2.5800e-
003

0.2629

2.2000e-
003

0.2651

0.0697

2.0200e-
003

0.0718
256.1839
256.1839

0.0103
256.4401
Total

0.1418

0.1278

1.0982

2.5800e-
003

0.2629

2.2000e-
003

0.2651

0.0697

2.0200e-
003

0.0718
256.1839
256.1839

0.0103
256.4401
Unmitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

Page 18 of 26 ends

Salinas Airport Lease Project - Monterey County, Winter

4.0 Operational Detail - Mobile

3.6 Architectural Coating - 2021
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Archit. Coating
103.1372

0.0000

0.0000
Off-Road

0.2189

1.5268

1.8176

2.9700e-
003

0.0941

0.0000
281.4481
281.4481

0.0193
281.9309
Total
103.3561

1.5268

1.8176

2.9700e-
003

0.0941

0.0000
281.4481
281.4481

0.0193
281.9309
Mitigated Construction On-Site
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Hauling

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

0.1418

0.1278

1.0982

2.5800e-
003

0.2629

2.2000e-
003

0.2651

0.0697

2.0200e-
003

0.0718
256.1839
256.1839

0.0103
256.4401
Total

0.1418

0.1278

1.0982

2.5800e-
003

0.2629

2.2000e-
003

0.2651

0.0697

2.0200e-
003

0.0718
256.1839
256.1839

0.0103
256.4401
Mitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

Page 19 of 26 ends

Salinas Airport Lease Project - Monterey County, Winter

ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Mitigated

0.6453

3.0623

7.7878

0.0289

2.9522

0.0199

2.9721

0.7900

0.0185

0.8085
2,934.0111
2,934.0111

0.1197
2,937.002
5 Unmitigated

0.6453

3.0623

7.7878

0.0289

2.9522

0.0199

2.9721

0.7900

0.0185

0.8085
2,934.0111
2,934.0111

0.1197
2,937.002
5 4.1 Mitigation Measures Mobile

4.2 Trip Summary Information

4.3 Trip Type Information
Average Daily Trip Rate
Unmitigated
Mitigated
Land Use
Weekday
Saturday
Sunday
Annual VMT
Annual VMT
General Light Industry

0.00 0.00

0.00 Other Asphalt Surfaces

0.00 0.00

0.00 Unrefrigerated Warehouse-No Rail
475.70
475.70
475.70
1,388,825
1,388,825
Total
475.70
475.70
475.70
1,388,825
1,388,825
Miles
Trip %
Trip Purpose %
Land Use
H-W or C-W
H-S or C-C
H-O or C-NW
H-W or C-W
H-S or C-C
H-O or C-NW
Primary
Diverted
Pass-by
General Light Industry

9.50 7.30

7.30 59.00

28.00 13.00
92 5
3 Other Asphalt Surfaces

9.50 7.30

7.30 0.00

0.00 0.00
0 0
0 Unrefrigerated Warehouse-No
Rail

9.50 7.30

7.30 59.00

0.00 41.00
92 5
3 CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

Page 20 of 26 ends

Salinas Airport Lease Project - Monterey County, Winter

5.0 Energy Detail
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
NaturalGas
Mitigated

0.0160

0.1451

0.1219

8.7000e-
004

0.0110

0.0110
174.1683
174.1683

3.3400e-
003

3.1900e-
003
175.2033
NaturalGas
Unmitigated

0.0218

0.1980

0.1663

1.1900e-
003

0.0151

0.0151
237.6007
237.6007

4.5500e-
003

4.3600e-
003
239.0126

5.1 Mitigation Measures Energy
Exceed Title 24

4.4 Fleet Mix
Land Use
LDA
LDT1
LDT2
MDV
LHD1
LHD2
MHD
HHD
OBUS
UBUS
MCY
SBUS
MH
General Light Industry

0.570855

0.025085

0.211755

0.109607

0.013440

0.004195

0.020564

0.029242

0.004139

0.002109

0.007212

0.001232

0.000566
Other Asphalt Surfaces

0.570855

0.025085

0.211755

0.109607

0.013440

0.004195

0.020564

0.029242

0.004139

0.002109

0.007212

0.001232

0.000566
Unrefrigerated Warehouse-No
Rail

0.570855

0.025085

0.211755

0.109607

0.013440

0.004195

0.020564

0.029242

0.004139

0.002109

0.007212

0.001232

0.000566
Historical Energy Use: N
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

Page 21 of 26 ends

Salinas Airport Lease Project - Monterey County, Winter

8.4200e-
003

0.0765

0.0643

4.6000e-
004

5.8200e-
003

91.8305

1.7600e-
003

1.6800e-
003

92.3762
Other Asphalt
Surfaces
0 0.0000

0.0000

0.0000
Unrefrigerated
Warehouse-No
Rail
1239.05

0.0134

0.1215

0.1020

7.3000e-
004

9.2300e-
003

9.2300e-
003
145.7702
145.7702

2.7900e-
003

2.6700e-
003
146.6364
Total

0.0218

0.1980

0.1663

1.1900e-
003

0.0151

0.0151
237.6007
237.6007

4.5500e-
003

4.3500e-
003
239.0126
Unmitigated
NaturalGa
s Use
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Land Use
kBTU/yr
lb/day
lb/day
General Light
Industry

0.605599

6.5300e-
003

0.0594

0.0499

3.6000e-
004

4.5100e-
003

71.2469

1.3700e-
003

1.3100e-
003

71.6703
Other Asphalt
Surfaces
0 0.0000

0.0000

0.0000
Unrefrigerated
Warehouse-No
Rail

0.874831

9.4300e-
003

0.0858

0.0720

5.1000e-
004

6.5200e-
003

6.5200e-
003
102.9213
102.9213

1.9700e-
003

1.8900e-
003
103.5329
Total

0.0160

0.1451

0.1219

8.7000e-
004

0.0110

0.0110
174.1683
174.1683

3.3400e-
003

3.2000e-
003
175.2032
Mitigated
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

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Salinas Airport Lease Project - Monterey County, Winter

6.1 Mitigation Measures Area

6.0 Area Detail
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Mitigated

3.6719

1.3000e-
004

0.0149

0.0000

5.0000e-
005

0.0321

8.0000e-
005

0.0342
Unmitigated

3.6719

1.3000e-
004

0.0149

0.0000

5.0000e-
005

0.0321

8.0000e-
005

0.0342
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

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Salinas Airport Lease Project - Monterey County, Winter

7.0 Water Detail

6.2 Area by SubCategory
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
SubCategory
lb/day
lb/day
Architectural
Coating

0.5651

0.0000

0.0000
Consumer
Products

3.1054

0.0000

0.0000
Landscaping

1.3600e-
003

1.3000e-
004

0.0149

0.0000

5.0000e-
005

0.0321

8.0000e-
005

0.0342
Total

3.6719

1.3000e-
004

0.0149

0.0000

5.0000e-
005

0.0321

8.0000e-
005

0.0342
Unmitigated
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
SubCategory
lb/day
lb/day
Architectural
Coating

0.5651

0.0000

0.0000
Consumer
Products

3.1054

0.0000

0.0000
Landscaping

1.3600e-
003

1.3000e-
004

0.0149

0.0000

5.0000e-
005

0.0321

8.0000e-
005

0.0342
Total

3.6719

1.3000e-
004

0.0149

0.0000

5.0000e-
005

0.0321

8.0000e-
005

0.0342
Mitigated
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:03 PM

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Salinas Airport Lease Project - Monterey County, Winter

8.1 Mitigation Measures Waste
Apply Water Conservation Strategy
Install Low Flow Bathroom Faucet
Install Low Flow Kitchen Faucet
Install Low Flow Toilet
Install Low Flow Shower

7.1 Mitigation Measures Water

7.0 Water Detail

8.0 Waste Detail

11.0 Vegetation

9.0 Operational Offroad
Equipment Type
Number
Hours/Day
Days/Year
Horse Power
Load Factor
Fuel Type

Page 25 of 26 ends

Salinas Airport Lease Project - Monterey County, Winter

1.1 Land Usage
Land Uses
Size
Metric
Lot Acreage
Floor Surface Area
Population
General Light Industry

10.80 1000sqft

0.25 10,800.00
0 Unrefrigerated Warehouse-No Rail
130.33
1000sqft

2.99 130,332.00
0 Other Asphalt Surfaces

5.52 Acre

5.52 240,451.20
0 1.2 Other Project Characteristics
Urbanization
Climate Zone
Urban
4 Wind Speed (m/s)
Precipitation Freq (Days)

3.6 55

1.3 User Entered Comments & Non-Default Data

1.0 Project Characteristics
Utility Company
Pacific Gas & Electric Company
2030
Operational Year
CO2 Intensity
(lb/MWhr)
417.62

0.019
CH4 Intensity
(lb/MWhr)

0.004
N2O Intensity
(lb/MWhr)
Salinas Airport Lease Project
Monterey County, Summer
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:07 PM

Page 1 of 26 ends

Salinas Airport Lease Project - Monterey County, Summer

Off-road Equipment - Project site would not support all the equipment.

Page 2 of 26 ends

Salinas Airport Lease Project - Monterey County, Summer

2.0 Emissions Summary
Table Name
Column Name
Default Value
New Value
tblConstructionPhase
NumDays

20.00 5.00
tblLandUse
LandUseSquareFeet
130,330.00
130,332.00
tblOffRoadEquipment
OffRoadEquipmentUnitAmount

3.00 1.00
tblOffRoadEquipment
OffRoadEquipmentUnitAmount

4.00 1.00
tblProjectCharacteristics
CH4IntensityFactor

0.029

0.019
tblProjectCharacteristics
CO2IntensityFactor
641.35
417.62
tblProjectCharacteristics
N2OIntensityFactor

0.006

0.004
tblVehicleTrips
ST_TR

1.32 0.00
tblVehicleTrips
ST_TR

1.68 3.65
tblVehicleTrips
SU_TR

0.68 0.00
tblVehicleTrips
SU_TR

1.68 3.65
tblVehicleTrips
WD_TR

6.97 0.00
tblVehicleTrips
WD_TR

1.68 3.65
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:07 PM

Page 3 of 26 ends

Salinas Airport Lease Project - Monterey County, Summer

3.1013

27.4686

25.0099

0.0593

6.6345

1.1706

7.6424

3.3893

1.1012

4.3165

0.0000
5,874.142
5 5,874.142
5 0.7669

0.0000
5,893.315
3 2021
103.4865

25.0120

23.9377

0.0586

1.7405

0.9912

2.7317

0.4713

0.9320

1.4033

0.0000
5,811.9499
5,811.9499

0.7498

0.0000
5,830.694
5 Maximum
103.4865

27.4686

25.0099

0.0593

6.6345

1.1706

7.6424

3.3893

1.1012

4.3165

0.0000
5,874.142
5 5,874.142
5 0.7669

0.0000
5,893.315
3 Unmitigated Construction
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Year
lb/day
lb/day
2020

3.1013

27.4686

25.0099

0.0593

6.6345

1.1706

7.6424

3.3893

1.1012

4.3165

0.0000
5,874.142
5 5,874.142
5 0.7669

0.0000
5,893.315
3 2021
103.4865

25.0120

23.9377

0.0586

1.7405

0.9912

2.7317

0.4713

0.9320

1.4033

0.0000
5,811.9499
5,811.9499

0.7498

0.0000
5,830.694
5 Maximum
103.4865

27.4686

25.0099

0.0593

6.6345

1.1706

7.6424

3.3893

1.1012

4.3165

0.0000
5,874.142
5 5,874.142
5 0.7669

0.0000
5,893.315
3 Mitigated Construction
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2
NBio-CO2
Total CO2
CH4
N20
CO2e
Percent
Reduction

0.00 0.00

0.00 0.00
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:07 PM

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Salinas Airport Lease Project - Monterey County, Summer

2.2 Overall Operational
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Area

3.6719

1.3000e-
004

0.0149

0.0000

5.0000e-
005

0.0321

8.0000e-
005

0.0342
Energy

0.0218

0.1980

0.1663

1.1900e-
003

0.0151

0.0151
237.6007
237.6007

4.5500e-
003

4.3600e-
003
239.0126
Mobile

0.7102

2.9091

7.6339

0.0305

2.9522

0.0199

2.9721

0.7900

0.0185

0.8085
3,091.705
9 3,091.705
9 0.1172
3,094.634
7 Total

4.4038

3.1072

7.8151

0.0317

2.9522

0.0350

2.9872

0.7900

0.0336

0.8236
3,329.338
7 3,329.338
7 0.1218

4.3600e-
003
3,333.681
5 Unmitigated Operational
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Area

3.6719

1.3000e-
004

0.0149

0.0000

5.0000e-
005

0.0321

8.0000e-
005

0.0342
Energy

0.0160

0.1451

0.1219

8.7000e-
004

0.0110

0.0110
174.1683
174.1683

3.3400e-
003

3.1900e-
003
175.2033
Mobile

0.7102

2.9091

7.6339

0.0305

2.9522

0.0199

2.9721

0.7900

0.0185

0.8085
3,091.705
9 3,091.705
9 0.1172
3,094.634
7 Total

4.3980

3.0544

7.7707

0.0313

2.9522

0.0310

2.9832

0.7900

0.0296

0.8195
3,265.906
3 3,265.906
3 0.1206

3.1900e-
003
3,269.872
1 Mitigated Operational
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:07 PM

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Salinas Airport Lease Project - Monterey County, Summer

0.13 1.70

0.57 1.01

0.00 11.49

0.13 0.00

11.97 0.49

0.00 1.91

1.91 0.99

26.83 1.91
Residential Indoor: 0; Residential Outdoor: 0; Non-Residential Indoor: 211,698; Non-Residential Outdoor: 70,566; Striped Parking Area: 14,427 (Architectural Coating
±
sqft)
Acres of Grading (Site Preparation Phase): 0
Acres of Grading (Grading Phase): 2.5
Acres of Paving: 5.52
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:07 PM

Page 6 of 26 ends

Salinas Airport Lease Project - Monterey County, Summer

3.1 Mitigation Measures Construction
Phase Name
Offroad Equipment Type
Amount
Usage Hours
Horse Power
Load Factor
Site Preparation
Rubber Tired Dozers
1 8.00
247

0.40 Site Preparation
Tractors/Loaders/Backhoes
1 8.00
97 0.37
Grading
Excavators
1 8.00
158

0.38 Grading
Graders
1 8.00
187

0.41 Grading
Rubber Tired Dozers
1 8.00
247

0.40 Grading
Tractors/Loaders/Backhoes
1 8.00
97 0.37
Building Construction
Cranes
1 7.00
231

0.42 Paving
Paving Equipment
2 8.00
132

0.00 0.00

10.80 7.30

20.00 LD_Mix
HDT_Mix
HHDT
Grading
4 10.00

0.00 0.00

10.80 7.30

20.00 LD_Mix
HDT_Mix
HHDT
Building Construction
9 160.00

63.00 0.00

10.80 7.30

20.00 LD_Mix
HDT_Mix
HHDT
Paving
6 15.00

0.00 0.00

10.80 7.30

20.00 LD_Mix
HDT_Mix
HHDT
Architectural Coating
1 32.00

0.00 0.00

10.80 7.30

20.00 LD_Mix
HDT_Mix
HHDT
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:07 PM

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Salinas Airport Lease Project - Monterey County, Summer

6.0221

0.0000

6.0221

3.3102

0.0000

3.3102

0.0000

0.0000
Off-Road

1.2890

13.4374

6.4113

0.0116

0.6881

0.6331

0.6331
1,128.1110
1,128.1110

0.3649
1,137.232
4 Total

1.2890

13.4374

6.4113

0.0116

6.0221

0.6881

6.7102

3.3102

0.6331

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

0.0221

0.0178

0.1921

4.4000e-
004

0.0411

3.6000e-
004

0.0414

0.0109

3.3000e-
004

0.0112

44.2335

1.8900e-
003

44.2807
Total

0.0221

0.0178

0.1921

4.4000e-
004

0.0411

3.6000e-
004

0.0414

0.0109

3.3000e-
004

0.0112

44.2335

1.8900e-
003

44.2807
Unmitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:07 PM

Page 8 of 26 ends

Salinas Airport Lease Project - Monterey County, Summer

6.0221

0.0000

6.0221

3.3102

0.0000

3.3102

0.0000

0.0000
Off-Road

1.2890

13.4374

6.4113

0.0116

0.6881

0.6331

0.0000
1,128.1110
1,128.1110

0.3649
1,137.232
4 Total

1.2890

13.4374

6.4113

0.0116

6.0221

0.6881

6.7102

3.3102

0.6331

3.9433

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

0.0221

0.0178

0.1921

4.4000e-
004

0.0411

3.6000e-
004

0.0414

0.0109

3.3000e-
004

0.0112

44.2335

1.8900e-
003

44.2807
Total

0.0221

0.0178

0.1921

4.4000e-
004

0.0411

3.6000e-
004

0.0414

0.0109

3.3000e-
004

0.0112

44.2335

1.8900e-
003

44.2807
Mitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:07 PM

Page 9 of 26 ends

Salinas Airport Lease Project - Monterey County, Summer

3.3 Grading - 2020
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Fugitive Dust

6.5523

0.0000

6.5523

3.3675

0.0000

3.3675

0.0000

0.0000
Off-Road

2.0098

22.1756

11.4936

0.0234

1.0072

0.9266

0.9266
2,270.948
1 2,270.948
1 0.7345
2,289.309
9 Total

2.0098

22.1756

11.4936

0.0234

6.5523

1.0072

7.5595

3.3675

0.9266

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

0.0442

0.0356

0.3842

8.9000e-
004

0.0822

7.1000e-
004

0.0829

0.0218

6.5000e-
004

0.0224

88.4670

3.7800e-
003

88.5614
Total

0.0442

0.0356

0.3842

8.9000e-
004

0.0822

7.1000e-
004

0.0829

0.0218

6.5000e-
004

0.0224

88.4670

3.7800e-
003

88.5614
Unmitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:07 PM

Page 10 of 26 ends

Salinas Airport Lease Project - Monterey County, Summer

3.3 Grading - 2020
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Fugitive Dust

6.5523

0.0000

6.5523

3.3675

0.0000

3.3675

0.0000

0.0000
Off-Road

2.0098

22.1756

11.4936

0.0234

1.0072

0.9266

0.0000
2,270.948
1 2,270.948
1 0.7345
2,289.309
9 Total

2.0098

22.1756

11.4936

0.0234

6.5523

1.0072

7.5595

3.3675

0.9266

4.2941

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

0.0442

0.0356

0.3842

8.9000e-
004

0.0822

7.1000e-
004

0.0829

0.0218

6.5000e-
004

0.0224

88.4670

3.7800e-
003

88.5614
Total

0.0442

0.0356

0.3842

8.9000e-
004

0.0822

7.1000e-
004

0.0829

0.0218

6.5000e-
004

0.0224

88.4670

3.7800e-
003

88.5614
Mitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:07 PM

Page 11 of 26 ends

Salinas Airport Lease Project - Monterey County, Summer

3.4 Building Construction - 2020
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Off-Road

2.1198

19.1860

16.8485

0.0269

1.1171

1.0503

1.0503
2,553.063
1 2,553.063
1 0.6229
2,568.634
5 Total

2.1198

19.1860

16.8485

0.0269

1.1171

1.0503

0.0000

0.0000
Vendor

0.2749

7.7136

2.0136

0.0181

0.4261

0.0422

0.4683

0.1227

0.0403

0.1630
1,905.607
3 1,905.607
3 0.0836
1,907.697
8 Worker

0.7066

0.5689

6.1478

0.0142

1.3144

0.0114

1.3257

0.3486

0.0105

0.3591
1,415.472
2 1,415.472
2 0.0604
1,416.983
1 Total

0.9815

8.2826

8.1614

0.0323

1.7405

0.0535

1.7940

0.4713

0.0508

0.5221
3,321.079
5 3,321.079
5 0.1441
3,324.680
8 Unmitigated Construction Off-Site
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Date: 9/26/2019 7:07 PM

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Salinas Airport Lease Project - Monterey County, Summer

2.1198

19.1860

16.8485

0.0269

1.1171

1.0503

0.0000
2,553.063
1 2,553.063
1 0.6229
2,568.634
5 Total

2.1198

19.1860

16.8485

0.0269

1.1171

1.0503

0.0000

0.0000
Vendor

0.2749

7.7136

2.0136

0.0181

0.4261

0.0422

0.4683

0.1227

0.0403

0.1630
1,905.607
3 1,905.607
3 0.0836
1,907.697
8 Worker

0.7066

0.5689

6.1478

0.0142

1.3144

0.0114

1.3257

0.3486

0.0105

0.3591
1,415.472
2 1,415.472
2 0.0604
1,416.983
1 Total

0.9815

8.2826

8.1614

0.0323

1.7405

0.0535

1.7940

0.4713

0.0508

0.5221
3,321.079
5 3,321.079
5 0.1441
3,324.680
8 Mitigated Construction Off-Site
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Salinas Airport Lease Project - Monterey County, Summer

1.9009

17.4321

16.5752

0.0269

0.9586

0.9013

0.9013
2,553.363
9 2,553.363
9 0.6160
2,568.764
3 Total

1.9009

17.4321

16.5752

0.0269

0.9586

0.9013

0.0000

0.0000
Vendor

0.2267

7.0721

1.7626

0.0180

0.4262

0.0216

0.4477

0.1227

0.0206

0.1433
1,890.538
6 1,890.538
6 0.0799
1,892.535
3 Worker

0.6517

0.5079

5.6000

0.0138

1.3144

0.0110

1.3253

0.3486

0.0101

0.3588
1,368.047
3 1,368.047
3 0.0539
1,369.395
0 Total

0.8784

7.5799

7.3625

0.0317

1.7405

0.0326

1.7731

0.4713

0.0308

0.5020
3,258.586
0 3,258.586
0 0.1338
3,261.930
2 Unmitigated Construction Off-Site
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Date: 9/26/2019 7:07 PM

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3.4 Building Construction - 2021
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5
Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Off-Road

1.9009

17.4321

16.5752

0.0269

0.9586

0.9013

0.0000
2,553.363
9 2,553.363
9 0.6160
2,568.764
3 Total

1.9009

17.4321

16.5752

0.0269

0.9586

0.9013

0.0000

0.0000
Vendor

0.2267

7.0721

1.7626

0.0180

0.4262

0.0216

0.4477

0.1227

0.0206

0.1433
1,890.538
6 1,890.538
6 0.0799
1,892.535
3 Worker

0.6517

0.5079

5.6000

0.0138

1.3144

0.0110

1.3253

0.3486

0.0101

0.3588
1,368.047
3 1,368.047
3 0.0539
1,369.395
0 Total

0.8784

7.5799

7.3625

0.0317

1.7405

0.0326

1.7731

0.4713

0.0308

0.5020
3,258.586
0 3,258.586
0 0.1338
3,261.930
2 Mitigated Construction Off-Site
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Date: 9/26/2019 7:07 PM

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Salinas Airport Lease Project - Monterey County, Summer

3.5 Paving - 2021
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Off-Road

1.2556

12.9191

14.6532

0.0228

0.6777

0.6235

0.6235
2,207.210
9 2,207.210
9 0.7139
2,225.057
3 Paving

0.7231

0.0000

0.0000
Total

1.9787

12.9191

14.6532

0.0228

0.6777

0.6235

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

0.0611

0.0476

0.5250

1.2900e-
003

0.1232

1.0300e-
003

0.1243

0.0327

9.5000e-
004

0.0336
128.2544
128.2544

5.0500e-
003
128.3808
Total

0.0611

0.0476

0.5250

1.2900e-
003

0.1232

1.0300e-
003

0.1243

0.0327

9.5000e-
004

0.0336
128.2544
128.2544

5.0500e-
003
128.3808
Unmitigated Construction Off-Site
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Date: 9/26/2019 7:07 PM

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Salinas Airport Lease Project - Monterey County, Summer

3.5 Paving - 2021
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Off-Road

1.2556

12.9191

14.6532

0.0228

0.6777

0.6235

0.0000
2,207.210
9 2,207.210
9 0.7139
2,225.057
3 Paving

0.7231

0.0000

0.0000
Total

1.9787

12.9191

14.6532

0.0228

0.6777

0.6235

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

0.0611

0.0476

0.5250

1.2900e-
003

0.1232

1.0300e-
003

0.1243

0.0327

9.5000e-
004

0.0336
128.2544
128.2544

5.0500e-
003
128.3808
Total

0.0611

0.0476

0.5250

1.2900e-
003

0.1232

1.0300e-
003

0.1243

0.0327

9.5000e-
004

0.0336
128.2544
128.2544

5.0500e-
003
128.3808
Mitigated Construction Off-Site
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Salinas Airport Lease Project - Monterey County, Summer

0.0000

0.0000
Off-Road

0.2189

1.5268

1.8176

2.9700e-
003

0.0941

0.0941
281.4481
281.4481

0.0193
281.9309
Total
103.3561

1.5268

1.8176

2.9700e-
003

0.0941

0.0941
281.4481
281.4481

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

0.1304

0.1016

1.1200

2.7500e-
003

0.2629

2.2000e-
003

0.2651

0.0697

2.0200e-
003

0.0718
273.6095
273.6095

0.0108
273.8790
Total

0.1304

0.1016

1.1200

2.7500e-
003

0.2629

2.2000e-
003

0.2651

0.0697

2.0200e-
003

0.0718
273.6095
273.6095

0.0108
273.8790
Unmitigated Construction Off-Site
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4.0 Operational Detail - Mobile

0.0000

0.0000
Off-Road

0.2189

1.5268

1.8176

2.9700e-
003

0.0941

0.0000
281.4481
281.4481

0.0193
281.9309
Total
103.3561

1.5268

1.8176

2.9700e-
003

0.0941

0.0000
281.4481
281.4481

0.0000

0.0000
Vendor

0.0000

0.0000
Worker

0.1304

0.1016

1.1200

2.7500e-
003

0.2629

2.2000e-
003

0.2651

0.0697

2.0200e-
003

0.0718
273.6095
273.6095

0.0108
273.8790
Total

0.1304

0.1016

1.1200

2.7500e-
003

0.2629

2.2000e-
003

0.2651

0.0697

2.0200e-
003

0.0718
273.6095
273.6095

0.0108
273.8790
Mitigated Construction Off-Site
CalEEMod Version: CalEEMod.2016.3.2
Date: 9/26/2019 7:07 PM

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Salinas Airport Lease Project - Monterey County, Summer

ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Mitigated

0.7102

2.9091

7.6339

0.0305

2.9522

0.0199

2.9721

0.7900

0.0185

0.8085
3,091.705
9 3,091.705
9 0.1172
3,094.634
7 Unmitigated

0.7102

2.9091

7.6339

0.0305

2.9522

0.0199

2.9721

0.7900

0.0185

0.8085
3,091.705
9 3,091.705
9 0.1172
3,094.634
7 4.1 Mitigation Measures Mobile

4.2 Trip Summary Information

4.3 Trip Type Information
Average Daily Trip Rate
Unmitigated
Mitigated
Land Use
Weekday
Saturday
Sunday
Annual VMT
Annual VMT
General Light Industry

0.00 0.00

0.00 Other Asphalt Surfaces

0.00 0.00

9.50 7.30

7.30 59.00

28.00 13.00
92 5
3 Other Asphalt Surfaces

9.50 7.30

7.30 0.00

0.00 0.00
0 0
0 Unrefrigerated Warehouse-No
Rail

9.50 7.30

7.30 59.00

0.00 41.00
92 5
3 CalEEMod Version: CalEEMod.2016.3.2
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Salinas Airport Lease Project - Monterey County, Summer

5.0 Energy Detail
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
NaturalGas
Mitigated

0.0160

0.1451

0.1219

8.7000e-
004

0.0110

0.0110
174.1683
174.1683

3.3400e-
003

3.1900e-
003
175.2033
NaturalGas
Unmitigated

0.0218

0.1980

0.1663

1.1900e-
003

0.0151

0.0151
237.6007
237.6007

4.5500e-
003

4.3600e-
003
239.0126

5.1 Mitigation Measures Energy
Exceed Title 24

4.4 Fleet Mix
Land Use
LDA
LDT1
LDT2
MDV
LHD1
LHD2
MHD
HHD
OBUS
UBUS
MCY
SBUS
MH
General Light Industry

0.570855

0.025085

0.211755

0.109607

0.013440

0.004195

0.020564

0.029242

0.004139

0.002109

0.007212

0.001232

0.000566
Other Asphalt Surfaces

0.570855

0.025085

0.211755

0.109607

0.013440

0.004195

0.020564

0.029242

0.004139

0.002109

0.007212

0.001232

0.000566
Unrefrigerated Warehouse-No
Rail

0.570855

0.025085

0.211755

0.109607

0.013440

0.004195

0.020564

0.029242

0.004139

0.002109

0.007212

0.001232

0.000566
Historical Energy Use: N
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Salinas Airport Lease Project - Monterey County, Summer

8.4200e-
003

0.0765

0.0643

4.6000e-
004

5.8200e-
003

91.8305

1.7600e-
003

1.6800e-
003

92.3762
Other Asphalt
Surfaces
0 0.0000

0.0000

0.0000
Unrefrigerated
Warehouse-No
Rail
1239.05

0.0134

0.1215

0.1020

7.3000e-
004

9.2300e-
003

9.2300e-
003
145.7702
145.7702

2.7900e-
003

2.6700e-
003
146.6364
Total

0.0218

0.1980

0.1663

1.1900e-
003

0.0151

0.0151
237.6007
237.6007

4.5500e-
003

0.605599

6.5300e-
003

0.0594

0.0499

3.6000e-
004

4.5100e-
003

71.2469

1.3700e-
003

1.3100e-
003

71.6703
Other Asphalt
Surfaces
0 0.0000

0.0000

0.0000
Unrefrigerated
Warehouse-No
Rail

0.874831

9.4300e-
003

0.0858

0.0720

5.1000e-
004

6.5200e-
003

6.5200e-
003
102.9213
102.9213

1.9700e-
003

1.8900e-
003
103.5329
Total

0.0160

0.1451

0.1219

8.7000e-
004

0.0110

0.0110
174.1683
174.1683

3.3400e-
003

3.2000e-
003
175.2032
Mitigated
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Salinas Airport Lease Project - Monterey County, Summer

6.1 Mitigation Measures Area

6.0 Area Detail
ROG
NOx
CO
SO2
Fugitive
PM10
Exhaust
PM10
PM10
Total
Fugitive
PM2.5
Exhaust
PM2.5
PM2.5 Total
Bio- CO2
NBio- CO2
Total CO2
CH4
N2O
CO2e
Category
lb/day
lb/day
Mitigated

3.6719

1.3000e-
004

0.0149

0.0000

5.0000e-
005

0.0321

8.0000e-
005

0.0342
Unmitigated

3.6719

1.3000e-
004

0.0149

0.0000

5.0000e-
005

0.0321

8.0000e-
005

0.0342
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Salinas Airport Lease Project - Monterey County, Summer

7.0 Water Detail

0.5651

0.0000

0.0000
Consumer
Products

3.1054

0.0000

0.0000
Landscaping

1.3600e-
003

1.3000e-
004

0.0149

0.0000

5.0000e-
005

0.0321

8.0000e-
005

0.0342
Total

3.6719

1.3000e-
004

0.0149

0.0000

5.0000e-
005

0.0321

8.0000e-
005

0.5651

0.0000

0.0000
Consumer
Products

3.1054

0.0000

0.0000
Landscaping

1.3600e-
003

1.3000e-
004

0.0149

0.0000

5.0000e-
005

0.0321

8.0000e-
005

0.0342
Total

3.6719

1.3000e-
004

0.0149

0.0000

5.0000e-
005

0.0321

8.0000e-
005

0.0342
Mitigated
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Salinas Airport Lease Project - Monterey County, Summer

8.1 Mitigation Measures Waste
Apply Water Conservation Strategy
Install Low Flow Bathroom Faucet
Install Low Flow Kitchen Faucet
Install Low Flow Toilet
Install Low Flow Shower

7.1 Mitigation Measures Water

7.0 Water Detail

8.0 Waste Detail

11.0 Vegetation

9.0 Operational Offroad
Equipment Type
Number
Hours/Day
Days/Year
Horse Power
Load Factor
Fuel Type

Page 25 of 26 ends

Salinas Airport Lease Project - Monterey County, Summer

263889 Gasoline vehicles 1388825 Project VMT (CalEEMod output) 6438 Diesel vehicles 1355750

97.6% Gasoline vehicle % 33075

2.4% Diesel vehicle %

97.6%

0.572 Tons per year mobile NOX emissions (annual output in CalEEMod)

0.56 4.16%

0.0232

0.0211

0.3316

27.13 0.01222
404.3

0.0004043

0.0215
265

5.7 CO2E emissions per year from N2O emissions from gasoline + diesel vehicles *Vehicle population source:

EMFAC2014 (v1.0.7) Emissions Inventory
Region Type: Air District
Region: SCAQMD
Calendar Year: 2022
Season: Annual
Vehicle Classification: EMFAC2011 Categories
**Methodology source:

EMFAC2011 Frequently Asked Questions
https://www.arb.ca.gov/msei/emfac2011-faq.htm
***GWP source:

Intergovernmental Panel on Climate Change (IPCC). 2014.

AR5 Climate Change 2014
Contrbution of Working Group I to the Fourth Assessment Report of the Intergovernmental Panel on Climate Change.

Project Code & Title: Salinas Airport Least Project
N2O Operational GHG Emission Mobile Calculations
Metric tons per year from gasoline + diesel vehicles
GWP of N2O***
VMT per Vehicle Type
Gasoline vehicle VMT
Diesel vehicle VMT
CO2E Emissions from N2O
Gasoline vehicle %
Gasoline vehicle tons per year NOX emissions
Percentage to convert NOX emissions to N2O **
Tons per year N2O emissions for gasoline vehicles
Metric tons per year N2O emissions for gasoline vehicles grams N2O per gallon of fuel for diesel vehicles**
Diesel average miles per gallon*
grams per mile N2O for diesel vehicles
Sources
Vehicle Population Breakdown*
Gasoline Vehicles
Diesel Vehicles
Metric tons per year N2O emissions for diesel vehicles
grams per year N2O for diesel vehicles
Appendix B
Traffic Impact Analysis, Kimley-Horn

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 Kimley- Horn 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

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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

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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 cons truction 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 f eet 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 & Jo hn Street in the City of Salinas.

Based on the Project description, Public Works Yard driveway co unts, 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).

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Impacts and Mitigation Measures
Construction of the Project would result in level of service im pacts at the study intersections primarily where intersections are already failing in base (without project) conditions.

The following recommendations are provided to mitigate any pote ntial 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 improvem ents. This mitigation would improve the operation of the intersection to acceptable LOS und er Existing and Existing Plus Project conditions. Because this project is included in the Cit y’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 Ca ltrans 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 interchang e to acceptable conditions. The City would allocate TIF fees towards the interchange improvemen t 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 w ill also contribute towards the improvement through payment of the City TIF.

The following short term (encroachment permit) projects have be en identified at the intersection of Airport Boulevard/Terven Avenue & US 101 Southbound On/Off Ramps:
 Eliminate the Airport Boulevard slip ramp onto the Airport Bou levard overpass and convert the intersection into a typical intersection with dual right tu rn lanes on the eastbound Airport Boulevard approach.
 Restripe US 101 southbound off ramp approach from the main lin e to include a shared through and right turn lane, and dual left turn lanes.
 Widen the Airport Boulevard overpass approach to include a lef t turn pocket, a shared through, a right turn lane and two receiving lanes.
 Restripe the Terven Avenue approach to include one left-turn p ocket and one shared thru- right 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 oper ate below Caltrans LOS standards under these short-term mitigations, the overall control delay w ith 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 an ticipated 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 i ts project traffic to be paid for by the Travel Center project. It is anticipated that with a signa l, 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 staf f to identify the improvements needed, including both long term and encroachment permit only i mprovements (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 approv ed 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 be en identified at the Airport Boulevard/Terven Avenue & Us 101 Southbound On/Off Ramps:
 Eliminate the Airport Boulevard slip ramp onto the Airport Bou levard overpass and convert the intersection into a typical intersection with dual right tu rn 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 thru- right 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 Pro ject 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 Boulev ard & Sk yway Boulevard Mitigation: The Airport Boulevard & Skyway Boulevard intersection is anticipated to operate at an unacc eptable 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, whic h 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 i ts 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. Th e City of Salinas 2010 Traffic Improvement Program (TIP) and Traffic Fee Ordinance (TFO) identifies the Airport Boulevard.

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Interchange Project (#38) for future improvements. This mitigat ion would improve the operation of the intersection to acceptable LOS under cumulative plus pro ject 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 f inancial 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 w ill also contribute towards the improvement through payment of the City TIF.

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

Freeway Segment Level of Service
The Project was evaluated to determine if it would adversely af fect 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 evalua ted 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 Airpor t 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 al ong Northbound US 101 between Fairview Avenue and Airport Boulevard which would i ncrease 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 mitig ation 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 af fect adopted policies, plans, or programs supporting access management, site circulation and alt ernative transportation (e.g., bus turnouts, bicycle racks) or generate pedestrian, bicycle, o r transit travel demand that would not be accommodated by transit, bicycle, or pedestrian facilities and plans.

The Project proposes to construct pedestrian facility improveme nts, in compliance with adopted City standards, that would improve pedestrian mobility within the City. Although the City of Salinas

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has no threshold of significance pedestrian, bicycle, and trans it 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 in stead 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 TI F 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 cons truction 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 an d traffic control plus background development estimated for approved and pending projects that ar e 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 wit h the addition of the proposed Project.

Figure 1Project Location MapGoogle 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 approac h 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. T raffic 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.

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Operating Conditions and Criteria for Roundabouts
Analysis of potential impacts at roundabouts is based on the co ncept of Level of Service (LOS).

The LOS of roundabouts is a qualitative measure used to describ e 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 M anual (HCM) and SIDRA 8 traffic analysis software. Roundabout analysis often requires c areful 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 anticipate d 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 roadway s 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 projec t, or when the intersection is at an unacceptable LOS D or worse under baseline conditions and the a ddition 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 thres hold 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 accepta ble 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 wo uld increase traffic volumes on the local street network and on the US 101 freeway. To assess c hanges 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 st udy 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 Progr am outlines a Traffic Impact Fee (TIF) program for projects to pay into to help mitigate transpo rtation related impacts throughout the city. The Transportation Agency for Monterey County (TAMC) also utilizes a TIF program for

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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 trans portation 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 identi fied 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 characteristi cs, 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 an d calculates the TIF for the proposed development.

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

Figure 2Study Intersection MapGoogle 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 Alisa l 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 stree t; 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 str eet 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. H owever, 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 fr om 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 Ci ty of Salinas with a speed limit of 45 miles per hour.

Roy Diaz Street is a north/south two-lane undivided collector extending from A irport 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 North bound 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 Stree t 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 in tersection. 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, bicy cles, 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. B ased 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 intersecti ons. Existing study intersecti on 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-m inute 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-t urns 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 Performa nce 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 avera ge 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.

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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 pe rcent 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 / Southb ound 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 over all length for deceleration off the freeway. A very high occurrence of truck traffic was ob served at this intersection.

When semi-truck trailers performed left turn movements there wa s usually not enough room to perform the movement without oversteering on the part o f the driver resulting in long clearance times for one truck to travel through the inters ection. Pedestrian crossing is prohibited on the US 101 Ramp leg of this intersection requi ring pedestrians to cross Terven Avenue instead. Crosswalk and intersection striping incl uding stop bars are no longer visible at this intersection.
 The intersection of Roy Diaz Street & Airport Boulevard is a s ignalized T-intersection. No carryover queues were observed at this intersection from one si gnal 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 ex ists but has been almost completely worn off by traffic and no longer is visible to traveling motorists.  The intersection of Skyway Boul evard & Airport Boulevard exper iences minimal queues at each stop-controlled approach. There are no pedestrian or bi ke facilities at this intersection.
 The intersection of Skyway Boulevard / Quilla Street & East Al isal Street experiences minimal queues at each approach of the roundabout at any given time during observation.

Spillback from downstream intersections on Quilla Street was vi sible 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 i n good condition. No bicycles were observed using the roundabout.

FIGURE 3EXISTING CONDITIONSLANE GEOMETRY AND TRAFFIC CONTROL NB US 101 Ramps
Roy Diaz St1
Roy Diaz St

SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY

TRAFFIC SIGNALSTOP SIGN
INTERSECTION#
N
LEGEND
Terven AveAirport Blvd
Airport Blvd
2 SB US 101 Ramps
Roy Diaz St
Airport Blvd
3 Airport Blvd
Skyway BlvdSkyway Blvd
Airport Blvd
4 Quilla StSkyway Blvd
East Alisal St
5 East Alisal StSTOP
150'
50'
120'
250'
400'

ROUNDABOUT
STOP
STOP
200'

PROJECT SITE
50'
150'

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

STOPSTOP

TRAFFIC SIGNALSTOP SIGN
INTERSECTION#LEGEND

STOPROUNDABOUTAM(PM) PEAK HOUR VOLUMESXX(YY)

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 Boulev ard. 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 condit ions 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 bet ween sidewalks and crosswalks b etween Airport Boulevard and Skyway Boulevard. It is anticipated that with infill developmen t in the airport area, including this development, a more connected sidewalk network will be construc ted. The proposed Project study area is currently pedestrian prohibitive.

Bicycles
The City of Salinas provides a map of existing city bicycle fac ilities 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 pa ths that are physically separat ed 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 b ike facilities are provided near the Project site. The proposed Project site can be accessed alo ng 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 fr om 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 on- street 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 ba sed on existing conditions lane geometry, traffic control, and peak hour traffic volumes. HCM a nalysis results show that most of the study intersections currently operate at acceptable LOS dur ing 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 an d the westbound left turn lanes exceeding current storage capacity. US 101 Southboun d 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 con dition freeway geometry, speed, and traffic volumes. Based on HCM analysis results and f ield 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.

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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 / Skywa y 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.

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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, Mortense n Avenue to the south, Skyway Boulevard to the east and Mercer Way to the west. The Project p roposes to construct approximately 65,166 square feet of warehousing and 65,166 of l ight 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 traffi c runs along Airport Boulevard, which connects US 101, west Salinas, east Salinas and the airpo rt. Surface parking at city- prescribed 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 o ther 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.

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No land uses currently exist on the Project site and no trip cr edits are assumed in this analysis.

Furthermore, internal capture, pass-by, and diverted trip reduc tions were not applied in this evaluation. Even though the public works yard is only a relocat ion, 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 tr ip generation for the 65,166 square feet of general light industrial uses. ITE LUC 150 was u sed to estimate the Project trips generation for the 65,166 square feet of warehousing uses. Exis ting 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.

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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 1 0 0 % 88% 12% 100% 1 3 % 8 7 % 1 0 0 % Warehousing 150 1 0 0 % 77% 23% 100% 2 7 % 7 3 % 1 0 0 % City Public Works Site ‐‐ 65% 35% 100% 2 9 % 7 1 % 1 0 0 % 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 1 2 1 7 Total Proposed Project Trips
Total Proposed Buildout Trips 1 , 2 1 4 114 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

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Internal Capture reductions account for trips made internally within a proposed development and are typically considered for dev elopments with complementary la nd 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 d evelopments, rather, they are additional stops along a travelers’ predetermined trip that wou ld 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 n etwork, 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 tr ip 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. Therefor e, 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 pat terns identified and assumed in the adjacent Salinas Travel Center TIA (2017) were incorporated.

Project trips will primarily consist of employees of the variou s 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 p ark. 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 b y 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 industria l and warehousing uses)  10% northwest along Terven Avenue
 5% southwest along Airport Boulevard
Figure 5 illustrates the assumed trip distribution in relation to the P roject 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 5Trip Distribution MapGoogle Earth
LEGEND
# Study Intersection
Project Site
Trip DistributionXX%
2 1
3 4
5 20%5%25%12%14%14%
5%5%
FIGURE 6EXISTING CONDITIONSPROJECT TRIP ASSIGNMENT
23(4)8(15)1

SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY
29(5)
5(1)11(2)
10(9)4(7)2(4)
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 AveAirport Blvd
Airport BlvdSB US 101 Ramps
Roy Diaz St
Airport BlvdAirport Blvd
Skyway BlvdSkyway Blvd
Airport Blvd
Quilla StSkyway Blvd
East Alisal StEast Alisal St

STOPSTOP

TRAFFIC SIGNALSTOP SIGN
INTERSECTION#LEGEND

STOPROUNDABOUTAM(PM) PEAK HOUR VOLUMESXX(YY)

PROJECT SITE

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4. EXISTING PLUS PROJECT CONDITIONS
Traffic operations were evaluated at the study intersections un der 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 con dition 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 LO S 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 a cceptable 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 im provement. Subsequently the City of Salinas will work with Caltrans District 5 staff to ide ntify the improvements needed, including both long term and encroachment permit only improveme nts (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 T ravel Center study has also identified the impact and the applicant will also contribute to wards the improvement through payment of the City TIF.

The following short term (encroachment permit) projects have be en 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 tu rn 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 la
ne, 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 thru- right 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 oper ate below Caltrans LOS standards under these short-term mitigations, the overall control delay w ith these mitigations is reduced compared to Existing Conditions control delay eliminating any significant impacts from the Project.

FIGURE 7EXISTING PLUS PROJECT CONDITIONSTRAFFIC TURNING MOVEMENT VOLUMES 238(297)3(3)290(749)
2(2)2(1)
1 SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY
351(218)511(233)60(30)
294(901)25(53)74(122)26(68)110(135)77(90)
76(142)122(153)265(234)
2 122(338)300(366)
153(456)524(670)
165(169)85(83)
3 24(25)175(725)39(4)483(203)
11(81)6(20)
4 246(152)300(389)3(13)
95(71)163(505)5(25)5(16)264(98)37(66)
99(669)36(301)19(183)
5 N
Roy Diaz St
NB US 101 Ramps
Roy Diaz St
Terven AveAirport Blvd
Airport BlvdSB US 101 Ramps
Roy Diaz St
Airport BlvdAirport Blvd
Skyway BlvdSkyway Blvd
Airport Blvd
Quilla StSkyway Blvd
East Alisal StEast Alisal St

STOPSTOP

TRAFFIC SIGNALSTOP SIGN
INTERSECTION#LEGEND

STOPROUNDABOUTAM(PM) PEAK HOUR VOLUMESXX(YY)

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 / Skywa y 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.

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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 - D 5 E. Alisal St & Quilla St / Skywa y 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.

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5. BACKGROUND CONDITIONS
Background conditions describe the conditions when Project cons truction would be completed, and the Project open to the public. Traffic volumes, transporta tion 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 f acilities 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 assu med in the Background conditions analysis, which matches Existing conditions.

Traffic Volume Development
Background condition traffic volumes were calculated by identif ying the approved, pending, and proposed development projects in the study area that have not y et 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 Backgroun d 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 Ba ckground 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 vehi cle 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 f ield 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, AW SC = 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 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 8BACKGROUND CONDITIONSLANE GEOMETRY AND TRAFFIC CONTROL NB US 101 Ramps
Roy Diaz St1
Roy Diaz St

SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY

ROUNDABOUT
STOP
STOP
200'
50'
150'

STOPSTOP TURNING LANE STORAGE (FT)(XX')PROJECT SITE
FIGURE 9BACKGROUND CONDITIONSTRAFFIC TURNING MOVEMENT VOLUMES 98(15)228(309)222(35)297(757)
28(206)20(139)
1 SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY
454(249)511(233)60(30)
340(931)25(53)74(122)26(68)132(152)77(90)
90(254)128(174)281(280)
2 186(357)284(336)
369(541)479(662)
166(246)137(282)
3 24(25)191(791)16(0)532(233)
4(67)6(20)
4 245(161)300(389)3(13)
87(73)163(505)5(25)5(16)299(114)37(66)
101(676)45(347)17(182)
5 N
Roy Diaz St
NB US 101 Ramps
Roy Diaz St
Terven AveAirport Blvd
Airport BlvdSB US 101 Ramps
Roy Diaz St
Airport BlvdAirport Blvd
Skyway BlvdSkyway Blvd
Airport Blvd
Quilla StSkyway Blvd
East Alisal StEast Alisal St

STOPSTOP

TRAFFIC SIGNALSTOP SIGN
INTERSECTION#LEGEND

STOPROUNDABOUTAM(PM) PEAK HOUR VOLUMESXX(YY)

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 an ticipated 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 antici pated 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 thi s 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 LO S 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 p hase 2 development of the Salinas Travel Center TIA. A sensitivity analysis (Appendix J) was per formed 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 trav el center mitigations. The

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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 (#3 8) for future improvements. This mitigation would improve the operation of the intersection to a cceptable 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 be en identified at the Airport Boulevard/Terven Avenue & Us 101 Southbound On/Off Ramps:
 Eliminate the Airport Boulevard slip ramp onto the Airport Bou levard overpass and convert the intersection into a typical intersection with dual right tu rn lanes on the eastbound Airport Boulevard approach.
 Restripe US 101 southbound off ramp approach from the main lin e to include a shared through and right turn lane, and dual left turn lanes.
 Widen the Airport Boulevard overpass approach to include a lef t turn pocket, a shared through, a right turn lane and two receiving lanes.
 Restripe the Terven Avenue approach to include one left-turn p ocket and one shared thru- right 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 Pro ject 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 mi tigations is reduced compared to Background Conditions control delay eliminating any significant impacts from the Project.

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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 10BACKGROUND PLUS PROJECT CONDITIONSTRAFFIC TURNING MOVEMENT VOLUMES 98(15)251(313)222(35)305(772)
28(206)20(139)
1 SALINAS AIRPORT INDUSTRIAL PARK TRAFFIC IMPACT STUDY
483(254)511(233)60(30)
345(932)25(53)74(122)26(68)143(154)77(90)
100(263)132(181)283(284)
2 194(372)300(366)
369(541)524(670)
189(250)137(282)
3 24(25)199(806)39(4)555(237)
11(81)6(20)
4 259(163)300(389)3(13)
103(76)163(505)5(25)5(16)315(117)37(66)
106(685)50(357)22(192)
5 N
Roy Diaz St
NB US 101 Ramps
Roy Diaz St
Terven AveAirport Blvd
Airport BlvdSB US 101 Ramps
Roy Diaz St
Airport BlvdAirport Blvd
Skyway BlvdSkyway Blvd
Airport Blvd
Quilla StSkyway Blvd
East Alisal StEast Alisal St

STOPSTOP

TRAFFIC SIGNALSTOP SIGN
INTERSECTION#LEGEND

STOPROUNDABOUTAM(PM) PEAK HOUR VOLUMESXX(YY)

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 Sa linas D AWSC - 16.2 - C - 34.6 - D - 17.8 - C - 38.1 - E 5 E. Alisal St & Quilla St / Skywa y 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.

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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 / Skywa y 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

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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, i t 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 Roa d 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 interc hange. This improvement is expec ted 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 Cent er TIA (2017) were considered and incorporated into intersection turning movement calculation s. 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 unde r 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 con dition 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 Airpor t 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 Sa linas D AWSC - 9.7 - A - 17.7 - C 5 E. Alisal St & Quilla St / Skywa y 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.

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Cumulative Plus Project Intersection and Freeway Level of Service Traffic operations were evaluated at the study intersections ba sed on Cumulative Plus Project conditions. Cumulative Plus Project peak hour vehicle volumes a re shown in Figure 13 . All intersections are anticipated to operate at acceptable LOS unde r 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 c ondition 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 a nticipated 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 antici pated 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 thi s intersection be signalized as a mitigation to its project traffic to be paid for by the Trave l Center project. It is anticipated that with a signal, this intersection would operate at acceptable LO S 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 condit ions 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.

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Mitigation: The new Airport Boulevard Interchange project shoul d 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 improve ments. This mitigation would improve the operation of the intersection to acceptable LOS und er 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 n o 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 pro posed 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 / Skywa y 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.

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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/Signal 7
- 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 / Skywa y 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

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7. SITE CIRCULATION AND ACCESS
The Project was evaluated to determine if it would adversely af fect adopted policies, plans, or programs supporting access management, site circulation and alt ernative transportation (e.g., bus turnouts, bicycle racks) or generate pedestrian, bicycle, o r 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 t o good access management practice the Project should limit driveway access to Skyway Blv d, Mercer Way or Mortensen Avenue. Internal site circulation may be facilitated by an inte rnal roadway network dividing the Public Works Yard form other Project uses. Access from the Proj ect directly onto Airport Boulevard is discouraged as this would introduce additional con flict 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 alo ng 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 A irport / 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 i mpacted based on pedestrian mobility, accessibility, or safety (at the Project site) once t hese frontage improvements are constructed.

Bicycle Access
The existing Class II bike lane along both sides of Airport Bou levard would remain in place with construction of the Project. Additionally, it is anticipated th at 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 alo ng the Project frontage and connecting to existing sidewalk west of the site, which would p rovide 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, approximat ely 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 we ekday AM peak hour and 1 passenger during the PM peak hour, which would have a negligibl e 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 pe destrian facility improvements, in compliance with adopted City standards, that would improve pede strian mobility within the City.

Therefore, the Project’s impact on pedestrian, bicycle, and/or transit facilities would be less than significant.

095936010 Transportation Impact Analysis
Airport Industrial Park September 2019

Page 51 ends

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 1,2 14 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

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

095936010 Transportation Impact Analysis
Airport Industrial Park September 2019

Page 52 ends

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. E

XISTING CONDITIONS
T

RAFFIC 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
0 0 0 00 0 0 0 0 0Peak Hour 31 0 2 49 82
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% - 0% - 50% 20%- - - - - 50%
0 0
441 0
HV 0 29 0 2 0 0 0
2 0 1 0 2 2450 0 0 0 0 2
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
0 0 0 0 62 970 0 0 0 2 08:00 AM 0 32 0 1 0
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
441TEV:

0.74PHF: 245
2 248
190
1 2
24 4
0 2
187189
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
0 000 0 0 0 0 0
0 0
Peak Hr 31 0 2 49 82 0 0
0 0 0 0 0 0Count Total 78 0 4 117 199 0
00 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
0 0 0 0 0 08:15 AM 2 0 0 8 10
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
- 50% 50%HV% - 16% - 100% -
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 2 0 1 0 22 0 0 0 0 0
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 1 48 82 00 0 0 1 1 0
245 441 0
HV 0 29 0 2 0
Count Total 0 377 0 5 0 0 0 0 4 497 892 0
86 3690 0 0 0 0 530 0 0 0 0 1
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
1 0 0 0 1 550 0 0 0 0 0
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 1 0 1 690 0 0 0 0 0
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 0 320 0 0 0 0 0
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
2 0 0 0 1 360 0 0 0 0 0
0 1 33 62 0
6:45 AM 0 23 0 1
0 0 1 0 0 06:30 AM 0 26 0 1 0 0 0
Rolling
One HourEastbound 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 TH RTUT LT TH RT UT LT
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 00 0 0 0 0 0Peak Hour 0 0 0 0 0
0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0
0 0 00 0 0 0 0 08:45 AM 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
0 0 0 0 0 07:45 AM 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 HourEastbound
1 0 0 0 1 480 0 0 0 0 1
0 2 115 199 0
Peak Hour 0 29 0 2
0 0 2 2 0 0Count Total 0 75 0 3 0 0 0
18 750 0 0 0 0 100 0 0 0 0 1
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 1 70 0 0 0 0 0
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 0 140 0 0 0 0 0
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 0 140 0 0 0 0 0
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
1 0 0 0 0 80 0 0 0 0 0
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 HourEastbound 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
0 000 0 0 0 0 0
0 0
Peak Hr 37 0 1 39 77 0 0
0 0 0 0 0 0Count Total 59 0 3 65 127 0
0 0 00 0 0 0 0 05:45 PM 7 0 0 6 13
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
- 100% 0%HV% - 15% - - -
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 1 2 0 0 0 30 0 0 0 0 0
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 1 38 77 00 0 0 1 0 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
132 7520 0 0 0 0 980 0 0 0 0 0
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 1370 0 0 0 0 2
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 1450 0 0 0 0 0
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 1 1460 0 0 0 0 1
0 1 163 232 0
4:15 PM 0 79 0 0
0 0 1 3 0 04:00 PM 0 64 0 0 0 0 0
Rolling
One HourEastbound 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

TH RTUT LT TH RT UT LT
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
899TEV:

0.92PHF: 638
3 641
257
0 2
13 3
0 0
255255
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. 0 0 00 0 0 0 0 0Peak Hour 0 0 0 0 0
0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0
00 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
0 0 0 0 0 05:15 PM 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 HourEastbound
0 0 0 0 1 380 0 0 0 0 1
0 2 63 127 0
Peak Hour 0 37 0 0
0 0 3 0 0 0Count Total 0 58 0 1 0 0 0
13 490 0 0 0 0 60 0 0 0 0 0
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 60 0 0 0 0 2
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 80 0 0 0 0 0
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 1 130 0 0 0 0 1
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 HourEastbound 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
7Peak Hour 13 11 12 3 39 1 0 0 0 1 0 1 6 0
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 HourEastbound 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
0 0
0 0
0 0
0 0
6 0
1 0
N
Skyway Blvd
E Alisal St
E Alisal StSkyway Blvd
E Alisal St
Quilla St
1,054TEV:

0.82PHF: 32
216
4 252
33 0
3 261
202
466
228
0 82
27 12
121
487
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
16 700 0 1 0 1 6
9 0
Peak Hour 13 11 12 3 39 1 0
0 1 2 5 1 6Count Total 27 31 30 7 95 2
00 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
0 0 1 0 1 08:15 AM 2 3 1 1 7
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
- 8% 0%HV% 0% 0% 6% 6% -
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 12 27 82 0 4 21669 0 202 261 3 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
13% - 25% 0% 3% 4%2% 3% 0%
Peak
Hour
All 1 3 142
12 0 35 68 223 0
0 1 1 1 39 07 0 0 1 0 11
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
182 7947 27 0 0 23 70 24 47 4 0 9
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
3 18 0 0 31 100 24 56 1 0 3
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
3 23 0 0 72 90 69 77 2 0 2
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
4 23 0 3 39 50 44 48 0 0 2
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
8 25 0 9 57 40 34 53 0 0 3
18 73 10 354 0
6:45 AM 0 1 48 13
1 0 1 6 23 06:30 AM 0 0 89 10 0 55 68

UT LT TH RT UT LT
Rolling
One HourEastbound 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
100 0 0 0
110 0 0 0
0000
0 1
0 00
0 THLT
00000000
0 00
0 0
0 0 0
0 0 0
0 THLT
10 0 0 00 0
5 020 0 1
0 0
0 0
Peak Hour
0 0Count Total
0 300 0 0 00 0
2 3
8:45 AM
0 0 0
1 8:30 AM
110 00 0 0
0 1 0
0 0 0
0 0
0 1
8:15 AM
0 0 0 0
1 8:00 AM
00 0 0 00 0
0 2
7:45 AM
0 0 0
0 0 0
0 0 0
0 0 0
2 7:30 AM
100 0
0 0
7:15 AM
0 0 0 0
0 7:00 AM
10 0 0 10 06:45 AM 0
0 0
0 0 0
0 06:30 AM
RT
39 0
Interval
Start
E Alisal St E Alisal St Skyway Blvd Quilla St
15-min
Total
Rolling
One Hour
0 11 0 1 1 10 4 7 0 0 1

RTTHLT RTTHLTRT
1 4 2 95 0
Peak Hour 0 0 9 4
1 0 2 1 27 0Count Total 0 1 22 4 0 16 14
14 420 4 0 0 1 00 3 2 0 0 1
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 1 0 0 0 10 2 1 0 0 0
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 3 0 0 0 00 1 2 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 3 0 1 0 10 1 1 0 0 0
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 4 0 0 0 00 2 1 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 HourEastbound Westbound
SouthboundNorthboundWestboundEastbound
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 1200 0 2 0 4 8
17 0
Peak Hour 16 13 19 1 49 1 1
2 0 0 3 0 12Count Total 33 22 46 2 103 1
0 2 00 0 0 0 0 05:45 PM 3 2 5 0 10
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
0% 1% 1%HV% 0% 0% 3% 2% 0%
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
12 149 253 574 0 14 8359 5 125 338 11 1
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
3% - 0% 1% 0% 2%10% 0% 0%
Peak
Hour
All 2 20 439
24 1 276 458 1,044 0
0 0 1 0 49 01 0 0 1 2 16
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
421 2,01945 104 0 1 13 171 17 68 1 0 20
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
57 157 0 3 28 151 23 70 1 1 33
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
64 128 0 3 20 141 31 96 7 0 34
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
44 128 0 2 19 140 27 64 8 0 38
2 32 8 446 0
4:15 PM 1 1 95 12
1 0 37 47 108 04:00 PM 0 3 88 9 0 35 76

UT LT TH RT UT LT
Rolling
One HourEastbound 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
0 0
0 0
0 0
0 1
8 0
4 0
N
Skyway Blvd
E Alisal St
E Alisal StSkyway Blvd
E Alisal St
Quilla St
2,130TEV:

0.94PHF: 57
83 14
154
284
0 11
338
125
479
1,032
5 574
253
149
977
268
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
001 1 0 0
001 1 1 0
0000
0 0
0 00
0 THLT
00000000
0 00
0 0
0 0 0
0 0 0
0 THLT
20 0 0 00 0
3 000 0 0
0 0
0 0
Peak Hour
0 0Count Total
0 2000 00 0 0 0
1 3
5:45 PM
0 0 0 0
2 5:30 PM
10 0 0 00 0
0 1
5:15 PM
0 0 0
1 0 0
0 0 0
0 0 0
1 5:00 PM
100 0
0 0
4:45 PM
0 0 0 0
0 4:30 PM
00 0 0 00 04:15 PM 0
0 0
1 0 0
0 04:00 PM
RT
49 0
Interval
Start
E Alisal St E Alisal St Skyway Blvd Quilla St
15-min
Total
Rolling
One Hour
2 16 0 0 1 00 12 1 0 0 1

RTTHLT RTTHLTRT
0 2 0 103 0
Peak Hour 0 0 15 1
0 0 1 3 42 0Count Total 0 1 29 3 0 18 4
10 420 5 0 0 0 00 1 1 0 0 0
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 5 0 0 0 00 2 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 5 0 0 0 00 3 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 8 0 0 1 00 0 1 0 0 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 HourEastbound Westbound
SouthboundNorthboundWestboundEastbound
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
0Peak Hour 81 68 46 27 222 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 HourEastbound 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
0 0
0 0
0 0
0 0
0 0
0 0
N
Terven Ave
Airport Blvd
US-101 SB
RampsTerven Ave
Airport Blvd
Terven Ave
1,678TEV:

0.82PHF: 67
86 23
176
219
0 52
444
280
776
102
0 57
103
229
389
617
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
3 000 0 0 0 0 0
1 0
Peak Hour 81 68 46 27 222 0 0
0 1 0 3 1 1Count Total 183 142 99 88 512 2
00 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
1 0 0 0 1 08:15 AM 14 10 7 7 38
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
- 10% 8%HV% - 27% 55% 21% -
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
6 229 103 57 0 23 86251 0 280 444 52 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
28% - 43% 10% 12% 13%2% 14% 2%
Peak
Hour
All 0 64 22
109 0 547 200 145 0
0 10 9 8 222 061 1 0 22 8 16
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
268 1,2869 7 0 6 21 180 31 68 5 0 39
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
17 12 0 7 26 140 45 62 7 0 28
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
31 15 0 4 26 170 92 134 12 0 81
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
22 9 0 6 9 170 50 86 13 0 56
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
16 15 0 6 16 310 42 150 11 0 92
11 12 21 372 0
6:45 AM 0 10 2 49
14 0 73 14 31 06:30 AM 0 12 7 40 0 26 111

UT LT TH RT UT LT
Rolling
One HourEastbound 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
000 0 0 0
200 0 0 0
0000
0 0
0 00
0 THLT
00000000
0 00
0 0
0 0 0
0 0 0
0 THLT
00 0 0 00 0
3 000 0 1
0 0
0 0
Peak Hour
0 0Count Total
0 200 0 0 00 0
1 2
8:45 AM
0 0 0
1 8:30 AM
100 00 0 1
0 0 1
0 0 0
0 0
0 0
8:15 AM
0 0 0 0
0 8:00 AM
00 0 0 00 0
0 1
7:45 AM
0 0 0
0 0 0
0 0 0
0 0 0
1 7:30 AM
000 0
0 0
7:15 AM
0 0 0 0
0 7:00 AM
11 0 0 00 06:45 AM 0
0 0
0 0 0
0 06:30 AM
RT
222 0
Interval
Start
Airport Blvd US-101 SB Ramps Terven Ave Terven Ave
15-min
Total
Rolling
One Hour
8 16 0 10 9 80 6 61 1 0 22

RTTHLT RTTHLTRT
27 21 40 512 0
Peak Hour 0 17 12 52
10 0 52 18 29 0Count Total 0 44 25 114 0 13 119
59 1981 1 0 2 3 90 0 12 2 0 8
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
1 3 0 3 0 40 3 6 1 0 3
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
3 4 0 1 3 30 2 19 0 0 7
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
1 3 0 2 3 20 1 13 0 0 8
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
1 1 0 4 3 30 2 8 1 0 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 HourEastbound Westbound
SouthboundNorthboundWestboundEastbound
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
4 100 0 0 0 1 0
2 0
Peak Hour 51 72 40 51 214 0 0
0 0 0 1 0 2Count Total 132 143 75 101 451 1
0 0 00 0 0 0 0 05:45 PM 20 19 5 11 55
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
- 10% 10%HV% - 6% 28% 4% -
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
13 200 127 116 0 59 116783 0 185 203 26 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
6% - 19% 9% 37% 10%7% 26% 23%
Peak
Hour
All 0 106 46
56 0 390 234 193 0
0 11 11 29 214 053 6 0 20 13 7
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 0 371 1,93215 22 0 7 29 170 45 49 4 0 31
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
26 25 0 16 24 180 66 77 10 0 46
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
29 24 0 10 31 220 37 43 3 0 55
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
31 15 0 18 28 230 37 64 9 0 60
5 22 21 536 0
4:15 PM 0 30 6 198
7 0 48 32 15 04:00 PM 0 48 13 202 0 45 78

UT LT TH RT UT LT
Rolling
One HourEastbound 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
0 0
0 0
0 0
0 0
0 0
1 0
N
Terven Ave
Airport Blvd
US-101 SB
RampsTerven Ave
Airport Blvd
Terven Ave
2,045TEV:

0.92PHF: 78
116
59 253
259
0 26
203
185
414
221
0 116
127
200
443
1,084
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
000 0 0 0
001 0 0 0
0000
0 0
0 00
0 THLT
00000000
0 00
0 0
0 0 0
0 0 0
0 THLT
00 0 0 00 0
1 000 0 0
0 0
0 0
Peak Hour
0 0Count Total
0 0000 00 0 0 0
0 0
5:45 PM
0 0 0 0
0 5:30 PM
00 0 0 00 0
0 1
5:15 PM
0 0 0
0 0 0
0 0 0
0 0 0
1 5:00 PM
000 0
0 0
4:45 PM
0 0 0 0
0 4:30 PM
10 0 0 00 04:15 PM 1
0 0
0 0 0
0 04:00 PM
RT
214 0
Interval
Start
Airport Blvd US-101 SB Ramps Terven Ave Terven Ave
15-min
Total
Rolling
One Hour
13 7 0 11 11 290 13 53 6 0 20

RTTHLT RTTHLTRT
19 23 59 451 0
Peak Hour 0 6 13 32
14 0 42 22 11 0Count Total 0 25 28 79 0 20 109
55 2140 0 0 1 1 90 0 19 0 0 5
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
4 3 0 2 4 70 3 19 2 0 3
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
2 2 0 5 2 80 1 13 1 0 7
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
4 1 0 5 4 70 2 14 1 0 5
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

B. EXISTING CONDITIONS SYNCHRO

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 0223 2 8 2
Future Vol, veh/h 215 0223 2 8 2
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 0334 3 8 1

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), s7.2 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 1300 1 60
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 0123 7 3 4
Future Vol, veh/h 293 0123 7 3 4
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 0123 7 9 8

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), s15.0 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
Demand Flows 95% Back of QueueMov
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Speed Total HV Vehicles Distance
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 IntersectionSouth 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
Demand Flows 95% Back of QueueMov
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Speed Total HV Vehicles Distance
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 IntersectionSouth 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.

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 - -
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 1300 1 60
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 0123 7 3 4
Future Vol, veh/h 293 0123 7 3 4
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 0123 7 9 8

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

C. EXISTING PLUS PROJECT CONDITIONS

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 0223 2 9 0
Future Vol, veh/h 238 0223 2 9 0
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 0334 3 9 2

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), s7.7 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 4700 3 90
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 0123 7 4 9
Future Vol, veh/h 297 0123 7 4 9
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 0123 8 1 4

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), s15.0 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
Demand Flows 95% Back of QueueMov
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Speed Total HV Vehicles Distance
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 IntersectionSouth 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
Demand Flows 95% Back of QueueMov
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Speed Total HV Vehicles Distance
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 IntersectionSouth 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.

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 09/09/2019 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), s7.7 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 4700 3 90
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 0123 7 4 9
Future Vol, veh/h 297 0123 7 4 9
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 0123 8 1 4

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), s15.0 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

D. BACKGROUND CONDITIONS

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), s10.6 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 1300 1 60
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), s21.9 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
Demand Flows 95% Back of QueueMov
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Speed Total HV Vehicles Distance
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 IntersectionSouth 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
Demand Flows 95% Back of QueueMov
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Speed Total HV Vehicles Distance
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 IntersectionSouth 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.

E. BACKGROUND PLUS PROJECT

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), s11.2 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 4700 3 90
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), s22.0 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
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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
Demand Flows 95% Back of QueueMov
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Speed Total HV Vehicles Distance
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 IntersectionSouth 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
Demand Flows 95% Back of QueueMov
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Speed Total HV Vehicles Distance
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 IntersectionSouth 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), s26.9 24.9 23.5 * 17 7.9 43.9 8.3 * 32 Max Q Clear Time (g_c+I1), s20.2 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), s6.2 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), s12.1 15.3 17.5 * 17 8.3 19.1 10.2 * 25 Max Q Clear Time (g_c+I1), s8.3 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), s12.4 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), s8.2 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), s12.9 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
Demand Flows 95% Back of QueueMov
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Speed Total HV Vehicles Distance
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 IntersectionSouth 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
Demand Flows 95% Back of QueueMov
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Speed Total HV Vehicles Distance
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 IntersectionSouth 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.

G. CUMULATIVE PLUS PROJECT

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), s8.5 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

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 565 35 187 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 965 - - -
Stage 1 955 -----
Stage 2 565 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 391 1044 965 - - -
Mov Cap-2 Maneuver 391 -----
Stage 1 802 -----
Stage 2 565 -----

Approach EB NB SB
HCM Control Delay, s 24.4 3.9 0

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), s13.8 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
Demand Flows 95% Back of QueueMov
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Speed Total HV Vehicles Distance
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 IntersectionSouth 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
Demand Flows 95% Back of QueueMov
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Speed Total HV Vehicles Distance
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 IntersectionSouth 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.co m 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), s20.5 * 35 25.3 21.7 31.5 * 24 19.3 27.7 Max Q Clear Time (g_c+I1), s6.7 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), s8.5 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 3500 2 50
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), s17.5 * 17 36.3 31.7 14.6 * 20 15.6 52.4 Max Q Clear Time (g_c+I1), s7.3 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), s13.8 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

H. HCS FREEWAY SEGMENT ANALYSIS

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:

Salinas City CouncilMarch 19, 2024

Salinas City Council
March 19, 2024