Attachment 1 Cloverfield Retail Center Traffic Impact Analysis.pdf — Salinas City Council, September 6, 2022 (part 2 of 2)

7/17/2010file://C:\Documents and Settings\sshark\Local Settings\Temp\f2k46E.tmp

BASIC FREEWAY SEGMENTS WORKSHEET
General Information Site Information
Analyst KC Highway/Direction of Travel US 101 NB
Agency or Company Fehr & Peers From/To Laurel to Boronda Date Performed July 2010 Jurisdiction Salinas
Analysis Time Period PM Peak Hour Analysis Year 2010
Project Description Existing Conditions
Oper.(LOS) Des.(N) Planning Data
Flow Inputs
Volume, V 3855 veh/h Peak-Hour Factor, PHF 0.91
AADT veh/day %Trucks and Buses, PT 5
Peak-Hr Prop. of AADT, K %RVs, PR 0
P
eak-Hr Direction Prop, D General Terrain: Level
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down % Calculate Flow Adjustments
fp 1.00 ER 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 1.12 I/mi
Number of Lanes, N 2
FFS (measured) mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0 .0 mi/h
fID 3 .1 mi/h
fN 4 .5 mi/h
FFS 62.4 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x
fp) 2 171 pc/h/ln
S 56.2 mi/h
D = vp / S 3 8.6 pc/mi/ln
LOS E
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x
fp) p c/h
S mi/h
D = vp / S p c/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed L
OS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 f LC - Exhibit 23-5 fp - Page 23-12 fN - Exhibit 23-6
L
OS, S, FFS, vp - Exhibits 23-2, 23-3 f ID - Exhibit 23-7 Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 7/17/2010 10:18 PM

Page 1 of 1 ends

7/17/2010file://C:\Documents and Settings\sshark\Local Settings\Temp\f2k473.tmp

BASIC FREEWAY SEGMENTS WORKSHEET
General Information Site Information
Analyst KC Highway/Direction of Travel US 101 SB
Agency or Company Fehr & Peers From/To Boronda to Laurel Date Performed July 2010 Jurisdiction Salinas
Analysis Time Period PM Peak Hour Analysis Year 2010
Project Description Existing Conditions
Oper.(LOS) Des.(N) Planning Data
Flow Inputs
Volume, V 4072 veh/h Peak-Hour Factor, PHF 0.96
AADT veh/day %Trucks and Buses, PT 7
Peak-Hr Prop. of AADT, K %RVs, PR 0
P
eak-Hr Direction Prop, D General Terrain: Level
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down % Calculate Flow Adjustments
fp 1.00 ER 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.966
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 1.12 I/mi
Number of Lanes, N 2
FFS (measured) mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0 .0 mi/h
fID 3 .1 mi/h
fN 4 .5 mi/h
FFS 62.4 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x
fp) 2 195 pc/h/ln
S 55.6 mi/h
D = vp / S 3 9.5 pc/mi/ln
LOS E
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x
fp) p c/h
S mi/h
D = vp / S p c/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed L
OS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 f LC - Exhibit 23-5 fp - Page 23-12 fN - Exhibit 23-6
L
OS, S, FFS, vp - Exhibits 23-2, 23-3 f ID - Exhibit 23-7 Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 7/17/2010 10:18 PM

Page 1 of 1 ends

7/17/2010file://C:\Documents and Settings\sshark\Local Settings\Temp\f2k478.tmp

BASIC FREEWAY SEGMENTS WORKSHEET
General Information Site Information
Analyst KC Highway/Direction of Travel US 101 SB
Agency or Company Fehr & Peers From/To Russell to Boronda Date Performed July 2010 Jurisdiction Salinas
Analysis Time Period PM Peak Hour Analysis Year 2010
Project Description Existing Conditions
Oper.(LOS) Des.(N) Planning Data
Flow Inputs
Volume, V 4359 veh/h Peak-Hour Factor, PHF 0.96
AADT veh/day %Trucks and Buses, PT 7
Peak-Hr Prop. of AADT, K %RVs, PR 0
P
eak-Hr Direction Prop, D General Terrain: Level
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down % Calculate Flow Adjustments
fp 1.00 ER 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.966
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 1.12 I/mi
Number of Lanes, N 2
FFS (measured) mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0 .0 mi/h
fID 3 .1 mi/h
fN 4 .5 mi/h
FFS 62.4 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x
fp) 2 350 pc/h/ln
S mi/h
D = vp / S p c/mi/ln
LOS F
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x
fp) p c/h
S mi/h
D = vp / S p c/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed L
OS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 f LC - Exhibit 23-5 fp - Page 23-12 fN - Exhibit 23-6
L
OS, S, FFS, vp - Exhibits 23-2, 23-3 f ID - Exhibit 23-7 Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 7/17/2010 10:18 PM

Page 1 of 1 ends

7/17/2010file://C:\Documents and Settings\sshark\Local Settings\Temp\f2k47D.tmp

BASIC FREEWAY SEGMENTS WORKSHEET
General Information Site Information
Analyst KC Highway/Direction of Travel US 101 NB
Agency or Company Fehr & Peers From/To Boronda to Russell Date Performed July 2010 Jurisdiction Salinas
Analysis Time Period PM Peak Hour Analysis Year 2010
Project Description Project Conditions
Oper.(LOS) Des.(N) Planning Data
Flow Inputs
Volume, V 3800 veh/h Peak-Hour Factor, PHF 0.91
AADT veh/day %Trucks and Buses, PT 5
Peak-Hr Prop. of AADT, K %RVs, PR 0
P
eak-Hr Direction Prop, D General Terrain: Level
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down % Calculate Flow Adjustments
fp 1.00 ER 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 1.12 I/mi
Number of Lanes, N 2
FFS (measured) mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0 .0 mi/h
fID 3 .1 mi/h
fN 4 .5 mi/h
FFS 62.4 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x
fp) 2 140 pc/h/ln
S 57.0 mi/h
D = vp / S 3 7.6 pc/mi/ln
LOS E
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x
fp) p c/h
S mi/h
D = vp / S p c/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed L
OS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 f LC - Exhibit 23-5 fp - Page 23-12 fN - Exhibit 23-6
L
OS, S, FFS, vp - Exhibits 23-2, 23-3 f ID - Exhibit 23-7 Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 7/17/2010 10:20 PM

Page 1 of 1 ends

7/17/2010file://C:\Documents and Settings\sshark\Local Settings\Temp\f2k482.tmp

BASIC FREEWAY SEGMENTS WORKSHEET
General Information Site Information
Analyst KC Highway/Direction of Travel US 101 NB
Agency or Company Fehr & Peers From/To Laurel to Boronda Date Performed July 2010 Jurisdiction Salinas
Analysis Time Period PM Peak Hour Analysis Year 2010
Project Description Project Conditions
Oper.(LOS) Des.(N) Planning Data
Flow Inputs
Volume, V 3997 veh/h Peak-Hour Factor, PHF 0.91
AADT veh/day %Trucks and Buses, PT 5
Peak-Hr Prop. of AADT, K %RVs, PR 0
P
eak-Hr Direction Prop, D General Terrain: Level
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down % Calculate Flow Adjustments
fp 1.00 ER 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 1.12 I/mi
Number of Lanes, N 2
FFS (measured) mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0 .0 mi/h
fID 3 .1 mi/h
fN 4 .5 mi/h
FFS 62.4 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x
fp) 2 251 pc/h/ln
S 54.0 mi/h
D = vp / S 4 1.7 pc/mi/ln
LOS E
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x
fp) p c/h
S mi/h
D = vp / S p c/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed L
OS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 f LC - Exhibit 23-5 fp - Page 23-12 fN - Exhibit 23-6
L
OS, S, FFS, vp - Exhibits 23-2, 23-3 f ID - Exhibit 23-7 Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 7/17/2010 10:20 PM

Page 1 of 1 ends

7/17/2010file://C:\Documents and Settings\sshark\Local Settings\Temp\f2k487.tmp

BASIC FREEWAY SEGMENTS WORKSHEET
General Information Site Information
Analyst KC Highway/Direction of Travel US 101 SB
Agency or Company Fehr & Peers From/To Boronda to Laurel Date Performed July 2010 Jurisdiction Salinas
Analysis Time Period PM Peak Hour Analysis Year 2010
Project Description Project Conditions
Oper.(LOS) Des.(N) Planning Data
Flow Inputs
Volume, V 4219 veh/h Peak-Hour Factor, PHF 0.96
AADT veh/day %Trucks and Buses, PT 7
Peak-Hr Prop. of AADT, K %RVs, PR 0
P
eak-Hr Direction Prop, D General Terrain: Level
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down % Calculate Flow Adjustments
fp 1.00 ER 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.966
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 1.12 I/mi
Number of Lanes, N 2
FFS (measured) mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0 .0 mi/h
fID 3 .1 mi/h
fN 4 .5 mi/h
FFS 62.4 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x
fp) 2 274 pc/h/ln
S 53.3 mi/h
D = vp / S 4 2.6 pc/mi/ln
LOS E
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x
fp) p c/h
S mi/h
D = vp / S p c/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed L
OS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 f LC - Exhibit 23-5 fp - Page 23-12 fN - Exhibit 23-6
L
OS, S, FFS, vp - Exhibits 23-2, 23-3 f ID - Exhibit 23-7 Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 7/17/2010 10:20 PM

Page 1 of 1 ends

7/17/2010file://C:\Documents and Settings\sshark\Local Settings\Temp\f2k48C.tmp

BASIC FREEWAY SEGMENTS WORKSHEET
General Information Site Information
Analyst KC Highway/Direction of Travel US 101 SB
Agency or Company Fehr & Peers From/To Russell to Boronda Date Performed July 2010 Jurisdiction Salinas
Analysis Time Period PM Peak Hour Analysis Year 2010
Project Description Project Conditions
Oper.(LOS) Des.(N) Planning Data
Flow Inputs
Volume, V 4420 veh/h Peak-Hour Factor, PHF 0.96
AADT veh/day %Trucks and Buses, PT 7
Peak-Hr Prop. of AADT, K %RVs, PR 0
P
eak-Hr Direction Prop, D General Terrain: Level
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down % Calculate Flow Adjustments
fp 1.00 ER 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.966
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 1.12 I/mi
Number of Lanes, N 2
FFS (measured) mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0 .0 mi/h
fID 3 .1 mi/h
fN 4 .5 mi/h
FFS 62.4 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x
fp) 2 383 pc/h/ln
S mi/h
D = vp / S p c/mi/ln
LOS F
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x
fp) p c/h
S mi/h
D = vp / S p c/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed L
OS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 f LC - Exhibit 23-5 fp - Page 23-12 fN - Exhibit 23-6
L
OS, S, FFS, vp - Exhibits 23-2, 23-3 f ID - Exhibit 23-7 Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 7/17/2010 10:21 PM

Page 1 of 1 ends

7/17/2010file://C:\Documents and Settings\sshark\Local Settings\Temp\f2k491.tmp

BASIC FREEWAY SEGMENTS WORKSHEET
General Information Site Information
Analyst KC Highway/Direction of Travel US 101 NB
Agency or Company Fehr & Peers From/To Boronda to Russell Date Performed July 2010 Jurisdiction Salinas
Analysis Time Period PM Peak Hour Analysis Year
Project Description Cumulative Without Project Conditions Oper.(LOS) Des.(N) Planning Data
Flow Inputs
Volume, V 4904 veh/h Peak-Hour Factor, PHF 0.91
AADT veh/day %Trucks and Buses, PT 5
Peak-Hr Prop. of AADT, K %RVs, PR 0
P
eak-Hr Direction Prop, D General Terrain: Level
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down % Calculate Flow Adjustments
fp 1.00 ER 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 1.12 I/mi
Number of Lanes, N 2
FFS (measured) mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0 .0 mi/h
fID 3 .1 mi/h
fN 4 .5 mi/h
FFS 62.4 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x
fp) 2 762 pc/h/ln
S mi/h
D = vp / S p c/mi/ln
LOS F
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x
fp) p c/h
S mi/h
D = vp / S p c/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed L
OS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 f LC - Exhibit 23-5 fp - Page 23-12 fN - Exhibit 23-6
L
OS, S, FFS, vp - Exhibits 23-2, 23-3 f ID - Exhibit 23-7 Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 7/17/2010 10:22 PM

Page 1 of 1 ends

7/17/2010file://C:\Documents and Settings\sshark\Local Settings\Temp\f2k496.tmp

BASIC FREEWAY SEGMENTS WORKSHEET
General Information Site Information
Analyst KC Highway/Direction of Travel US 101 NB
Agency or Company Fehr & Peers From/To Laurel to Boronda Date Performed July 2010 Jurisdiction Salinas
Analysis Time Period PM Peak Hour Analysis Year Cumulative Scenario Project Description Cumulative Without Project Conditions Oper.(LOS) Des.(N) Planning Data
Flow Inputs
Volume, V 5090 veh/h Peak-Hour Factor, PHF 0.91
AADT veh/day %Trucks and Buses, PT 5
Peak-Hr Prop. of AADT, K %RVs, PR 0
P
eak-Hr Direction Prop, D General Terrain: Level
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down % Calculate Flow Adjustments
fp 1.00 ER 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 1.12 I/mi
Number of Lanes, N 2
FFS (measured) mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0 .0 mi/h
fID 3 .1 mi/h
fN 4 .5 mi/h
FFS 62.4 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x
fp) 2 867 pc/h/ln
S mi/h
D = vp / S p c/mi/ln
LOS F
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x
fp) p c/h
S mi/h
D = vp / S p c/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed L
OS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 f LC - Exhibit 23-5 fp - Page 23-12 fN - Exhibit 23-6
L
OS, S, FFS, vp - Exhibits 23-2, 23-3 f ID - Exhibit 23-7 Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 7/17/2010 10:23 PM

Page 1 of 1 ends

7/17/2010file://C:\Documents and Settings\sshark\Local Settings\Temp\f2k49C.tmp

BASIC FREEWAY SEGMENTS WORKSHEET
General Information Site Information
Analyst KC Highway/Direction of Travel US 101 SB
Agency or Company Fehr & Peers From/To Boronda to Laurel Date Performed July 2010 Jurisdiction Salinas
Analysis Time Period PM Peak Hour Analysis Year Cumulative Scenario Project Description Cumulative Without Project Conditions Oper.(LOS) Des.(N) Planning Data
Flow Inputs
Volume, V 4863 veh/h Peak-Hour Factor, PHF 0.96
AADT veh/day %Trucks and Buses, PT 7
Peak-Hr Prop. of AADT, K %RVs, PR 0
P
eak-Hr Direction Prop, D General Terrain: Level
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down % Calculate Flow Adjustments
fp 1.00 ER 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.966
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 1.12 I/mi
Number of Lanes, N 2
FFS (measured) mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0 .0 mi/h
fID 3 .1 mi/h
fN 4 .5 mi/h
FFS 62.4 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x
fp) 2 621 pc/h/ln
S mi/h
D = vp / S p c/mi/ln
LOS F
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x
fp) p c/h
S mi/h
D = vp / S p c/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed L
OS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 f LC - Exhibit 23-5 fp - Page 23-12 fN - Exhibit 23-6
L
OS, S, FFS, vp - Exhibits 23-2, 23-3 f ID - Exhibit 23-7 Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 7/17/2010 10:23 PM

Page 1 of 1 ends

7/17/2010file://C:\Documents and Settings\sshark\Local Settings\Temp\f2k4A2.tmp

BASIC FREEWAY SEGMENTS WORKSHEET
General Information Site Information
Analyst KC Highway/Direction of Travel US 101 SB
Agency or Company Fehr & Peers From/To Russell to Boronda Date Performed July 2010 Jurisdiction Salinas
Analysis Time Period PM Peak Hour Analysis Year Cumulative Scenario Project Description Cumulative Without Project Conditions Oper.(LOS) Des.(N) Planning Data
Flow Inputs
Volume, V 5088 veh/h Peak-Hour Factor, PHF 0.96
AADT veh/day %Trucks and Buses, PT 7
Peak-Hr Prop. of AADT, K %RVs, PR 0
P
eak-Hr Direction Prop, D General Terrain: Level
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down % Calculate Flow Adjustments
fp 1.00 ER 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.966
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 1.12 I/mi
Number of Lanes, N 2
FFS (measured) mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0 .0 mi/h
fID 3 .1 mi/h
fN 4 .5 mi/h
FFS 62.4 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x
fp) 2 743 pc/h/ln
S mi/h
D = vp / S p c/mi/ln
LOS F
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x
fp) p c/h
S mi/h
D = vp / S p c/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed L
OS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 f LC - Exhibit 23-5 fp - Page 23-12 fN - Exhibit 23-6
L
OS, S, FFS, vp - Exhibits 23-2, 23-3 f ID - Exhibit 23-7 Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 7/17/2010 10:23 PM

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7/17/2010file://C:\Documents and Settings\sshark\Local Settings\Temp\f2k4A8.tmp

BASIC FREEWAY SEGMENTS WORKSHEET
General Information Site Information
Analyst KC Highway/Direction of Travel US 101 NB
Agency or Company Fehr & Peers From/To Boronda to Russell Date Performed July 2010 Jurisdiction Salinas
Analysis Time Period PM Peak Hour Analysis Year Cumulative Scenario Project Description Cumulative With Project Conditions Oper.(LOS) Des.(N) Planning Data
Flow Inputs
Volume, V 4967 veh/h Peak-Hour Factor, PHF 0.91
AADT veh/day %Trucks and Buses, PT 5
Peak-Hr Prop. of AADT, K %RVs, PR 0
P
eak-Hr Direction Prop, D General Terrain: Level
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down % Calculate Flow Adjustments
fp 1.00 ER 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 1.12 I/mi
Number of Lanes, N 2
FFS (measured) mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0 .0 mi/h
fID 3 .1 mi/h
fN 4 .5 mi/h
FFS 62.4 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x
fp) 2 797 pc/h/ln
S mi/h
D = vp / S p c/mi/ln
LOS F
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x
fp) p c/h
S mi/h
D = vp / S p c/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed L
OS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 f LC - Exhibit 23-5 fp - Page 23-12 fN - Exhibit 23-6
L
OS, S, FFS, vp - Exhibits 23-2, 23-3 f ID - Exhibit 23-7 Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 7/17/2010 10:24 PM

Page 1 of 1 ends

7/17/2010file://C:\Documents and Settings\sshark\Local Settings\Temp\f2k4AE.tmp

BASIC FREEWAY SEGMENTS WORKSHEET
General Information Site Information
Analyst KC Highway/Direction of Travel US 101 NB
Agency or Company Fehr & Peers From/To Laurel to Boronda Date Performed July 2010 Jurisdiction Salinas
Analysis Time Period PM Peak Hour Analysis Year Cumulative Scenario Project Description Cumulative With Project Conditions Oper.(LOS) Des.(N) Planning Data
Flow Inputs
Volume, V 5232 veh/h Peak-Hour Factor, PHF 0.91
AADT veh/day %Trucks and Buses, PT 5
Peak-Hr Prop. of AADT, K %RVs, PR 0
P
eak-Hr Direction Prop, D General Terrain: Level
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down % Calculate Flow Adjustments
fp 1.00 ER 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 1.12 I/mi
Number of Lanes, N 2
FFS (measured) mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0 .0 mi/h
fID 3 .1 mi/h
fN 4 .5 mi/h
FFS 62.4 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x
fp) 2 947 pc/h/ln
S mi/h
D = vp / S p c/mi/ln
LOS F
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x
fp) p c/h
S mi/h
D = vp / S p c/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed L
OS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 f LC - Exhibit 23-5 fp - Page 23-12 fN - Exhibit 23-6
L
OS, S, FFS, vp - Exhibits 23-2, 23-3 f ID - Exhibit 23-7 Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 7/17/2010 10:24 PM

Page 1 of 1 ends

7/17/2010file://C:\Documents and Settings\sshark\Local Settings\Temp\f2k4B4.tmp

BASIC FREEWAY SEGMENTS WORKSHEET
General Information Site Information
Analyst KC Highway/Direction of Travel US 101 SB
Agency or Company Fehr & Peers From/To Boronda to Laurel Date Performed July 2010 Jurisdiction Salinas
Analysis Time Period PM Peak Hour Analysis Year Cumulative Scenario Project Description Cumulative With Project Conditions Oper.(LOS) Des.(N) Planning Data
Flow Inputs
Volume, V 5010 veh/h Peak-Hour Factor, PHF 0.96
AADT veh/day %Trucks and Buses, PT 7
Peak-Hr Prop. of AADT, K %RVs, PR 0
P
eak-Hr Direction Prop, D General Terrain: Level
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down % Calculate Flow Adjustments
fp 1.00 ER 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.966
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 1.12 I/mi
Number of Lanes, N 2
FFS (measured) mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0 .0 mi/h
fID 3 .1 mi/h
fN 4 .5 mi/h
FFS 62.4 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x
fp) 2 701 pc/h/ln
S mi/h
D = vp / S p c/mi/ln
LOS F
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x
fp) p c/h
S mi/h
D = vp / S p c/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed L
OS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 f LC - Exhibit 23-5 fp - Page 23-12 fN - Exhibit 23-6
L
OS, S, FFS, vp - Exhibits 23-2, 23-3 f ID - Exhibit 23-7 Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 7/17/2010 10:25 PM

Page 1 of 1 ends

7/17/2010file://C:\Documents and Settings\sshark\Local Settings\Temp\f2k4BA.tmp

BASIC FREEWAY SEGMENTS WORKSHEET
General Information Site Information
Analyst KC Highway/Direction of Travel US 101 SB
Agency or Company Fehr & Peers From/To Russell to Boronda Date Performed July 2010 Jurisdiction Salinas
Analysis Time Period PM Peak Hour Analysis Year Cumulative Scenario Project Description
Oper.(LOS) Des.(N) Planning Data
Flow Inputs
Volume, V 5149 veh/h Peak-Hour Factor, PHF 0.96
AADT veh/day %Trucks and Buses, PT 7
Peak-Hr Prop. of AADT, K %RVs, PR 0
P
eak-Hr Direction Prop, D General Terrain: Level
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down % Calculate Flow Adjustments
fp 1.00 ER 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.966
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 1.12 I/mi
Number of Lanes, N 2
FFS (measured) mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0 .0 mi/h
fID 3 .1 mi/h
fN 4 .5 mi/h
FFS 62.4 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x
fp) 2 776 pc/h/ln
S mi/h
D = vp / S p c/mi/ln
LOS F
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x
fp) p c/h
S mi/h
D = vp / S p c/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed L
OS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 f LC - Exhibit 23-5 fp - Page 23-12 fN - Exhibit 23-6
L
OS, S, FFS, vp - Exhibits 23-2, 23-3 f ID - Exhibit 23-7 Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 7/17/2010 10:25 PM

Page 1 of 1 ends

7/17/2010file://C:\Documents and Settings\sshark\Local Settings\Temp\f2k4C0.tmp

APPENDIX D:

PEAK-HOUR SIGNAL WARRANTS
Project - Int 4. San Juan Grade_Northridge_PM

No of lanes
M
ajor Street 2
Minor Street 1
Major Street
(Sum of both
approaches)
Minor street
(High volume
approach)
5:00 PM 1,169 226

Time
Vehicles Per Hour
Peak Hour
0 1
00 200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300

MINOR STREET - HIGHER VOLUME APPROACH
(VPH)

MAJOR STREET - TOTAL OF BOTH APPROACHES (VPH)
FIGURE 4C-4. PEAK HOUR VOLUME WARRANT
(Community less than 10,000 or above 40 mph on major street) Peak Ho ur
The peak hour volume warrant is satisfied when the plotted point representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicles per hour of the higher volume minor street approach (one direction only) for one hour (any four consecutive 15-minute periods) of an average day falls above the curve in Figure 4-5 for the existing combination of approach lanes.

When the 85-percentile speed of the major street traffic exceeds 40 mile per hour or when the intersection lies within a built-up area of an isolated community having a population less than 10,000, the peak hour volume requirement is satisfied when the plotted point referred to above falls above the curve in Figure 4-6 for the existing combination of approach lanes. 2 OR MORE LANES & 2 OR MORE LANES
2 OR MORE LANES & 1 LANE
1 LANE & 1 LANE
*100
*75
*Note: 100 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor street approach with one or lane.

WARRANT 3B (RURAL)
Project - Int 4. San Juan Grade_Northridge_SAT

No of lanes
M
ajor Street 2
Minor Street 1
Major Street
(Sum of both
approaches)
Minor street
(High volume
approach)
12:00 PM 1,022 286

Time
Vehicles Per Hour
Peak Hour
0 1
00 200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300

MINOR STREET - HIGHER VOLUME APPROACH
(VPH)

WARRANT 3B (RURAL)

APPENDIX E:

INTERSECTION QUEUE REPORTS
Queuing and Blocking Report
PM Cum With Prj Conditions

Intersection: 1: Russell Road & Van Buren Ave.

!"#""$
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*

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% ' + )& + () (
+&,#""$
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-

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2

$
% & & &

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Intersection: 2: Russell Road & San Juan Grade Rd.

/

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% & ( & &&

0- $1% &
#""
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Intersection: 3: Van Buren Ave. & San Juan Grade Rd.

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%

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Queuing and Blocking Report
PM Cum With Prj Conditions

Intersection: 4: Northridge Wy. & San Juan Grade Rd.

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% & + )' . +& ) . ( .+
*

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0- $1%
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2

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%

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Intersection: 5: Mobile Home Drwy. & San Juan Grade Rd.

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% (

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Intersection: 6: Boronda Rd. & SB 101 Off-Ramp

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Queuing and Blocking Report
PM Cum With Prj Conditions

)
Intersection: 7: Boronda Rd. & NB 101 On-Ramp

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Intersection: 8: Boronda Rd. & N. Main Street
).

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% &' &' &' &' &' &' &'' &'' &'' +
/

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2

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Intersection: 8: Boronda Rd. & N. Main Street
). ).

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*

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Queuing and Blocking Report
PM Cum With Prj Conditions

Intersection: 9: Boronda Rd. & San Juan Grade Rd.
). ). ).

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Intersection: 9: Boronda Rd. & San Juan Grade Rd.

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Intersection: 10: Boronda Rd. & Shopping Center Drwy.

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Queuing and Blocking Report
PM Cum With Prj Conditions

&
Intersection: 11: Boronda Rd. & Project Drwy

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Intersection: 12: Boronda Rd. & McKinnon St.

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Intersection: 16: Boronda Rd. &

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Queuing and Blocking Report
PM Cum With Prj Conditions

(
Intersection: 17: Boronda Rd. & Project Drwy

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Intersection: 32: Project Drwy & San Juan Grade Rd.

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Network Summary

3
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024'.

Queuing and Blocking Report
SAT Cumulative With Project Conditions

Intersection: 1: Russell Road & Van Buren Ave.

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Intersection: 2: Russell Road & San Juan Grade Rd.

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Intersection: 3: Van Buren Ave. & San Juan Grade Rd.

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Queuing and Blocking Report
SAT Cumulative With Project Conditions

Intersection: 4: Northridge Wy. & San Juan Grade Rd.

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)

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Intersection: 5: Mobile Home Drwy. & San Juan Grade Rd.

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Intersection: 6: Boronda Rd. & SB 101 Off-Ramp

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Queuing and Blocking Report
SAT Cumulative With Project Conditions

+
Intersection: 7: Boronda Rd. & NB 101 On-Ramp

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Intersection: 8: Boronda Rd. & N. Main Street
+*

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Intersection: 8: Boronda Rd. & N. Main Street
+* +*

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Queuing and Blocking Report
SAT Cumulative With Project Conditions

*
Intersection: 9: Boronda Rd. & San Juan Grade Rd.
+* +* +*

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Intersection: 9: Boronda Rd. & San Juan Grade Rd.

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.

$
% ++' ++' + +
/

0. $1% +
#""
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2

$
% , +, +, , , ,

0. $1% ' * '
#""
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Intersection: 10: Boronda Rd. & Shopping Center Drwy.

!"#""$
% , & * +' &, ' *'
)

#""$
% ' , +& ( +, * * (+
&,-#""$
% * ( , + (, , , (
.

$
% ,+ ,+ ,+ +' +' +' +((
/

0. $1% * (
#""
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2

$
%

0. $1%
#""
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Queuing and Blocking Report
SAT Cumulative With Project Conditions

,
Intersection: 11: Boronda Rd. & Project Drwy

!"#""$
% '* +(* +&* &* ( &** + * * '&
)

#""$
% ,* + *'* , ,(
&,-#""$
% * *' *, ,* (+ &** , + & (
.

$
% +' +' **+ **+ +, ',
/

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2

$
% * , ,

0. $1% + + '
#""
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Intersection: 12: Boronda Rd. & McKinnon St.

!"#""$
% + ,* ,, +, + & ++ , ++ +
)

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&,-#""$
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.

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% **+ **+ &* &* '+& '*
/

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2

$
% * + +, , ,

0. $1% ' ,
#""
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Intersection: 16: Boronda Rd. &

!"#""$
% ( * ( +,( +'* , (* &
)

#""$
% ' ( *& ' &* (& (
&,-#""$
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.

$
% & & & & ,( ,( ,( *
/

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2

$
% , ,

0. $1%
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Queuing and Blocking Report
SAT Cumulative With Project Conditions

'
Intersection: 17: Boronda Rd. & Project Drwy

!"#""$
% + , &+ ,( *'
)

#""$
% + ( ,
&,-#""$
% , *( +
.

$
% ++ ++ ++ ,+ ('
/

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2

$
%

0. $1%
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Intersection: 32: Project Drwy & San Juan Grade Rd.

!"#""$
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)

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.

$
% ' ' ((+
/

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2

$
%

0. $1%
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Network Summary

3
.3#""
024',+

APPENDIX F:

MITIGATED INTERSECTION LEVEL OF SERVICE CALCULATIONS
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APPROVED AND PENDING PROJECTS
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Rogge Road Residential Development

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APPENDIX H:

FAIR SHARE CALCULATIONS AT THE INTERSECTION OF

BORONDA ROAD AND MAIN STREET
Salinas (Cloverfield) Retail Center Fair-Share Contribution at Boronda Road and Main Street Study Int # Intersection Juristiction
Peak
Hour
Total Existing
Intersection
Volume
(VE)
Total
Cumulative
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Project Trips
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Percent
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of Growth

VP/(VT-VE)
Percent
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Total Traffic
(VP/VT)
Salinas (Cloverfield) Retail Center TIA
Recommended Mitigation
PM 4103 5233 455 40.27% 8.69%
SAT 3948 5359 603 42.74% 11.25%
Notes:
1 Other impacted intersection mitigated with payment of Traffic Impact Fees.

Cumulative-Level Impact Contributions
1) Add a third eastbound through, 2) Conversion of the
westbound through-right lane into an exclusive through
lane (SAT only), 3) A separate westbound right-turn lane (SAT only), and 4) southbound right-turn overlap phase.

Boronda Road and Main
Street Salinas8

APPENDIX I:

EAST BORONDA ROAD AND SAN JUAN GRADE ROAD

INTERSECTION ANALYSIS MEMORANDUM

160 West Santa Clara Street, Suite 675, San Jose CA 95113 (408) 278-1700 Fax (408) 278-1717 www.fehrandpeers.com

MEMORANDUM

Date: April 15, 2010

To: Rob Russell, City of Salinas
Tara Hullinger, City of Salinas

From: Daniel Rubins, P.E. and Kevin Chen
Subject: East Boronda Road and San Juan Grade Road Intersection Analysis SJ10-1154
Fehr & Peers was retained to evaluate the traffic operations at the East Boronda Road / San Juan Grade Road intersection. The analysis consid ered both the AM and PM peak hour conditions under Year 2030 Current General Plan Conditions. The study was completed to identify the appropriate geometric design for the westbound right turn-lane and to inform the site developer regarding project site driveway placement on Ea st Boronda Road. For this study, Boronda Road is considered east-west, while San Juan Grade Road is considered north-south.

BACKGROUND
The proposed Salinas Retail Center located at the northeast corner of Boronda Road and San Juan Grade Road in Salinas, California is consistent with the current General Plan land use, but conflicts with the planned roadway improvem ents at San Juan Grade Road and Boronda Road.

Specifically the proposed site plan would onl y accommodate a westbound shared through-right lane. The City of Salinas Public Works Department has an active project (No. 9510) to construct double lefts on all approaches and maintain the sweeping westbound right-turn lane.

Three City of Traffic Improvement Program (TIP) projects planned at or near the East Boronda Road and San Juan Grade Road intersection include:

TIP Project 13: San Juan Grade Road (north/south roadway) widened to a 4-lane divided arterial with bicycle lanes betwe en East Boronda Road and Rogge Road.

This roadway will serve an estimat ed 14,900 vehicles per day with construction of the future growth area north of East Boronda Road. The posted speed limit will be 35 to 40 mph.

TIP Project 20: East Boronda Road (east/west roadway) widened to a 6-lane divided arterial between San Juan Grade Road and Williams Road. This roadway will serve an estimated 57,200 daily vehicles with construction of the future growth area north of East Boronda Road. The posted speed limit will be 40 to 45 mph.

TIP Project 50: Turning movements at the East Boronda Road / San Juan Grade Road intersection includes two lefts, two or three through lanes, and separate right-turn lanes for all approaches. Bicycle lanes are planned on all four approaches.

Rob Russell and Tara Hullinger
April 15, 2010

Page 2 of 6 ends

GEOMETRIC ALTERNATIVES CONSIDERED
This study evaluated five geometric configurations which are shown on Figure 1 and summarized below:
• Intersection Configuration 1: Intersection turning movement configuration and design based on City Public Works Project 9510 with a sweeping westbound right-turn lane, and two eastbound through lanes (i.e., not widening East Boronda Road between Main Street and San Juan Grade Road).
• Intersection Configuration 2: Same as intersection configuration 1 except replaced sweeping westbound right turn lane with a separate westbound right-turn lane without a “pork-chop” pedestrian island (i.e., smaller corner curb-return). • Intersection Configuration 3: Same as intersection configuration 1 except replaced sweeping westbound right turn lane with a westbound shared through-right turn lane. • Intersection Configuration 4: Same as intersection configuration 2, except eastbound approach includes a third eastbound through lane, and the southbound approach includes a shared through-right lane, through lane and two left turn lanes. • Intersection Configuration 5: Same as intersection configuration 3, except eastbound approach includes a third eastbound through lane and the southbound approach includes a shared through right lane, through lane and two left turn lanes.

FORECAST METHOD
The AM and PM peak hour intersection turning movement forecasts were developed based on the guidelines published in National Cooperative Highway Re search Program (NCHRP) Report 2551, which were applied to refine the raw model forecasts. This method uses the difference between counts and model volumes and adjusts the existing volume to provide reasonable future forecasts. The Year 2030 Current General Plan Conditions for the five (5) intersection configurations described above are presented in Figure 1.

LEVEL OF SERVICE METHOD
The operations of roadway facilities are described wi th the term level of service (LOS). LOS is a qualitative description of traffic flow based on such factors as speed, travel time, delay, and freedom to maneuver. Six levels are defined from LOS A, with the least congested operating conditions, to LOS F, with the most conges ted operating conditions. LOS E represents “at- capacity” operations. Operations are designat ed as LOS F when volumes exceed capacity, resulting in stop-and-go conditions.

1 National Cooperative Highway Research Program (NCHRP). Report 255: Highway Traffic Data for Urbanized Area Project Planning and Design. Washington, D.C.: National Academy Press, 1982.

Rob Russell and Tara Hullinger
April 15, 2010

Page 3 of 6 ends

Signalized Intersections
The LOS method for signalized intersections approved by the City of Salinas analyzes intersection operations based on average control vehicular delay, as described in Chapter 16 of the 2000 Highway Capacity Manual (HCM) by the Transportation Research Board. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. The average control delay for signalized inte rsections is calculated using Synchro analysis software and is correlated to a LOS designation as shown in Table 1.

The level of service standard (i.e., minimum accept able operations) for signalized intersections in the City of Salinas is LOS D.

YEAR 2030 CURRENT GENERAL PLAN INTERSECTION LEVELS OF SERVICE Year 2030 Current General Plan intersection la ne configurations, signal timings, and peak-hour turning movement traffic volumes were used to det ermine the levels of service. The results are presented in Table 2. The corresponding calculation sheets are attached.

The East Boronda Road intersection with San Juan Grade Road will operate at an unacceptable LOS F during the PM peak hour in Year 2030. Th e intersection LOS can be improved to “D” if East Boranda Road is widened to six (6) lanes through the San Juan Grade intersection.

TABLE 1

SIGNALIZED INTERSECTION LEVEL OF SERVICE DEFINITIONS

USING AVERAGE CONTROL VEHICULAR DELAY
Level of
Service Description
Average Control Delay
Per Vehicle (Seconds)
A Operations with very low delay occurring with favorable progression and/or short cycle lengths. ≤ 10.0
B

Operations with low delay occurring with good progression and/ or short cycle lengths. > 10.0 and ≤ 20.0
C

Operations with average delays resulting from fair progression and/ or longer cycle lengths. Individual cycle failures begin to appear. > 20.0 and ≤ 35.0

D
Operations with longer delays due to a combination of unfavorable progression, long cycle lengths, and high V/C ratios. Many vehicles stop and individual cycle failures are noticeable.
> 35.0 and ≤ 55.0
E

Operations with high delay values indicating poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences.
> 55.0 and ≤ 80.0
F Operations with delays unacceptable to most drivers occurring due to over-saturation, poor progression, or very long cycle lengths. > 80.0 Source: Highway Capacity Manual, Transportation Research Board, 2000.

Rob Russell and Tara Hullinger
April 15, 2010

Page 4 of 6 ends

TABLE 2
YEAR 2030 INTERSECTION LEVELS OF SERVICE
5-Lane E. Boronda Road2 6-Lane E. Boronda Road3
Intersection Configuration
Description
Peak
Hour1 Delay4 LOS 5 Delay 4 LOS 5
Separate Right-Turn Lane with Large
Pedestrian “Pork Chop” Island
AM
PM

34.4 121.0
C
F

33.9 50.1
C
D
Separate Right-Turn Lane AM
PM

34.4 121.0
C
F

33.9 50.1
C
D
Shared Through-Right Turn Lane AM
PM

45.3 122.4
D
F

45.1 51.5
D
D
Notes:
1 AM = morning weekday peak-hour, PM = evening weekday peak-hour 2 East Boronda Road is a 5-lane divided arteri al between Main Street and San Juan Grade Road 3 East Boronda Road is a 6-lane divided arteri al between Main Street and San Juan Grade Road 4 Whole intersection weighted average c ontrol delay expressed in seconds per vehicle for signalized intersections using methodology described in the 2000 Highway Capacity Manual. LOS calculations conducted using the Synchro level of service analysis software package.
5 LOS = Level of service
Bold text indicates unacceptable operations by City of Salinas standards (LOS E or worse).

Source: Fehr & Peers, April 2010.

YEAR 2030 CURRENT GENERAL PLAN INTERSECTION STORAGE POCKET LENGHTS The Synchro files were converted to SimTraffic, a micro-simulation tool used to calculate vehicle storage requirements at intersections. Figure 1 shows the storage pocket estimates (calculated in feet) for the left and right turn lanes at t he East Boronda Road / San Juan Grade Road intersection. The corresponding calculation sheets are attached.

Left turn storage pockets are typically sized to t he greater of the maximum queue of the left turn movement or through movement queue. However, during the AM and PM peak hours, the left- turn lane will be blocked by the through vehicles (westbound in AM peak hour and eastbound in PM peak hour) with maximum queues greater than 600 feet in the AM peak hour westbound directions and greater than 1,000 feet in the PM peak hour eastbound direction. Using the typical approach would yield excessively long left-turn storage pockets. To avoid excessively long pocket lengths, the left turn storage pockets were estimated using the average queue distance (based on average of five (5) micro-simulation runs) plus the deceleration distance at 30 miles per hour (mph). In other words, on average vehicles will be able to decelerate from 30 mph and stop at the back of the average queue for the left turn moveme nt within the length of the storage pocket. At 30 mph the Caltrans Highway Design Manual (HDM) specifies an approximate deceleration distance of 235 feet and the estimated average storage pocket length is approximately 100 to 200 feet under the five intersection configurations fo r the left turn approaches. Thus, the left turn storage pockets are estimated to be 350 to 400 feet.

The 250 foot right-turn lane stor age pockets were sized for vehicles to merge across the bicycle lane and slow within the length of the storage pocket from 30 mile per hour (i.e., right-turn vehicles will begin to decelerate prior to the st orage pocket). On East Boronda Road, the through movement queue will block the right-turn lane during the red phase, but maintain separation from Rob Russell and Tara Hullinger
April 15, 2010

Page 5 of 6 ends

the through vehicles as the right turn vehicles slow to make the right turn during the green phase.

The Salinas retail center driveway should be placed more than 400 feet east of the East Boronda Road and San Juan Grade Road intersection to accommodate the right turn lane storage distance and lane taper.

BICYCLE LANE TREATMENTS
Issues for pedestrians and bicyclist at inters ections are typically focused on long crossing distances, turning conflicts, and high vehicle speeds. The widening of the East Boronda Road / San Juan Grade Road intersection can exacerbate these conditions. The California Manual of Uniform Traffic Control Devices (CAMUTCD) provides guidance on striping bicycle lanes at intersections. Figure 2 illustrates bicycle lane treatments that clarify right-of-way, manage vehicle turning speeds and minimize the crossing distan ce to the extent possible for the westbound approach. The advantages and disadvantages of each treatment are described in Table 3.

TABLE 3

BICYCLE LANE TREATMENTS WITH AND WITHOUT A RIGHT-TURN LANE (EAST BORONDA ROAD AND SAN JUAN GRADE ROAD INTERSECTION) Description Advantages Disadvantages
Sweeping Right-
Turn Lane with
Large Pedestrian
Island
• Right-turn lane vehicles do not conflict
with bicyclist at intersection.
• Shorter pedestrian crossing distance
of east leg than separate right-turn
lane at intersection.
• Vehicles enter San Juan Grade
Road at higher speeds.
• Pedestrians crossing of right-turn
lane is uncontrolled
Separate Right
Turn Lane
(Recommended)
• Guides bicyclist to correct position at
intersections with a separate right-
turn lane.
• Encourages motorist maneuvering
into the dedicated right-turn lane to
look for and yield to bicyclists.
• Defines the transition point for both
bicyclist and motorists.
• Minimizes conflict between right-turn
vehicles and through movement
bicyclist.
• Right-turn lane vehicles do not conflict
with bicyclist at intersection.
• For long right-turn lanes, bicyclist
may be overtaken on both sides
by motorists.
• On high-speed facilities, a long
transition area is needed,
increasing the length of the
potential conflict area.

Shared Through-
Right Lane
• Encourages motorist maneuvering
into the shared lane to look for and
yield to bicyclist.
• Defines the transition point for both
bicyclist and motorists.
• Right turn vehicle speeds lower than
sweeping right turn.
• Shorter pedestrian crossing distance
of east leg than separate right-turn
lane at intersection.
• Right hooking conflict between
right-turn vehicles and through
movement bicyclist not
addressed.

Source: Fehr & Peers, April 2010.

Rob Russell and Tara Hullinger
April 15, 2010

Page 6 of 6 ends

CONCLUSION
The separate right-turn lane without a pedestrian pork-chop island and bicycle lane meets City of Salinas level of service standards in Year 2030 with Current General Plan Conditions. This separate right-turn lane with a bicycle lane clarif ies right-of-way, manages vehicle turning speeds and minimizes the crossing distance to the extent possible for the westbound approach.

Attachments

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Queuing and Blocking Report Configuration 2_AM
2030_Boronda/SJG_AM

Intersection: 9: Boronda Rd. & San Juan Grade Rd.

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Queuing and Blocking Report Configuration 3_AM
2030_Boronda/SJG_AM

Intersection: 9: Boronda Rd. & San Juan Grade Rd.

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Queuing and Blocking Report Configuration 4_AM
2030_Boronda/SJG_AM

Intersection: 9: Boronda Rd. & San Juan Grade Rd.

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Queuing and Blocking Report Configuration 5_AM
2030_Boronda/SJG_AM

Intersection: 9: Boronda Rd. & San Juan Grade Rd.

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Queuing and Blocking Report Configuration 1_PM
2030_Boronda/SJG_PM

Intersection: 9: Boronda Rd. & San Juan Grade Rd.

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Queuing and Blocking Report Configuration 2_PM
2030_Boronda/SJG_PM

Intersection: 9: Boronda Rd. & San Juan Grade Rd.

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Queuing and Blocking Report Configuration 3_PM
2030_Boronda/SJG_PM

Intersection: 9: Boronda Rd. & San Juan Grade Rd.

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APPENDIX J:

EAST BORONDA ROAD AND SAN JUAN GRADE ROAD

CONCEPTUAL STRIPING PLANS

Salinas City CouncilSeptember 6, 2022

Salinas City Council
September 6, 2022