Agenda packet — Clovis City Council, December 16, 2024 (part 21 of 21)

Intersection: 7: Clovis Avenue & Shepherd Avenue
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L T T R L L T T R L T
Maximum Queue (ft) 241 365 518 492 110 96 370 409 458 275 330 449 Average Queue (ft) 116 207 352 331 70 45 108 280 298 186 196 255 95th Queue (ft) 197 409 511 484 141 87 271 376 416 351 325 402 Link Distance (ft) 1207 1207 2012 2012 2554
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 250 250 50 250 250 175 230
Storage Blk Time (%) 0 0 26 37 4 0 13 31 1 5 15
Queuing Penalty (veh) 0 1 57 59 18 0 20 101 4 17 35
Intersection: 7: Clovis Avenue & Shepherd Avenue
Movement NB NB SB SB SB SB SB
Directions Served T R L L T T R
Maximum Queue (ft) 464 100 268 278 301 299 190
Average Queue (ft) 256 77 112 110 140 140 63
95th Queue (ft) 397 131 186 195 233 230 138
Link Distance (ft) 2554 1268 1268
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 250 250 100
Storage Blk Time (%) 49 7 0 0 1 31 3
Queuing Penalty (veh) 89 22 0 0 2 40 7
Network Summary
Network wide Queuing Penalty: 945
3377
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Cumulative Year 2046 plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Minnewawa Avenue
between Behymer Avenue
and Perrin Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Zone Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 545 Opposing Demand Flow Rate, veh/h 510 Peak Hour Factor 0.94 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.32 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.55798 Speed Power Coefficient 0.48081 PF Slope Coefficient -1.26869 PF Power Coefficient 0.78827 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 5.3 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 56.0
Vehicle Results
Average Speed, mi/h 56.0 Percent Followers, % 54.4
Segment Travel Time, minutes 1.07 Follower Density, followers/mi/ln 5.3 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 5.3 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 11:05:10 41 AM.xuf
3378
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Cumulative Year 2046 plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Minnewawa Avenue
between Behymer Avenue
and Perrin Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Zone Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 647 Opposing Demand Flow Rate, veh/h 530 Peak Hour Factor 0.87 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.38 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.56260 Speed Power Coefficient 0.47820 PF Slope Coefficient -1.27085 PF Power Coefficient 0.78738 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 6.9 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 55.7
Vehicle Results
Average Speed, mi/h 55.7 Percent Followers, % 59.4
Segment Travel Time, minutes 1.08 Follower Density, followers/mi/ln 6.9 Vehicle LOS C
Facility Results
T Follower Density, followers/mi/ln LOS
1 6.9 C
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 11:06:10 41 PM.xuf
3379
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Cumulative Year 2046 plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Minnewawa Avenue
between Perrin Avenue
and Shepherd Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Zone Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 769 Opposing Demand Flow Rate, veh/h 456 Peak Hour Factor 0.94 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.45 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.54543 Speed Power Coefficient 0.48814 PF Slope Coefficient -1.26258 PF Power Coefficient 0.79070 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 8.9 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 55.5
Vehicle Results
Average Speed, mi/h 55.5 Percent Followers, % 64.2
Segment Travel Time, minutes 1.08 Follower Density, followers/mi/ln 8.9 Vehicle LOS D
Facility Results
T Follower Density, followers/mi/ln LOS
1 8.9 D
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 11:07:17 42 AM.xuf
3380
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Cumulative Year 2046 plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Minnewawa Avenue
between Perrin Avenue
and Shepherd Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Zone Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 55 Access Point Density, pts/mi 0.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 789 Opposing Demand Flow Rate, veh/h 520 Peak Hour Factor 0.88 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.46 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 58.4
Speed Slope Coefficient 3.56047 Speed Power Coefficient 0.47940 PF Slope Coefficient -1.26986 PF Power Coefficient 0.78779 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 9.3 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 55.4
Vehicle Results
Average Speed, mi/h 55.4 Percent Followers, % 65.1
Segment Travel Time, minutes 1.08 Follower Density, followers/mi/ln 9.3 Vehicle LOS D
Facility Results
T Follower Density, followers/mi/ln LOS
1 9.3 D
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 11:08:19 42 PM.xuf
3381
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Cumulative Year 2046 plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Shepherd Avenue between
Willow Avenue and Peach
Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 50 Access Point Density, pts/mi 4.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 1184 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.88 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.70 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 51.7
Speed Slope Coefficient 3.36232 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.35765 PF Power Coefficient 0.73804 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 19.3 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 48.2
Vehicle Results
Average Speed, mi/h 48.2 Percent Followers, % 78.5
Segment Travel Time, minutes 1.24 Follower Density, followers/mi/ln 19.3 Vehicle LOS E
Facility Results
T Follower Density, followers/mi/ln LOS
1 19.3 E
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 11:34:03 43 AM.xuf
3382
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Cumulative Year 2046 plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Shepherd Avenue between
Willow Avenue and Peach
Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 50 Access Point Density, pts/mi 4.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 1269 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.88 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.75 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 51.7
Speed Slope Coefficient 3.36232 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.35765 PF Power Coefficient 0.73804 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 21.2 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 48.1
Vehicle Results
Average Speed, mi/h 48.1 Percent Followers, % 80.2
Segment Travel Time, minutes 1.25 Follower Density, followers/mi/ln 21.2 Vehicle LOS E
Facility Results
T Follower Density, followers/mi/ln LOS
1 21.2 E
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 11:34:31 43 PM.xuf
3383
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Cumulative Year 2046 plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Shepherd Avenue between
Peach Avenue and
Minnewawa Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 50 Access Point Density, pts/mi 4.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 1307 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.89 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.77 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 51.7
Speed Slope Coefficient 3.36232 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.35765 PF Power Coefficient 0.73804 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 22.0 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 48.1
Vehicle Results
Average Speed, mi/h 48.1 Percent Followers, % 80.9
Segment Travel Time, minutes 1.25 Follower Density, followers/mi/ln 22.0 Vehicle LOS E
Facility Results
T Follower Density, followers/mi/ln LOS
1 22.0 E
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 11:34:54 44 AM.xuf
3384
AGENDA ITEM NO. 17.

HCS7 Two-Lane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/8/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Cumulative Year 2046 plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Shepherd Avenue between
Peach Avenue and
Minnewawa Avenue
Units U.S. Customary
Segment 1
Vehicle Inputs
Segment Type Passing Constrained Length, ft 5280
Lane Width, ft 12 Shoulder Width, ft 0
Speed Limit, mi/h 50 Access Point Density, pts/mi 4.0
Demand and Capacity
Directional Demand Flow Rate, veh/h 1530 Opposing Demand Flow Rate, veh/h - Peak Hour Factor 0.87 Total Trucks, % 3.00
Segment Capacity, veh/h 1700 Demand/Capacity (D/C) 0.90 Intermediate Results
Segment Vertical Class 1 Free-Flow Speed, mi/h 51.7
Speed Slope Coefficient 3.36232 Speed Power Coefficient 0.41674 PF Slope Coefficient -1.35765 PF Power Coefficient 0.73804 In Passing Lane Effective Length? No Total Segment Density, veh/mi/ln 27.0 %Improved % Followers 0.0 % Improved Avg Speed 0.0
Subsegment Data
# Segment Type Length, ft Radius, ft Superelevation, % Average Speed, mi/h 1 Tangent 5280 - - 47.8
Vehicle Results
Average Speed, mi/h 47.8 Percent Followers, % 84.4
Segment Travel Time, minutes 1.26 Follower Density, followers/mi/ln 27.0 Vehicle LOS E
Facility Results
T Follower Density, followers/mi/ln LOS
1 27.0 E
Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Two-Lane Version 7.9.6 Generated: 04/09/2024 11:35:14 44 PM.xuf
3385
AGENDA ITEM NO. 17.

HCS7 Multilane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/10/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Cumulative Year 2046 plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Shepherd Avenue between
Willow Avenue and Peach
Avenue
Units U.S. Customary
Direction 1 Geometric Data
Direction 1 Eastbound
Number of Lanes (N), 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 55.0 Access Point Density, pts/mi 4.0 Lane Width, ft 12 Left-Side Lateral Clearance (LCR), ft 6 Median Type Divided Total Lateral Clearance (TLC), ft 12 Free-Flow Speed (FFS), mi/h 54.0
Direction 1 Adjustment Factors
Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF) 0.975 Driver Population SAF 0.975 Final Capacity Adjustment Factor (CAF) 0.968 Driver Population CAF 0.968
Direction 1 Demand and Capacity
Volume(V) veh/h 1117 Heavy Vehicle Adjustment Factor (fHV) 0.971 Peak Hour Factor 0.88 Flow Rate (Vp), pc/h/ln 654
Total Trucks, % 3.00 Capacity (c), pc/h/ln 2052
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 1986 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.33 Direction 1 Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 52.6 Total Lateral Clearance Adj. (fLLC) 0.0 Density (D ), pc/mi/ln 12.4 Median Type Adjustment (fM) 0.0 Level of Service (LOS) B Access Point Density Adjustment (fA) 1.0
Direction 1 Bicycle LOS
Flow Rate in Outside Lane (vOL),veh/h 635 Effective Speed Factor (St) 4.62 Effective Width of Volume (Wv), ft 18 Bicyle LOS Score (BLOS) 3.18 Average Effective Width (We), ft 24 Bicycle Level of Service (LOS) C 3386
AGENDA ITEM NO. 17.

Direction 2 Geometric Data
Direction 2 Westbound
Number of Lanes (N), 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 55.0 Access Point Density, pts/mi 4.0 Lane Width, ft 12 Left-Side Lateral Clearance (LCR), ft 6 Median Type Divided Total Lateral Clearance (TLC), ft 12 Free-Flow Speed (FFS), mi/h 54.0
Direction 2 Adjustment Factors
Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF) 0.975 Driver Population SAF 0.975 Final Capacity Adjustment Factor (CAF) 0.968 Driver Population CAF 0.968
Direction 2 Demand and Capacity
Volume(V) veh/h 1042 Heavy Vehicle Adjustment Factor (fHV) 0.971 Peak Hour Factor 0.88 Flow Rate (Vp), pc/h/ln 610
Total Trucks, % 3.00 Capacity (c), pc/h/ln 2052
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 1986 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.31 Direction 2 Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 52.6 Total Lateral Clearance Adj. (fLLC) 0.0 Density (D ), pc/mi/ln 11.6 Median Type Adjustment (fM) 0.0 Level of Service (LOS) B Access Point Density Adjustment (fA) 1.0
Direction 2 Bicycle LOS
Flow Rate in Outside Lane (vOL),veh/h 635 Effective Speed Factor (St) 4.62 Effective Width of Volume (Wv), ft 18 Bicyle LOS Score (BLOS) 3.18 Average Effective Width (We), ft 24 Bicycle Level of Service (LOS) C Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Multilane Version 7.9.6 Generated: 04/10/2024 08:51:32 43 AM - Improved.xuf
3387
AGENDA ITEM NO. 17.

HCS7 Multilane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/10/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Cumulative Year 2046 plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Shepherd Avenue between
Willow Avenue and Peach
Avenue
Units U.S. Customary
Direction 1 Geometric Data
Direction 1 Eastbound
Number of Lanes (N), 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 55.0 Access Point Density, pts/mi 4.0 Lane Width, ft 12 Left-Side Lateral Clearance (LCR), ft 6 Median Type Divided Total Lateral Clearance (TLC), ft 12 Free-Flow Speed (FFS), mi/h 54.0
Direction 1 Adjustment Factors
Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF) 0.975 Driver Population SAF 0.975 Final Capacity Adjustment Factor (CAF) 0.968 Driver Population CAF 0.968
Direction 1 Demand and Capacity
Volume(V) veh/h 1340 Heavy Vehicle Adjustment Factor (fHV) 0.971 Peak Hour Factor 0.88 Flow Rate (Vp), pc/h/ln 784
Total Trucks, % 3.00 Capacity (c), pc/h/ln 2052
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 1986 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.39 Direction 1 Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 52.6 Total Lateral Clearance Adj. (fLLC) 0.0 Density (D ), pc/mi/ln 14.9 Median Type Adjustment (fM) 0.0 Level of Service (LOS) B Access Point Density Adjustment (fA) 1.0
Direction 1 Bicycle LOS
Flow Rate in Outside Lane (vOL),veh/h 761 Effective Speed Factor (St) 4.62 Effective Width of Volume (Wv), ft 18 Bicyle LOS Score (BLOS) 3.27 Average Effective Width (We), ft 24 Bicycle Level of Service (LOS) C 3388
AGENDA ITEM NO. 17.

Direction 2 Geometric Data
Direction 2 Westbound
Number of Lanes (N), 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 55.0 Access Point Density, pts/mi 4.0 Lane Width, ft 12 Left-Side Lateral Clearance (LCR), ft 6 Median Type Divided Total Lateral Clearance (TLC), ft 12 Free-Flow Speed (FFS), mi/h 54.0
Direction 2 Adjustment Factors
Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF) 0.975 Driver Population SAF 0.975 Final Capacity Adjustment Factor (CAF) 0.968 Driver Population CAF 0.968
Direction 2 Demand and Capacity
Volume(V) veh/h 1117 Heavy Vehicle Adjustment Factor (fHV) 0.971 Peak Hour Factor 0.88 Flow Rate (Vp), pc/h/ln 654
Total Trucks, % 3.00 Capacity (c), pc/h/ln 2052
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 1986 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.33 Direction 2 Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 52.6 Total Lateral Clearance Adj. (fLLC) 0.0 Density (D ), pc/mi/ln 12.4 Median Type Adjustment (fM) 0.0 Level of Service (LOS) B Access Point Density Adjustment (fA) 1.0
Direction 2 Bicycle LOS
Flow Rate in Outside Lane (vOL),veh/h 761 Effective Speed Factor (St) 4.62 Effective Width of Volume (Wv), ft 18 Bicyle LOS Score (BLOS) 3.27 Average Effective Width (We), ft 24 Bicycle Level of Service (LOS) C Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Multilane Version 7.9.6 Generated: 04/10/2024 08:52:33 43 PM - Improved.xuf
3389
AGENDA ITEM NO. 17.

HCS7 Multilane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/10/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Cumulative Year 2046 plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed AM Peak
Project Description Shepherd Avenue between
Peach Avenue and
Minnewawa Avenue
Units U.S. Customary
Direction 1 Geometric Data
Direction 1 Eastbound
Number of Lanes (N), 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 55.0 Access Point Density, pts/mi 4.0 Lane Width, ft 12 Left-Side Lateral Clearance (LCR), ft 6 Median Type Divided Total Lateral Clearance (TLC), ft 12 Free-Flow Speed (FFS), mi/h 54.0
Direction 1 Adjustment Factors
Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF) 0.975 Driver Population SAF 0.975 Final Capacity Adjustment Factor (CAF) 0.968 Driver Population CAF 0.968
Direction 1 Demand and Capacity
Volume(V) veh/h 1159 Heavy Vehicle Adjustment Factor (fHV) 0.971 Peak Hour Factor 0.89 Flow Rate (Vp), pc/h/ln 670
Total Trucks, % 3.00 Capacity (c), pc/h/ln 2052
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 1986 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.34 Direction 1 Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 52.6 Total Lateral Clearance Adj. (fLLC) 0.0 Density (D ), pc/mi/ln 12.7 Median Type Adjustment (fM) 0.0 Level of Service (LOS) B Access Point Density Adjustment (fA) 1.0
Direction 1 Bicycle LOS
Flow Rate in Outside Lane (vOL),veh/h 651 Effective Speed Factor (St) 4.62 Effective Width of Volume (Wv), ft 18 Bicyle LOS Score (BLOS) 3.19 Average Effective Width (We), ft 24 Bicycle Level of Service (LOS) C 3390
AGENDA ITEM NO. 17.

Direction 2 Geometric Data
Direction 2 Westbound
Number of Lanes (N), 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 55.0 Access Point Density, pts/mi 4.0 Lane Width, ft 12 Left-Side Lateral Clearance (LCR), ft 6 Median Type Divided Total Lateral Clearance (TLC), ft 12 Free-Flow Speed (FFS), mi/h 54.0
Direction 2 Adjustment Factors
Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF) 0.975 Driver Population SAF 0.975 Final Capacity Adjustment Factor (CAF) 0.968 Driver Population CAF 0.968
Direction 2 Demand and Capacity
Volume(V) veh/h 1163 Heavy Vehicle Adjustment Factor (fHV) 0.971 Peak Hour Factor 0.89 Flow Rate (Vp), pc/h/ln 673
Total Trucks, % 3.00 Capacity (c), pc/h/ln 2052
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 1986 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.34 Direction 2 Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 52.6 Total Lateral Clearance Adj. (fLLC) 0.0 Density (D ), pc/mi/ln 12.8 Median Type Adjustment (fM) 0.0 Level of Service (LOS) B Access Point Density Adjustment (fA) 1.0
Direction 2 Bicycle LOS
Flow Rate in Outside Lane (vOL),veh/h 651 Effective Speed Factor (St) 4.62 Effective Width of Volume (Wv), ft 18 Bicyle LOS Score (BLOS) 3.19 Average Effective Width (We), ft 24 Bicycle Level of Service (LOS) C Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Multilane Version 7.9.6 Generated: 04/10/2024 08:53:41 44 AM - Improved.xuf
3391
AGENDA ITEM NO. 17.

HCS7 Multilane Highway Report
Project Information
Analyst JLB Traffic Engineering, Inc. Date 4/10/2024
Agency JLB Traffic Engineering, Inc. Analysis Year Cumulative Year 2046 plus Project Traffic Conditions
Jurisdiction City of Clovis Time Analyzed PM Peak
Project Description Shepherd Avenue between
Peach Avenue and
Minnewawa Avenue
Units U.S. Customary
Direction 1 Geometric Data
Direction 1 Eastbound
Number of Lanes (N), 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 55.0 Access Point Density, pts/mi 4.0 Lane Width, ft 12 Left-Side Lateral Clearance (LCR), ft 6 Median Type Divided Total Lateral Clearance (TLC), ft 12 Free-Flow Speed (FFS), mi/h 54.0
Direction 1 Adjustment Factors
Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF) 0.975 Driver Population SAF 0.975 Final Capacity Adjustment Factor (CAF) 0.968 Driver Population CAF 0.968
Direction 1 Demand and Capacity
Volume(V) veh/h 1195 Heavy Vehicle Adjustment Factor (fHV) 0.971 Peak Hour Factor 0.87 Flow Rate (Vp), pc/h/ln 708
Total Trucks, % 3.00 Capacity (c), pc/h/ln 2052
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 1986 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.36 Direction 1 Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 52.6 Total Lateral Clearance Adj. (fLLC) 0.0 Density (D ), pc/mi/ln 13.5 Median Type Adjustment (fM) 0.0 Level of Service (LOS) B Access Point Density Adjustment (fA) 1.0
Direction 1 Bicycle LOS
Flow Rate in Outside Lane (vOL),veh/h 687 Effective Speed Factor (St) 4.62 Effective Width of Volume (Wv), ft 18 Bicyle LOS Score (BLOS) 3.22 Average Effective Width (We), ft 24 Bicycle Level of Service (LOS) C 3392
AGENDA ITEM NO. 17.

Direction 2 Geometric Data
Direction 2 Westbound
Number of Lanes (N), 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 55.0 Access Point Density, pts/mi 4.0 Lane Width, ft 12 Left-Side Lateral Clearance (LCR), ft 6 Median Type Divided Total Lateral Clearance (TLC), ft 12 Free-Flow Speed (FFS), mi/h 54.0
Direction 2 Adjustment Factors
Driver Population Mostly Familiar Final Speed Adjustment Factor (SAF) 0.975 Driver Population SAF 0.975 Final Capacity Adjustment Factor (CAF) 0.968 Driver Population CAF 0.968
Direction 2 Demand and Capacity
Volume(V) veh/h 1331 Heavy Vehicle Adjustment Factor (fHV) 0.971 Peak Hour Factor 0.87 Flow Rate (Vp), pc/h/ln 788
Total Trucks, % 3.00 Capacity (c), pc/h/ln 2052
Single-Unit Trucks (SUT), % - Adjusted Capacity (cadj), pc/h/ln 1986 Tractor-Trailers (TT), % - Volume-to-Capacity Ratio (v/c) 0.40 Direction 2 Speed and Density
Lane Width Adjustment (fLW) 0.0 Average Speed (S), mi/h 52.6 Total Lateral Clearance Adj. (fLLC) 0.0 Density (D ), pc/mi/ln 15.0 Median Type Adjustment (fM) 0.0 Level of Service (LOS) B Access Point Density Adjustment (fA) 1.0
Direction 2 Bicycle LOS
Flow Rate in Outside Lane (vOL),veh/h 687 Effective Speed Factor (St) 4.62 Effective Width of Volume (Wv), ft 18 Bicyle LOS Score (BLOS) 3.22 Average Effective Width (We), ft 24 Bicycle Level of Service (LOS) C Copyright © 2024 University of Florida. All Rights Reserved. HCS™ Multilane Version 7.9.6 Generated: 04/10/2024 08:54:26 44 PM - Improved.xuf
3393
AGENDA ITEM NO. 17.
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | I
(559) 570-8991
Appendix I: Traffic Signal Warrants
3394
AGENDA ITEM NO. 17.
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing Traffic Conditions

1. Minnewawa Avenue / Behymer Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Behymer
Avenue
Highest
Approach
Volume =
447 (367) VPH
Minnewawa Avenue Total of Both Approaches =
690 (658) VPH
3395
AGENDA ITEM NO. 17.
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing Traffic Conditions
2 . Minnewawa Avenue / Perrin Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is N ot Met
PM Peak Hour – Signal Warrant is N ot Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Perrin Avenue
Highest
Approach
Volume =
8 (12) VPH
Minnewawa Avenue Total of Both Approaches =
697 (694) VPH
3396
AGENDA ITEM NO. 17.
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing Traffic Conditions

5. Peach Avenue / Shepherd Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Peach Avenue
Highest
Approach
Volume =
105 (107) VPH
Shepherd Avenue Total of Both Approaches =
1142 (12 36) VPH
3397
AGENDA ITEM NO. 17.
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing plus Proj ect Traffic Conditions

1. Minnewawa Avenue / Behymer Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Behymer
Avenue
Highest
Approach
Volume =
447 (367) VPH
Minnewawa Avenue Total of Both Approaches =
710 (664) VPH
3398
AGENDA ITEM NO. 17.
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing plus Proj ect Traffic Conditions
2 . Minnewawa Avenue / Perrin Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is N ot Met
PM Peak Hour – Signal Warrant is N ot Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Perrin Avenue
Highest
Approach
Volume =
104 (84) VPH
Minnewawa Avenue Total of Both Approaches =
632 (652) VPH
3399
AGENDA ITEM NO. 17.
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing plus Proj ect Traffic Conditions

4. Clovis Avenue / Baron Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is N ot Met
PM Peak Hour – Signal Warrant is N ot Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Baron Avenue
Highest
Approach
Volume =
3 (2 4) VPH
Clovis Avenue Total of Both Approaches =
2 46 (169) VPH
3400
AGENDA ITEM NO. 17.
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Existing plus Proj ect Traffic Conditions

5. Peach Avenue / Shepherd Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Peach Avenue
Highest
Approach
Volume =
106 (110) VPH
Shepherd Avenue Total of Both Approaches =
1163 (12 70) VPH
3401
AGENDA ITEM NO. 17.
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
N ear Term plus Proj ect Traffic Conditions

1. Minnewawa Avenue / Behymer Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Behymer
Avenue
Highest
Approach
Volume =
484 (403) VPH
Minnewawa Avenue Total of Both Approaches =
894 (867) VPH
3402
AGENDA ITEM NO. 17.
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
N ear Term plus Proj ect Traffic Conditions
2 . Minnewawa Avenue / Perrin Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Perrin Avenue
Highest
Approach
Volume =
143 (112) VPH
Minnewawa Avenue Total of Both Approaches =
780 (830) VPH
3403
AGENDA ITEM NO. 17.
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
N ear Term plus Proj ect Traffic Conditions

4. Clovis Avenue / Baron Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Baron Avenue
Highest
Approach
Volume =
465 (333) VPH
Clovis Avenue Total of Both Approaches =
544 (859) VPH
3404
AGENDA ITEM NO. 17.
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
N ear Term plus Proj ect Traffic Conditions

5. Peach Avenue / Shepherd Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Peach Avenue
Highest
Approach
Volume =
116 (137) VPH
Shepherd Avenue Total of Both Approaches =
1990 (2 356) VPH
3405
AGENDA ITEM NO. 17.
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Y ear 2 046 plus Proj ect Traffic Conditions

2. Minnew aw a Avenue / Perrin Avenue
AM (PM) Peak H our
AM Peak H our – Signal W arrant is Met
PM Peak H our – Signal W arrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Perrin Avenue
H ighest
Approach
Volume =
212 (138) VPH
Minnew aw a Avenue Total of Both Approaches =
962 (1065) VPH
3407
AGENDA ITEM NO. 17.
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Y ear 2 046 plus Proj ect Traffic Conditions

3. Clovis Avenue / Perrin Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is N ot Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Perrin Avenue
Highest
Approach
Volume =
66 (107) VPH
Clovis Avenue Total of Both Approaches =
1351 (1254) VPH
3408
AGENDA ITEM NO. 17.
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Y ear 2 046 plus Proj ect Traffic Conditions

4. Clovis Avenue / Baron Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Baron Avenue
Highest
Approach
Volume =
465 (333) VPH
Clovis Avenue Total of Both Approaches =
1589 (1790) VPH
3409
AGENDA ITEM NO. 17.
516 W. Shaw Ave., Ste. 103
www.JLBtraffic.com Fresno, CA 93704
[email protected] (559) 570-8991
Warrant 3: Peak Hour (Rural)
Cumulative Y ear 2 046 plus Proj ect Traffic Conditions

5. Peach Avenue / Shepherd Avenue
AM (PM) Peak Hour
AM Peak Hour – Signal Warrant is Met
PM Peak Hour – Signal Warrant is Met
Source: California Manual of Uniform Traffic Control Devices (CA MUTCD 2014 Edition) Chapter 4C: Traffic Control Signal Needs Studies
Part 4: Highway Traffic Signals
November 7, 2014
Peach Avenue
Highest
Approach
Volume =
367 (2 2 7) VPH
Shepherd Avenue Total of Both Approaches =
2 2 2 7 (2 583) VPH
3410
AGENDA ITEM NO. 17.

Vehicle Miles Traveled Analysis

April 19, 2024
Clovis and Perrin Subdivision
Located on the Southwest Corner of Clovis Avenue
and Perrin Avenue
In the City of Clovis, California
Prepared for
Bonadelle Neighborhoods
7030 N. Fruit Avenue, Suite 101
Fresno, CA 93711
Project No. 006-049
Traffic Engineering, Transportation Planning, & Parking Solutions 516 W. Shaw Ave., Ste. 103
Fresno, CA 93710
Phone: (559) 570-8991
www.JLBtraffic.com 3411
AGENDA ITEM NO. 17.

Traffic Engineering, Transportation Planning, & Parking Solutions 516 W. Shaw Ave., Ste. 103
Fresno, CA 93704
Phone: (559) 570-8991
www.JLBtraffic.com
Traffic Engineering, Transportation Planning, & Parking Solutions Z:\01 Projects\006 Clovis\006-049 Clovis Perrin TIA VMT\Report\VMT Report\R20240419 Clovis and Perrin Subdivision VMT Analysis.docx Vehicle Miles Traveled Analysis
For Clovis and Perrin Development located on the Southwest Corner of Clovis Avenue and Perrin Avenue
In the City of Clovis, California
April 19, 2024
This Vehicle Miles Traveled Analysis Report has been prepared under the direction of a licensed Traffic Engineer. The licensed Traffic Engineer attests to the technical information contained therein and has judged the qualifications of any technical specialists providing engineering data from which recommendations, conclusions and decisions are based.

Prepared by:
_________________________________
Jose Luis Benavides, PE, TE
President

_________________________________
Jose Luis Benavides, PE, TE
3412
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Fresno, CA 93704 Page | iii
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Clovis and Perrin Development - City of Clovis
Vehicle Miles Traveled Analysis
April 19, 2024

Table of Contents
Project Description ................................................................................................................................. 1 VMT Analysis.......................................................................................................................................... 1 Regulatory Setting........................................................................................................................................ 1 VMT Results ................................................................................................................................................. 3 VMT Mitigation ............................................................................................................................................ 3 Conclusion.................................................................................................................................................... 4 Study Participants................................................................................................................................... 5 References.............................................................................................................................................. 6 List of Tables
Table I: VMT Results Prior to Mitigation ................................................................................................................. 3 Table II: VMT Mitigation......................................................................................................................................... 4 List of Exhibits
Exhibit A: Project Site Plan
Exhibit B: Fresno COG ABM Output
Exhibit C: VMT Mitigations
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Clovis and Perrin Development - City of Clovis
Vehicle Miles Traveled Analysis
April 19, 2024

Project Description
This report describes a Vehicle Miles Traveled Analysis (VMT) Analysis prepared by JLB Traffic Engineering, Inc. (JLB) for the Clovis and Perrin Development (Project) located on the Southwest Corner of Clovis Avenue and Perrin Avenue in the City of Clovis. The Project proposes to develop the site with 162 single family residential units. Based on information provided to JLB, the Project is consistent with the City of Clovis General Plan. A Project Site Plan is shown in Exhibit A.

VMT Analysis
Regulatory Setting
Senate Bill (SB) 743 requires that relevant California Environmental Quality Act (CEQA) analysis of transportation impacts be conducted using a metric known as VMT instead of level of service (LOS). VMT measures how much actual auto travel (additional miles driven) a proposed project would create on California roads. If the project adds excessive car travel onto our roads, the project may cause a significant transportation impact.

The State CEQA Guidelines were amended to implement SB 743, by adding Section 15064.3. Among its provisions, Section 15064.3 confirms that, except with respect to transportation projects, a project’s effect on automobile delay shall not constitute a significant environmental impact. Therefore, LOS measures of impacts on traffic facilities are no longer a relevant CEQA criteria for transportation impacts.

CEQA Guidelines Section 15064.3(b)(4) states that “[a] lead agency has discretion to choose the most appropriate methodology to evaluate a project’s vehicle miles traveled, including whether to express the change in absolute terms, per capita, per household or in any other measure. A lead agency may use models to estimate a project’s vehicle miles traveled and may revise those estimates to reflect professional judgment based on substantial evidence. Any assumptions used to estimate vehicle miles traveled and any revision to model outputs should be documented and explained in the environmental document prepared for the project. The standard of adequacy in Section 15151 shall apply to the analysis described in this section.”
On October 17, 2022, the City of Clovis adopted the Transportation Impact Analysis Guidelines for VMT pursuant to Senate Bill 743 which was effective on July 1, 2020. The City of Clovis Transportation Impact Analysis Guidelines document was prepared and adopted consistent with the requirements of CEQA Guidelines Sections 15064.3 and 15064.7. The December 2018 Technical Advisory on Evaluating Transportation Impacts in CEQA (TA) published by the Governor's Office of Planning and Research (OPR), was utilized as a reference and guidance document in the preparation of the Clovis VMT thresholds.

The City of Clovis Transportation Impact Analysis Guidelines adopted a screening standard and criteria that can be used to screen out qualified development projects that meet the adopted criteria from needing to prepare a detailed VMT Analysis. These criteria may be size, location, proximity to transit, of trip making potential. In general, development projects that are consistent with the City of Clovis' General Plan and Zoning that meet one or more of the following criteria can be screened out from a quantitative VMT analysis.
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Vehicle Miles Traveled Analysis
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1. Project Located in a Transit Priority Area/High Quality Transit Corridor (within 0.5 miles of a transit stop).

2. Project is Local-serving Retail of less than 100,000 square feet.

3. Project is a Low Trip Generator (Less than 500 average daily trips)

4. Project is 100% Affordable Housing Units

5. Project is located in a Low VMT Zone
This screening tool is consistent with the OPR December 2018 Guidance referenced above. The screening tool includes an analysis of those portions of the City that satisfy the standard of reducing VMT by 13% from existing per capita and per employee VMT averages within the relevant region. The relevant region adopted by the City of Clovis Transportation Impact Analysis Guidelines is Fresno County. The City of Clovis Transportation Impact Analysis Guidelines Section 2.1.1.6. regarding project screening states that "… projects that are inconsistent with the RTP/SCS would not qualify for screening out of a detailed VMT analysis".

For projects that are not screened out, a quantitative analysis of VMT impacts must be prepared and compared against the adopted VMT thresholds of significance. The City of Clovis Transportation Impact Analysis Guidelines document includes thresholds of significance for development projects, transportation projects, and land use plans. These thresholds of significance were developed using the County of Fresno as the applicable region, and the required reduction of VMT (as adopted in the Clovis VMT Thresholds) corresponds to Fresno County’s contribution to the statewide GHG emission reduction target. In order to reach the statewide GHG reduction target of 15%, Fresno County must reduce its GHG emissions by 13%.

The method of reducing GHG by 13% is to reduce VMT by 13% as well.

VMT is simply the product of a number of trips and those trips’ lengths. The first step in a VMT analysis is to establish the baseline average VMT, which requires the definition of a region. The City of Clovis Transportation Impact Analysis Guidelines provide that the Fresno County average VMT per Capita (appropriate for residential land uses) and Employee (appropriate for office/commercial non-retail land uses) are 16.1 and 25.6, respectively. The City’s threshold targets a 13% reduction in VMT for residential and office/commercial non-retail land uses and a net zero (0) increase in regional VMT for commercial retail land uses.

The City’s adopted thresholds for development projects correspond to the regional averages modeled by Fresno COG’s ABM. For residential and office development projects, the adopted threshold of significance is a 13% reduction, which means that projects that generate VMT in excess of a 13% reduction from the existing regional VMT per capita or per employee would have a significant environmental impact. Projects that reduce VMT by 13% or more are less than significant. The adopted threshold for all other land use types that don’t require a General Plan Amendment or Zone Change is no net increase in VMT per employee. The adopted threshold for retail projects is any net increase in Regional VMT compared to the existing Regional VMT. Quantitative assessments of the VMT generated by a development project are determined using the COG ABM, which is a tour-based model.

For mixed use projects, the City of Clovis Transportation Impact Analysis Guidelines state that the VMT can be estimated based on each component of the project, independently, after taking credit for internal trip 3415
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Vehicle Miles Traveled Analysis
April 19, 2024
capture. It also confirms that mixed use projects must use the Fresno COG’s Activity Based Model. The VMT per capita (for the residential component) and the total VMT (for the retail component) is then compared against the relevant threshold.

The target VMT for residential and commercial non-retail land uses are (16.1 X (1-.13) = 14.0) 14.0 VMT per capita and (25.6 X (1-.13) = 22.3) 22.3 VMT per employee, respectively. The target VMT for all other type of land uses that are consistent with the General Plan is 25.6 VMT per employee. The threshold for retail land uses is a net zero (0) increase in Regional VMT for retail land uses (City of Clovis, 2020).

Projects that are consistent with the General Plan and do not meet a VMT Screening Criteria would be required to identify feasible VMT mitigation measures. If it cannot be demonstrated that mitigation would reduce VMT of the proposed Project below the applicable threshold, then a significant and unavoidable impact would be reported. Section 4.2.2.3 of the City of Clovis Transportation Impact Analysis Guidelines states that significant and unavoidable VMT impacts associated with City of Clovis General Plan development have already been disclosed. Thus, the Project can tier off of the Clovis General Plan SEIR with a Mitigated Negative Declaration (MND) with VMT mitigation.

VMT Results
Table I summarizes the VMT results for the Project derived from the Fresno COG ABM. Per the Fresno COG ABM, the Project results in an output of 51.6 VMT per Capita which is greater than the threshold of 14.0 VMT per Capita. Exhibit B presents the Project VMT output from the Fresno COG ABM.

Table I: VMT Results Prior to Mitigation
Project Components Fresno COG Results1 City of Clovis VMT Threshold2 Above VMT Threshold?
Residential 51.6 14.0 Yes
Note: 1 = VMT Results from Fresno COG ABM Output.
2 = VMT Threshold per City of Clovis Transportation Impact Analysis Guidelines.

VMT Mitigation
The VMT mitigation measures considered for this Project include those appropriate for the respective land use as noted in the City of Clovis Transportation Impact Analysis Guidelines. Exhibit C presents a summary of the VMT reduction associated with each mitigation measure utilized in this Report. The selected VMT reduction rates appropriate for the Project were based on the Handbook for Analyzing Greenhouse Gas Emission Reductions, Assessing Climate Vulnerabilities, and Advancing Health and Equity published by the California Air Pollution Control Officers Association (CAPCOA). The mitigation measure found feasible is Increase Residential Density (T-1). As can be seen in Table II, the mitigation measure results in a reduction of 3.1 VMT per Capita. After the application of the mitigation measure, the Project is projected to have a VMT per Capita of 48.5. In conclusion, despite the reductions from the feasible VMT mitigation measure, the Project is projected to result in a significant but unavoidable VMT impact. Section 4.2.2.3 of the Clovis Transportation Impact Analysis Guidelines states that significant and unavoidable VMT impacts associated with City of Clovis General Plan development have already been disclosed. Considering the Project is consistent with the City of Clovis General Plan, the significant and unavoidable VMT impacts have been disclosed. Thus, the Project can tier off the Clovis General Plan SEIR with an MND with VMT mitigation. 3416
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Vehicle Miles Traveled Analysis
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Table II: VMT Mitigation
Project
Components
Fresno COG
Results1
Reduction from
VMT Mitigation²
VMT After
Mitigation
City of Clovis VMT
Threshold²
Above VMT
Threshold?
Residential 51.6 3.1 48.5 14.0 Yes
Note: 1 = VMT Results from Kittelson & Associates per Fresno COG ABM. 2 = VMT Thresholds and Mitigations per City of Clovis Transportation Impact Analysis Guidelines.

Conclusion
Conclusions regarding the VMT Analysis of the proposed Project are provided below. • Per the Fresno COG VMT Analysis output, the Project is projected to result in a VMT per Capita of 51.6 prior to mitigation.
• The mitigation measure found feasible is Increase Residential Density (T-1). • After the implementation of feasible mitigations measure, the Project’s VMT per Capita would be reduced by 3.1. Therefore, the Project is projected to yield 48.5 VMT per Capita. • The City of Clovis threshold for residential projects is 14.0 VMT per Capita. • Therefore, the Project is projected to result in significant but unavoidable VMT impacts. • The Project is consistent with the City of Clovis General Plan. • Since significant and unavoidable VMT impacts associated with City of Clovis General Plan development have already been disclosed, the Project, which includes the VMT mitigation measure presented within this report, can be processed with an MND. 3417
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Clovis and Perrin Development - City of Clovis
Vehicle Miles Traveled Analysis
April 19, 2024

Study Participants
JLB Traffic Engineering, Inc. Personnel:

Jose Luis Benavides, PE, TE Project Manager
Matthew Arndt, EIT Engineer I/II
Christian Sanchez, EIT Engineer I/II
Adrian Benavides Engineering Aide
Carlos Topete Engineering Aide
Dennis Wynn Sr. Engineering Technician
Persons Consulted:

John Bonadelle Bonadelle Neighborhoods
Trent Walker Bonadelle Neighborhoods
Sean Smith, PE City of Clovis
Mike Aronson, PE Kittleson & Associates
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References
California Air Pollution Control Officers Association. 2021. "Handbook for Analyzing Greenhouse Gas Emission Reductions, Assessing Climate Vulnerabilities, and Health and Equity". Sacramento: State of California.

Caltrans. 2020. "Vehicle Miles Traveled-Focused Transportation Impact Study Guide". Sacramento: State of California.

Caltrans. 2021. "California Manual On Uniform Traffic Control Devices". Sacramento: State of California.

City of Clovis. 2014. "Clovis General Plan". Clovis: City of Clovis.

City of Clovis. 2022. "Transportation Impact Analysis Guidelines". Clovis: City of Clovis.

County of Fresno. 2000. "Fresno County General Plan". Fresno: Fresno County.

Governor's Office of Planning and Research. 2018. Technical Advisory On Evaluating Transportation Impacts In CEQA. Ebook. Sacramento: State of California.

Institute of Transportation Engineers. 2021. "Trip Generation Manual: 11th Edition". Washington: Institute of Transportation Engineers. Vol. 1-3.
3419
AGENDA ITEM NO. 17.
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | A
(559) 570-8991
Exhibit A: Project Site Plan
3420
AGENDA ITEM NO. 17.
00 I

PERRIN AVENUE
1y
A
OUTLOT
00 5
4 3 2
1 131 130 129 128 126 125 O
—37’— —37'— —37‘

54.3’
NO GJ C0‘
NO
A 124 t,20
Cl CTT
N
6 83.7’
123
6 1
mW
7 162 151 —37.2’—
1 1
161 152 143 134
8 37.2’—
------ 60’ •60’------
160 142
—
9 71.8‘
-1—60’-
136
GJ
154 150 141
10 159 -37.2' 1
149 146 110 137
1 1 158
. — 34
-
n -20′8
118
Z 21
1 W I
o - 18’ — cn
30 29, 28 26 25 24 22 157 156 148
i
33 32 31
_| I CO |_I
l
■ ■ E 66.5 • —______ ___

T--------
± 117
UI
20’
11 35 _ —37’
1 J. £
T 13 =
113‘
116
I
..L
B U
19 3
14 (LI
i
115
1 -------72.6'-------- 36 37 38 39 10 41 42 13 44 99 100 101 102 103 104 105 106 107 108 109 =2
2 1
/ —37’—
N
N. S PARK —37’— ---- -38.5’- —38.5‘—38.2‘—
co! O 11,639 SF 24.6’
54 137.2‘
48 47 16 45
18 15 113 51 50 49
Luu
52 — -33.2’- 98 97 96 95 9 1 93 92 91 89 88 ---- -33.2’- -24’
-33.2’'
0--
6 16
y ------ 60’- f 112
60‘——
k
T
NOO
- -10’
f
56 5
i 58 59 60 61 62 63 64 65 66 67 68 69 70 71 73 74 75 76 78 79 80S 81 82 83 84 85 86 87 —
L—40‘ ■40’— —37’—
—37’——40'-
+■40'——37’—
IN
SCALE: 1” = 100’
LAYOUT 5 - 37'x60' LOTS

WITH PASEO CORNER
8-14-23
OLA II
I IIIIIIIIII I1II I1
•60.1'—-
145
135
-69.9’-
6 Harbour & Associates
Civil Engineers
389 Clovis Avenue, Suite 300 •Clovis, California 93612(559) 325 -7676 • Fax (559) 325 -7699 • e-mail [email protected] GJ
! co
'"T
GJ
N
.11
20 -60’----- -
T
T

T GJ GJ
Ol L
139
------ 60'-
03 o1
147
•78.8’------- -
=
NO NO f

72.1'--- 1
144 SC
i
GJ
NO
_U
y

SITE INFO
37' X 60’ LOTS14.57 GROSS AC13.95 NET AC162 LOTSDENSITY: 11.61 U/AC 87 PARKING STALLSMAXIMUM LOTS:

MEDIUM - 7.0 DU/AC * 4.71 NET AC = 32.97 DU
MEDIUM-HIGH - 15 DU/AC * 9.24 NET AC = 138.60 DU
TOTAL DU ALLOWED = (32.97+138.6) = 171 LOTS
q9
17 —60‘-
NO i
PARK
13,358 SF
114
------64.2’----- -
’ -42"560—=
NO i
-
12 ------ 60’-------
4 I
GJ8 -zg- 1195 1
111
----- 64.2’-
1 90^
CD O
CD O
138
-64.5’------
NO
4 GJ
3421
AGENDA ITEM NO. 17.
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | B
(559) 570-8991
Exhibit B: Fresno COG ABM Output
3422
AGENDA ITEM NO. 17.

FILENAME: H:\29\29745 - CLOVIS PERRIN RESIDENTIAL TIA SUPPORT\DELIVERABLES\VMT\29745_CLOVIS_PERRIN_VMT_20231201.DOCX

MEMORANDUM
Kittelson & Associates, Inc. (Kittelson) has applied the Fresno activity-based travel model to evaluate vehiclemiles of travel (VMT) associated with proposed single-family residential project located on the southwest corner of Clovis Avenue and Perrin Avenue in the City of Clovis. The project will include approximately 162 single family residential units. A new TAZ 2856 was created for the 162 single-family units.

Project VMT
The VMT associated with the proposed project is listed in Table 1. The VMT per employee for the project of 51.6 (16.3 internal, 35.3 external) would exceed the impact threshold, based on 13 percent below the regional average, by 268 percent.

Table 1: Clovis Perrin Residential Project VMT
Per Capita Per Employee
Project VMT from 2019 Model 47.8 n/a
Adjustment for New/Old Model 1.08 n/a
Project VMT 51.6 n/a
155 Grand Avenue, Suite 505
Oakland, CA 94612
P 510.839.1742 F 510.839.0871
December 1, 2023 Project #: 29745
To: Mr. Jose Luis Benavides, P.E., President
JLB Traffic Engineering, Inc.
516 W. Shaw Ave., Suite 103
Fresno CA 93704
CC: Matt Arndt, JLB
From: Mike Aronson, P.E.

RE: Clovis Perrin Residential VMT

KKITTELSON
&ASSOCIATES
3423
AGENDA ITEM NO. 17.
www.JLBtraffic.com
[email protected]
516 W. Shaw Ave., Ste. 103
Fresno, CA 93704 App | C
(559) 570-8991
Exhibit C: VMT Mitigations
3424
AGENDA ITEM NO. 17.
1404
Residential

51.6 14.0

72.8%
Measure VMT Mitigation Maximum Reduction VMT Reduction (%) T-1 Increase Residential Density 30.0% 6.1%
T-2 Increase Job Density 30.0% 0.0%
T-3 Provide Transit-Oriented Development 31.0% 0.0%
T-4 Integrate Affordable and Below Market Rate Housing 28.6% 0.0%

65.0% 6.1%
T-5 Implement CTR Program (Voluntary) 4.0% 0.0%
T-6 Implement CTR Program (Mandatory and Monitoring) 26.0% 0.0% T-7 Implement CTR Marketing 4.0% 0.0%
T-8 Provide Ridesharing Program 8.0% 0.0%
T-9 Implement Subsidized or Discounted Transit Program 5.5% 0.0% T-10 Provide End-of-Trip Bicycle Facilities 4.4% 0.0%
T-11 Provide Employer-Sponsored Vanpool 20.4% 0.0%
T-12 Price Workplace Parking 20.0% 0.0%
T-13 Implement Employee Parking Cash-Out 12.0% 0.0%

45.0% 0.0%
T-14 Provide Electric Vehicle Charging Infrastructure 11.9% 0.0% T-15 Limit Residential Parking Supply 13.7% 0.0%
T-16 Unbundle Residential Parking Costs from Property Costs 15.7% 0.0%

35.0% 0.0%

70.0% 6.1%
T-17 Improve Street Connectivity 30.0% 0.0%
T-18 Provide Pedestrian Network Improvement 6.4% 0.0%
T-19-A Construct or Improve Bike Facility 0.8% 0.0%
T-19-B Construct or Improve Bike Boulevard 0.2% 0.0%
T-20 Expand Bikeway Network 0.5% 0.0%
T-21-A Implement Conventional Carshare Program 0.15% 0.0% T-21-B Implement Electric Carshare Program 0.18% 0.0%
T-22-A Implement Pedal (Non-Electric) Bikeshare Program 0.02% 0.0% T-22-B Implement Electric Bikeshare Program 0.06% 0.0%
% deviation from target threshold:

Project/Site Scale
Land Use
Combined Land Use
Trip Reduction Programs
Clovis and Perrin Subdivision VMT Analysis
TAZ:

Land Use:

Fresno COG VMT Output:

City of Clovis VMT Threshold:

Combined Parking or Road Pricing/Management
Combined Project/Site Scale Mitigations
Plan/Community Scale
Land Use
Neighborhood Design
Parking or Road Pricing/Management
Combined Trip Reduction Programs
3425
AGENDA ITEM NO. 17.

T-22-C Implement Implement Scootershare Program 0.7% 0.0%

10.0% 0.0%
T-23 Provide Community-Based Travel Planning 2.3% 0.0%
T-24 Implement Market Price Public Parking (On-Street) 30.0% 0.0% T-25 Extend Transit Network Coverage or Hours 4.6% 0.0% T-26 Increase Transit Service Frequency 11.3% 0.0%
T-27 Implement Transit-Supportive Roadway Treatments 0.6% 0.0% T-28 Provide Bus Rapid Transit 13.8% 0.0%
T-29 Reduce Transit Fares 1.2% 0.0%

15.0% 0.0%

70.0% 0.0%
T-30 Use Cleaner-Fuel Vehicles N/A N/A
1404
Residential

51.6 -3.1

48.5 14.01
Target VMT Satisfied? FALSE
VMT Mitigation Calculations
TAZ:

Land Use:

Fresno COG VMT Output:

Mitigation VMT Reduction:

Project VMT after Mitigations:

City of Clovis VMT Threshold:

Clean Vehicles and Fuels
Combined Neighborhood Design
Trip Reduction Programs
Parking Or Road Pricing/Management
Transit
Combined Transit
Combined Project/Site Scale Mitigations
3426
AGENDA ITEM NO. 17.

Clovis City CouncilDecember 16, 2024

Clovis City Council
December 16, 2024