Agenda packet — Hollister City Council, November 6, 2023 (part 4 of 7)

E.3.e
Packet Pg. 1049

FHWA Highway Noise Prediction Model (FHWA-RD-77-108) with California Vehicle Noise (CALVENO) Emission Levels Project Name: Sanchez Mesa Apartments Project
Project Number: 197008182.1.650
Scenario:Existing Plus Project
Ldn/CNEL:Ldn
Assumed 24-Hour Traffic Distribution: Day Evening Night Total ADT Volumes 77.70% 12.70% 9.60%
Medium-Duty Trucks 87.43% 5.05% 7.52%
Heavy-Duty Trucks 89.10% 2.84% 8.06%
Vehicle Mix Distance from Centerline of Roadway
Median ADT Speed Alpha Medium Heavy Ldn at Distance to Contour # Roadway Segment Lanes Width Volume (mph) Factor Trucks Trucks 100 Feet 70 Ldn 65 Ldn 60 Ldn 55 Ldn 3 San Juan Road Between SR-156 and Graf Rd 2 12 8,880 40 0 2.0% 1.0% 60.9 - 39 122 387 4 San Juan Road Between Graf Rd and Project Hwy 2 12 9,260 40 0 2.0% 1.0% 61.1 - 40 128 404 5 San Juan Road Between Project Hwy and Miller Rd 2 12 9,840 40 0 2.0% 1.0% 61.3 - 43 136 429 6 San Juan Road Between Miller Road and Westide Blvd 2 12 13,210 40 0 2.0% 1.0% 62.6 - 58 182 576 1 Distance is from the centerline of the roadway segment to the receptor location. "-" = contour is located within the roadway right-of-way.

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E.3.e
Packet Pg. 1050

FHWA Highway Noise Prediction Model (FHWA-RD-77-108) with California Vehicle Noise (CALVENO) Emission Levels Project Name: Sanchez Mesa Apartments Project
Project Number: 197008182.1.650
Scenario:Opening Year
Ldn/CNEL:Ldn
Assumed 24-Hour Traffic Distribution: Day Evening Night Total ADT Volumes 77.70% 12.70% 9.60%
Medium-Duty Trucks 87.43% 5.05% 7.52%
Heavy-Duty Trucks 89.10% 2.84% 8.06%
Vehicle Mix Distance from Centerline of Roadway
Median ADT Speed Alpha Medium Heavy Ldn at Distance to Contour # Roadway Segment Lanes Width Volume (mph) Factor Trucks Trucks 100 Feet 70 Ldn 65 Ldn 60 Ldn 55 Ldn 3 San Juan Road Between SR-156 and Graf Rd 2 12 10,820 40 0 2.0% 1.0% 61.7 - 47 149 472 4 San Juan Road Between Graf Rd and Project Hwy 2 12 11,210 40 0 2.0% 1.0% 61.9 - 49 154 489 5 San Juan Road Between Project Hwy and Miller Rd 2 12 11,730 40 0 2.0% 1.0% 62.1 - 51 162 511 6 San Juan Road Between Miller Road and Westide Blvd 2 12 15,650 40 0 2.0% 1.0% 63.3 - 68 216 682 1 Distance is from the centerline of the roadway segment to the receptor location. "-" = contour is located within the roadway right-of-way.

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E.3.e
Packet Pg. 1051

FHWA Highway Noise Prediction Model (FHWA-RD-77-108) with California Vehicle Noise (CALVENO) Emission Levels Project Name: Sanchez Mesa Apartments Project
Project Number: 197008182.1.650
Scenario:Opening Year Plus Project
Ldn/CNEL:Ldn
Assumed 24-Hour Traffic Distribution: Day Evening Night Total ADT Volumes 77.70% 12.70% 9.60%
Medium-Duty Trucks 87.43% 5.05% 7.52%
Heavy-Duty Trucks 89.10% 2.84% 8.06%
Vehicle Mix Distance from Centerline of Roadway
Median ADT Speed Alpha Medium Heavy Ldn at Distance to Contour # Roadway Segment Lanes Width Volume (mph) Factor Trucks Trucks 100 Feet 70 Ldn 65 Ldn 60 Ldn 55 Ldn 3 San Juan Road Between SR-156 and Graf Rd 2 12 11,180 40 0 2.0% 1.0% 61.9 - 49 154 487 4 San Juan Road Between Graf Rd and Project Hwy 2 12 11,570 40 0 2.0% 1.0% 62.0 - 50 159 504 5 San Juan Road Between Project Hwy and Miller Rd 2 12 12,160 40 0 2.0% 1.0% 62.2 - 53 168 530 6 San Juan Road Between Miller Road and Westide Blvd 2 12 16,010 40 0 2.0% 1.0% 63.4 - 70 221 698 1 Distance is from the centerline of the roadway segment to the receptor location. "-" = contour is located within the roadway right-of-way.

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E.3.e
Packet Pg. 1052

FHWA Highway Noise Prediction Model (FHWA-RD-77-108) with California Vehicle Noise (CALVENO) Emission Levels Project Name: Sanchez Mesa Apartments Project
Project Number: 197008182.1.650
Scenario:Horizon Year
Ldn/CNEL:Ldn
Assumed 24-Hour Traffic Distribution: Day Evening Night Total ADT Volumes 77.70% 12.70% 9.60%
Medium-Duty Trucks 87.43% 5.05% 7.52%
Heavy-Duty Trucks 89.10% 2.84% 8.06%
Vehicle Mix Distance from Centerline of Roadway
Median ADT Speed Alpha Medium Heavy Ldn at Distance to Contour # Roadway Segment Lanes Width Volume (mph) Factor Trucks Trucks 100 Feet 70 Ldn 65 Ldn 60 Ldn 55 Ldn 3 San Juan Road Between SR-156 and Graf Rd 2 12 13,210 40 0 2.0% 1.0% 62.6 - 58 182 576 4 San Juan Road Between Graf Rd and Project Hwy 2 12 13,690 40 0 2.0% 1.0% 62.8 - 60 189 597 5 San Juan Road Between Project Hwy and Miller Rd 2 12 14,210 40 0 2.0% 1.0% 62.9 - 62 196 619 6 San Juan Road Between Miller Road and Westide Blvd 2 12 18,690 40 0 2.0% 1.0% 64.1 - 81 258 815 1 Distance is from the centerline of the roadway segment to the receptor location. "-" = contour is located within the roadway right-of-way.

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E.3.e
Packet Pg. 1053

FHWA Highway Noise Prediction Model (FHWA-RD-77-108) with California Vehicle Noise (CALVENO) Emission Levels Project Name: Sanchez Mesa Apartments Project
Project Number: 197008182.1.650
Scenario:Horizon Year
Ldn/CNEL:Ldn
Assumed 24-Hour Traffic Distribution: Day Evening Night Total ADT Volumes 77.70% 12.70% 9.60%
Medium-Duty Trucks 87.43% 5.05% 7.52%
Heavy-Duty Trucks 89.10% 2.84% 8.06%
Vehicle Mix Distance from Centerline of Roadway
Median ADT Speed Alpha Medium Heavy Ldn at Distance to Contour # Roadway Segment Lanes Width Volume (mph) Factor Trucks Trucks 100 Feet 70 Ldn 65 Ldn 60 Ldn 55 Ldn 3 San Juan Road Between SR-156 and Graf Rd 2 12 13,570 40 0 2.0% 1.0% 62.7 - 59 187 591 4 San Juan Road Between Graf Rd and Project Hwy 2 12 14,050 40 0 2.0% 1.0% 62.9 - 61 194 612 5 San Juan Road Between Project Hwy and Miller Rd 2 12 14,640 40 0 2.0% 1.0% 63.0 - 64 202 638 6 San Juan Road Between Miller Road and Westide Blvd 2 12 19,050 40 0 2.0% 1.0% 64.2 - 83 263 830 1 Distance is from the centerline of the roadway segment to the receptor location. "-" = contour is located within the roadway right-of-way.

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E.3.e
Packet Pg. 1054

Roadway Construction Noise Model (RCNM),Version 1.1
Report date:4/19/2022
Case Description: Arch Coating
‐‐‐‐ Receptor #1 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Residential Residential 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Compressor (air)No 40 77.7 185 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Compressor (air)66.3 62.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 66.3 62.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.
‐‐‐‐ Receptor #2 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Commercial Commercial 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Compressor (air)No 40 77.7 240 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Compressor (air)64 60.1 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 64 60.1 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.
‐‐‐‐ Receptor #3 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Industrial Industrial 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Compressor (air)No 40 77.7 370 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Compressor (air)60.3 56.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 60.3 56.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.

E.3.e
Packet Pg. 1055

Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 4/19/2022
Case Description: Construction
‐‐‐‐ Receptor #1 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Residential Residential 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Crane No 16 80.6 185 0
Man Lift No 20 74.7 185 0
Generator No 50 80.6 185 0
Tractor No 40 84 185 0
Water Jet deleading No 20 92.1 185 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Crane 69.2 61.2 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Man Lift 63.3 56.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Generator 69.3 66.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Tractor 72.6 68.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Water Jet deleading 80.7 73.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 80.7 75.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.
‐‐‐‐ Receptor #2 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Commercial Commercial 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Crane No 16 80.6 240 0
Man Lift No 20 74.7 240 0
Generator No 50 80.6 240 0
Tractor No 40 84 240 0
Water Jet deleading No 20 92.1 240 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Crane 66.9 59 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Man Lift 61.1 54.1 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Generator 67 64 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Tractor 70.4 66.4 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Water Jet deleading 78.5 71.5 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 78.5 73.4 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.
‐‐‐‐ Receptor #3 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Industrial Industrial 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Crane No 16 80.6 370 0
Man Lift No 20 74.7 370 0
Generator No 50 80.6 370 0
Tractor No 40 84 370 0
Water Jet deleading No 20 92.1 370 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Crane 63.2 55.2 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Man Lift 57.3 50.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Generator 63.2 60.2 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Tractor 66.6 62.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Water Jet deleading 74.7 67.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 74.7 69.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.

E.3.e
Packet Pg. 1056

Roadway Construction Noise Model (RCNM),Version 1.1
Report date:4/19/2022
Case Description: Demo
‐‐‐‐ Receptor #1 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Residential Residential 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Concrete Saw No 20 89.6 185 0
Excavator No 40 80.7 185 0
Dozer No 40 81.7 185 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Concrete Saw 78.2 71.2 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Excavator 69.3 65.4 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Dozer 70.3 66.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 78.2 73.2 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.
‐‐‐‐ Receptor #2 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Commercial Commercial 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Concrete Saw No 20 89.6 240 0
Excavator No 40 80.7 240 0
Dozer No 40 81.7 240 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Concrete Saw 76 69 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Excavator 67.1 63.1 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Dozer 68 64.1 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 76 71 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.
‐‐‐‐ Receptor #3 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Industrial Industrial 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Concrete Saw No 20 89.6 370 0
Excavator No 40 80.7 370 0
Dozer No 40 81.7 370 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Concrete Saw 72.2 65.2 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Excavator 63.3 59.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Dozer 64.3 60.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 72.2 67.2 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.

E.3.e
Packet Pg. 1057

Roadway Construction Noise Model (RCNM),Version 1.1
Report date:4/19/2022
Case Description: Grading
‐‐‐‐ Receptor #1 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Residential Residential 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Excavator No 40 80.7 185 0
Grader No 40 85 185 0
Dozer No 40 81.7 185 0
Tractor No 40 84 185 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Excavator 69.3 65.4 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Grader 73.6 69.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Dozer 70.3 66.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Tractor 72.6 68.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 73.6 73.9 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.
‐‐‐‐ Receptor #2 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Commercial Commercial 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Excavator No 40 80.7 240 0
Grader No 40 85 240 0
Dozer No 40 81.7 240 0
Tractor No 40 84 240 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Excavator 67.1 63.1 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Grader 71.4 67.4 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Dozer 68 64.1 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Tractor 70.4 66.4 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 71.4 71.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.
‐‐‐‐ Receptor #3 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Industrial Industrial 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Excavator No 40 80.7 370 0
Grader No 40 85 370 0
Dozer No 40 81.7 370 0
Tractor No 40 84 370 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Excavator 63.3 59.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Grader 67.6 63.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Dozer 64.3 60.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Tractor 66.6 62.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 67.6 67.8 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.

E.3.e
Packet Pg. 1058

Roadway Construction Noise Model (RCNM),Version 1.1
Report date:4/19/2022
Case Description: Paving
‐‐‐‐ Receptor #1 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Residential Residential 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Paver No 50 77.2 185 0
Roller No 20 80 185 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Paver 65.9 62.8 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Roller 68.6 61.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 68.6 65.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.
‐‐‐‐ Receptor #2 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Commercial Commercial 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Paver No 50 77.2 240 0
Roller No 20 80 240 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Paver 63.6 60.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Roller 66.4 59.4 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 66.4 63 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.
‐‐‐‐ Receptor #3 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Industrial Industrial 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Paver No 50 77.2 370 0
Roller No 20 80 370 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Paver 59.8 56.8 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Roller 62.6 55.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 62.6 59.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.

E.3.e
Packet Pg. 1059

Roadway Construction Noise Model (RCNM),Version 1.1
Report date:4/19/2022
Case Description: Site Prep
‐‐‐‐ Receptor #1 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Residential Residential 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Tractor No 40 84 185 0
Dozer No 40 81.7 185 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Tractor 72.6 68.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Dozer 70.3 66.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 72.6 70.7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.
‐‐‐‐ Receptor #2 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Commercial Commercial 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Tractor No 40 84 240 0
Dozer No 40 81.7 240 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Tractor 70.4 66.4 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Dozer 68 64.1 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 70.4 68.4 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.
‐‐‐‐ Receptor #3 ‐‐‐‐
Baselines (dBA)
Description Land Use Daytime Evening Night
Industrial Industrial 1 1 1
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Description Device Usage(%) (dBA) (dBA) (feet) (dBA)
Tractor No 40 84 370 0
Dozer No 40 81.7 370 0
Results
Calculated (dBA)Noise Limits (dBA)Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
Equipment *Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Tractor 66.6 62.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Dozer 64.3 60.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Total 66.6 64.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A *Calculated Lmax is the Loudest value.

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Appendix H
Transportation Impact Analysis Memo

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TRANSPORTATION IMPACT

ANALYSIS
1550 San Juan Road, Hollister CA

PREPARED FOR:

CITY OF HOLLISTER

APRIL 2022 | DRAFT
Prepared By:

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WARNING!
The electronic data files ("Files") furnished by Kimley-Horn and Associates, Inc. to the intended receiver of the Files ("Receiving Party") are provided only for the convenience of Receiving Party and only for its sole use.

In the case of any defects in the Files or any discrepancies between the electronic Files and the hardcopy of the Files prepared by Kimley-Horn, the hardcopy shall govern. Only printed copies of documents conveyed by Kimley-Horn may be relied upon. Any use of the information obtained or derived from these electronic files will be at the Receiving Party's sole risk. Because data stored in electronic media format can deteriorate or be modified inadvertently or otherwise without authorization of the data's creator, the Receiving Party agrees that it has 60 days to perform acceptance tests, after which it shall be deemed to have accepted the data transferred. Receiving Party accepts the Files on an "as is" basis with all faults. There are no express warranties made by Kimley- Horn with respect to the Files, and any implied warranties are excluded.

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CONTENTS

Contents .................................................................................................................................... iii Tables ........................................................................................................................................ iv Figures ....................................................................................................................................... iv Executive Summary ..................................................................................................................... i California Environmental Quality Act (CEQA) ANALYSIS ................................................................ i Local Transportation Analysis (LTA) ................................................................................................ iii

1. Introduction ........................................................................................................................... 1

2. California Environmental Quality Act (CEQA) Analysis .......................................................... 4 Transportation CEQA Guidelines ..................................................................................................... 4 Transportation CEQA Compliance ................................................................................................... 4

3. Local Transporation Analysis Methodology ......................................................................... 10 Study Area ..................................................................................................................................... 10 Level of Service Standards ............................................................................................................ 11 Queuing .......................................................................................................................................... 13 Report Organization ....................................................................................................................... 14

4. Existing Conditions .............................................................................................................. 15 Existing Roadway Network ............................................................................................................ 15 Existing Transit Facilities................................................................................................................ 15 Existing Pedestrian Facilities ......................................................................................................... 17 Existing Bicycle Facilities ............................................................................................................... 17 Existing Lane Configuration and Traffic Control ............................................................................ 18 Existing Peak-Hour Turning Movement Volumes .......................................................................... 18 Existing Intersection Level of Service ............................................................................................ 18

5. Existing Plus Project Conditions .......................................................................................... 21 Proposed Site Use ......................................................................................................................... 21 Trip Generation .............................................................................................................................. 21 Project Trip Distribution and Assignment ....................................................................................... 23 Existing Plus Project Intersection Level of Service ........................................................................ 23

6. Background Traffic Conditions ............................................................................................ 28 Background Transportation Improvements .................................................................................... 28 Background Traffic Volumes .......................................................................................................... 28 Background Intersection Level of Service...................................................................................... 28 Background Plus Project Intersection Level of Service ................................................................. 32

7. Cumulative Traffic Conditions .............................................................................................. 35 Cumulative Transportation Improvements ..................................................................................... 35 Cumulative Traffic Volume ............................................................................................................. 35 Cumulative Intersections Level of Service ..................................................................................... 35 Cumulative Plus Project Intersection Level of Service .................................................................. 37 E.3.e
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8. Vehicle Queuing and Site access and circulation ................................................................ 40 Vehicle Queuing ............................................................................................................................. 40 Site Access and Circulation ........................................................................................................... 40

9. Public Transit, Bicycle, and Pedestrian Facilities ................................................................. 41 Transit ............................................................................................................................................ 41 Pedestrian ...................................................................................................................................... 41 Bicycle ............................................................................................................................................ 42

10. Summary of Impacts and Recommended Mitigations .......................................................... 43 APPENDIX ................................................................................................................................ 44

TABLES
Table 1 - Intersection Level of Service Definitions .....................................................................12 Table 2 - Existing Intersection Level of Service Summary .........................................................18 Table 3 - Project Trip Generation ..............................................................................................22 Table 4 - Existing Plus Project Intersection Level of Service Summary .....................................27 Table 5 - Background Intersection Level of Service Summary ..................................................32 Table 6 - Background Plus Project Intersection Level of Service Summary ...............................34 Table 7 - Cumulative Intersection Level of Service Summary ....................................................35 Table 8 - Cumulative Plus Project Intersection Level of Service Summary ................................39

FIGURES
Figure 1 – Site Plan ................................................................................................................... 2 Figure 2 - Project Location and Study Intersections ................................................................... 3 Figure 3 – Existing Transit Facilities ........................................................................................... 6 Figure 4 – Existing Bicycle Facilities .......................................................................................... 7 Figure 5 - Existing Lane Geometry and Traffic Control ..............................................................19 Figure 6 - Existing Peak Hour Turning Movement Volumes ......................................................20 Figure 7 - Project Trip Distribution .............................................................................................24 Figure 8 – Project Generated Peak Hour Turning Movement Volumes .....................................25 Figure 9 - Existing Plus Project Peak Hour Turning Movement Volumes...................................26 Figure 10 - Background Lane Geometry and Traffic Control .....................................................29 Figure 11 – Approved and Pending Project Locations ...............................................................30 Figure 12 – Background Peak Hour Turning Movement Volumes .............................................31 Figure 13 - Background Plus Project Peak Hour Turning Movement Volumes ..........................33 Figure 14 - Cumulative Peak Hour Turning Movement Volume .................................................36 Figure 15 - Cumulative Plus Project Peak Hour Turning Movement Volumes ...........................38

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EXECUTIVE SUMMARY
The 1550 San Juan Road Project (“Project”), proposes to construct 157 multi-family residential units with a community building and a 3,750 square-foot commercial building on the vacant land south of San Juan Road/4th Street between Graf Road and Miller Road. The site would be accessed by an unsignalized, full access driveway along San Juan Road/4th Street.

This transportation study was prepared to determine potential deficiencies related to the project based on standards and methodologies set forth by the City of Hollister (City) and California Department of Transportation (Caltrans) and addresses potential impacts under the California Environmental Quality Act (CEQA). Potential impacts related to vehicle miles traveled (VMT), geometric designs, emergency access, and facilities for alternative modes of transportation including pedestrian, bicycle, and transit facilities will be reviewed. As this study is intended to assist the City in making findings under CEQA, it should be noted that CEQA recognizes VMT as the primary standard of review for project impacts rather than intersection level of service (LOS). Therefore, LOS and delay results were referred as deficiencies. This study includes a local transportation analysis (LTA) evaluating LOS and queuing in the AM and PM peak hour traffic conditions for six (6) intersections. This study also addresses the potential transportation effects of the proposed project to assist the City with project planning and the identification of potential conditions of approval for the project.

CALIFORNIA ENVIRONMENTAL QUALITY ACT (CEQA) ANALYSIS

TRANSIT ACCESS AND CIRCULATION
San Benito County Express routes for the Blue Line, Green Line, and Intercounty Line provides service adjacent to the project site along San Juan Road. The project is not expected to disrupt these existing transit routes or schedules. The project would likely result in residents utilizing the nearby transit facilities but is not expected to heavily increase transit ridership and overload the transit system to result in the need to provide additional transit routes or bus stops. The project is also expected to increase vehicle trips along these transit routes but would result in a minimal to no increase to the transit delay. Therefore, the project would not conflict with the City’s adopted plans and policies as it relates to transit facilities.

BICYCLE ACCESS AND CIRCULATION
Class II bicycle facilities currently exist on San Juan Road just east of the project site. Future Class II bicycle facilities are planned adjacent to the project site extending the existing bicycle lanes to SR 156. The project is not proposing any features that would disrupt the existing and future bicycle facilities adjacent and near the project site. Therefore, the project would not conflict with the City’s adopted plans and policies as it relates to bicycle facilities.

PEDESTRIAN ACCESS AND CIRCULATION
There are currently sidewalks along San Juan Road to the east of the project site, adjacent to the Shop N Save gas station. The project is proposing to construct sidewalks along its property frontage to connect to the existing sidewalks. However, there is a lack of pedestrian facilities to the east of the project site which will provide difficulty for pedestrians to access the bus stop located at Graf Road and Central Avenue as well as the community parks located along Central Avenue northwest of the project site. As part of the West Gateway Beautification project, sidewalks are proposed to be constructed on San Juan Road/4th Street from the project site to Graf Road. Crosswalks are also proposed on the north and east leg of the future E.3.e
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roundabout at San Juan Road and Graf Road. These future pedestrian facilities will allow residents of the project to access land uses located northwest of the project site. The project’s proposed sidewalks along its frontage are not expected to conflict with the existing or planned pedestrian facilities. Therefore, the project would not conflict with the City’s adopted plans and policies as it relates to pedestrian facilities.

VEHICLE MILES TRAVELED
A Vehicle Miles Traveled (VMT) analysis was completed for the project and a quantitative analysis was completed only for the 157 multi-family residential units based on the Technical Advisory on Evaluating Transportation Impacts in CEQA by Governor’s Office of Planning and Research. A qualitative analysis was evaluated for the 3,750 square-foot commercial building since based on the technical advisory, it is less than 50,000 square feet and is considered to be regionally serving. Based on the Association of Monterey Bay Area Governments (AMBAG) Regional Travel Demand Model, the Traffic Analysis Zone (TAZ) where the proposed project is located will generate an average VMT per capita of 10.64 daily vehicle- miles. Since this is under the threshold of 12.2 daily vehicle-miles (with the threshold being 15 percent below the regional average VMT per capita of 14.4 vehicle-miles), the proposed project results in a less than significant impact on VMT.

GEOMETRIC DESIGN HAZARDS
Based on the site plan, the project’s driveway is located adjacent to the Shop N Save gas station’s driveway.

These two driveways would not align with the north leg which provides access to the Vista de Oro Apartments. In addition, the two closely spaced driveways for the proposed project and the Shop N Save present potential hazards for conflicting vehicular movements. Vehicles making a westbound left-turn into the project may conflict with vehicles making a northbound left-turn out of the Shop N Save Driveway.

Vehicles making a westbound left into the project site may drive into the eastbound left-turn pocket and conflict with vehicles making an eastbound left-turn into the Vista de Oro Apartments. Therefore, the location of the project driveway may potentially increase hazards. It is recommended that the project applicant, the City, and owners of the Shop N Save coordinate to consolidate the two driveways into one driveway and realign the south leg to the north leg. This geometric design impact would result in a less than significant impact with the proposed mitigations incorporated.

EMERGENCY ACCESS
Emergency vehicles can access the project site using all internal driveways. However, since southbound left-turns are not allowed at the internal intersection of Road A and Road B, emergency vehicles may need to make this movement using the northeast portion of the traffic circle dedicated for northbound through and westbound right turning vehicles for direct access to Buildings 2, 3, and 5. However, Jacaranda trees are proposed on each side of this northeast portion of the traffic circle, located on the center of the island and on the northeast corner of the intersection. Therefore, emergency vehicles may conflict with the proposed trees when making this southbound left-turn as a typical height of a fire truck is approximately 12 feet. The two proposed Jacaranda trees are recommended to be removed to allow emergency vehicles direct access to Buildings 2, 3, and 5. Emergency vehicle access to the site would result in a less than significant impact with the proposed mitigations incorporated.

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LOCAL TRANSPORTATION ANALYSIS (LTA)

PROJECT TRIP ESTIMATES
The number of net new project trips anticipated to be added to the roadway system surrounding the project site was estimated based on data published in the Institute of Transportation Engineer’s (ITE) Trip Generation Manual, 11th Edition. In addition, a five (5) percent internal capture reduction and a 15 percent pass-by reduction were applied for the proposed project based on the Caltrans Guide for the Preparation of Traffic Impact Studies. The proposed project is anticipated to generate +868 daily trips, +66 trips in the AM peak hour (18 trips in and 48 trips out), and +78 trips in the PM peak hour (46 trips in and 32 trips out).

INTERSECTION LEVEL OF SERVICE
This study includes a level of service (LOS) analysis of the AM and PM peak hour traffic conditions for six (6) intersections and was analyzed in Synchro software for signalized and unsignalized intersections and in SIDRA software for roundabouts. The following intersection operates at an unacceptable LOS in one or more scenarios:
 Intersection #4 – San Juan Road/4th Street & Project Driveway o Background Plus Project (PM Peak Hour)
 Intersection operating at an acceptable LOS B without the project and the project degrades the intersection to an unacceptable LOS D for the worst approach, but does not meet the peak hour signal warrant – Not a Deficiency o Cumulative Plus Project (AM and PM Peak Hours)
 Intersection operating at an acceptable LOS C in the AM and PM peak hours without the project and the project degrades the intersection to an unacceptable LOS D in the AM peak and LOS E in the PM peak for the worst approach, but does not meet the peak hour signal warrant – Not a Deficiency Since the peak hour signal warrants were not met in the Background Plus Project Conditions and Cumulative Plus Project Conditions, the project does not create a deficiency at the study intersection.

VEHICLE QUEUING
This study also included a vehicle queuing analysis where the 95th percentile queue was determined for each exclusive turn lane at the study intersections. As a result of the analysis, several queue lengths exceeded the available storage length. However, the inadequate queue lengths occurred in the baseline conditions and the project did not add more than one vehicle length (or 25 feet) to the already deficient queue. Therefore, the project does not create any queuing deficiencies at the study intersections.

SITE ACCESS AND CIRCULATION
Based on the site plan, the proposed development will be accessible from one driveway along San Juan Road/4th Street. It is assumed that the project access will be unsignalized and will provide full access. The project driveway is located adjacent to the Shop N Save driveway, located to the east of the project site.

The driveways for the Shop N Save and the Project site are closely spaced and are offset to the north leg of the intersection. Due to the location of the two driveways and their close proximity, vehicles making a northbound left-turn out of the Shop N Save driveway may conflict with vehicles making a westbound left- turn into the project driveway. In addition, vehicles making a westbound left into the project site may drive into the eastbound left-turn pocket and conflict with vehicles making an eastbound left-turn into the Vista E.3.e
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de Oro Apartments. Therefore, it is recommended that the two driveways be consolidated into one driveway to provide access for both land uses and for the new combined driveway to align with the north leg of the intersection to avoid conflicts. It is recommended that the project applicant work with the City of Hollister and the owners of the Shop N Save to come to an agreement for the consolidation and realignment of the two driveways.

Within the project site, parking is available on the surface parking spaces surrounding the residential units, adjacent to the commercial building and adjacent to the community space. Based on the site plan, a southbound left-turn is not permitted at the internal intersection of Road A and Road B for direct access to the Buildings 2, 3, and 5 on the east side of the site. Instead, vehicles will have to make a southbound through at the intersection of Road A and Road B and a southbound left-turn at the internal intersection adjacent to Building 6. To avoid this detour and allow direct access to these buildings, it is recommended that the center island at Road A and Road B be removed and allow vehicles to make a southbound left-turn at this intersection. This would also allow fire trucks direct access to these buildings in the case of an emergency.

PUBLIC TRANSIT, BICYCLE, AND PEDESTRIAN FACILITIES
Transit
For those taking transit, the San Benito County Express operates the Blue and Green Lines within the vicinity of the project site with the nearest bus stop located at the intersection of Graf Road and Central Avenue and is less than ¼ mile walking distance from the project site. The nearest bus stop for the Intercounty Service routes is located at the intersection of San Juan Road/4th Street and Miller Road and is located approximately 970 feet east of the project site. Bus stops for the Blue and Green Lines are located close to nearby schools which provide access for students between the schools and the project site. Several nearby schools with bus stops for the Blue and Green Lines include San Benito High School with a bus stop near the intersection of Nash Road and Qual Run, Calaveras Elementary with a bus stop at the intersection of Central Avenue and Felice Drive, and Gavilan College with a bus stop at the intersection of San Benito Street and 4th Street.

Pedestrian
There are existing sidewalks along both sides of San Juan Road/4th Street, beginning 460 feet east of Graf Road with continuous sidewalks up to Sally Street. There are also sidewalks along Miller Road and Central Avenue allowing pedestrians to access Calaveras Elementary School and Calaveras Park located northeast of the project site. Pedestrians accessing other nearby schools such as RO Hardin Elementary School and Sacred Heart School can use the existing sidewalks along San Juan Road/4th Street and Westside Boulevard. The project is proposing to construct sidewalks adjacent to its property frontage.

However, there are still missing gaps in the pedestrian facility along San Juan Road/4th Street to the west of the project site which will provide difficulty for pedestrians to access the bus stop at Graf Road and Central Avenue as well as the community parks along Central Avenue northwest of the project site. With the West Gateway Beautification project, sidewalks are proposed to be constructed on San Juan Road/4 th Street from the project site to Graf Road. Crosswalks are also proposed on the north and east leg of the roundabout at Graf Road and San Juan Road/4th Street. Therefore, with the proposed Phase 1 improvements of the West Gateway Beautification project that are estimated to be in place in Background Plus Project Conditions, pedestrians will be able to access the bus stop at Graf Road and Central Avenue and the community parks located northwest of the project site.

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Within the project site, pedestrians can access the residential and commercial buildings using the sidewalks on both sides of the project driveway and curb ramps are provided at the southeast and southwest corner of the project driveway. Sidewalks are also provided within the cluster of residential buildings for pedestrian access to the back entrance of the residential units. Pedestrian paths are not provided along the perimeter of the buildings, adjacent to the drive aisles as to reduce pedestrian and vehicular conflicts. These sidewalks also provide access to the main entrance of the commercial building and the community space.

Bicycle
There are existing Class II bicycle lanes just east of the project site and provides access to the commercial uses located at San Juan Road/4th Street and Miller Road. Bicyclists can also access nearby schools such as Calaveras Elementary School, RO Hardin Elementary School, and Sacred Heart School using the Class II bicycle lanes along San Juan Road/4th Street and Westside Boulevard. Similar to pedestrian facilities, there are no existing bicycle facilities along San Juan Road/4th Street west of the project site and therefore access to the community parks located along Central Avenue northwest of the project site will be challenging. However, with Phase 1 of the West Gateway Beautification project, which is estimated to be in place in Background Plus Project Conditions, Class II bicycle lanes will be constructed from the project site to Graf Road and therefore bicyclists can access the community parks northwest of the project site.

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1. INTRODUCTION
This report presents the results of the transportation impact analysis (TIA) for a proposed mixed-used project located at 1550 San Juan Road in the City of Hollister, CA. The proposed project (“Project”) would construct 157 multi-family residential units with a community building and a 3,750 square-foot commercial building on the vacant land south of San Juan Road/4th Street between Graf Road and Miller Road.

Figure 1 illustrates the project site plan as provided by RRM Design Group. Figure 2 illustrates the project study location and intersections in relation to the adjacent street network.

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SITE PLAN
APRIL 2022 HOLLISTER 1550 SAN JUAN ROAD TIA
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2. CALIFORNIA ENVIRONMENTAL QUALITY ACT (CEQA) ANALYSIS This chapter presents an analysis of the project impacts under CEQA as it relates to VMT, geometric designs, emergency access, and facilities for alternative modes of transportation including pedestrian, bicycle, and transit facilities.

TRANSPORTATION CEQA GUIDELINES
The 2021 CEQA Statute and Guidelines1 were reviewed and used to determine if the project would result in any significant transportation impacts. This document lists four (4) items to be reviewed to determine the level of impact (potentially significant impact, less than significant with mitigation incorporated, less than significant impact, or no impact) the project would result in:

1. Conflict with a program, plan, ordinance, or policy addressing the circulation system, including transit, roadway, bicycle, and pedestrian facilities?

2. Would the project conflict or be inconsistent with CEQA Guidelines section 15064.3, subdivision (b)?

3. Substantially increase hazards due to a geometric design feature (e.g., sharp curves or dangerous intersections) or incompatible uses (e.g. farm equipment)?

4. Result in inadequate emergency access?
In reference to CEQA Guidelines 15064.3 (b), determination of the significance of transportation impacts is based on vehicle miles traveled (VMT). For land use projects, such as this project:
 Vehicle miles traveled exceeding an applicable threshold of significance may indicate a significant impact. Generally, projects within one-half mile of either an existing major transit stop or a stop along an existing high quality transit corridor should be presumed to cause a less than significant transportation impact. Projects that decrease vehicle miles traveled in the project area compared to existing conditions should be presumed to have a less than significant transportation impact.

TRANSPORTATION CEQA COMPLIANCE

TRANSIT, ROADWAY, BICYCLE, AND PEDESTRIAN CIRCULATION SYSYTEM The following describes the project’s potential impact on transit, roadway, bicycle, and pedestrian circulation as it relates to City programs, plans, ordinances, or policies.

Transit Access and Circulation
A figure of the existing transit facilities that serve nearby the project site is shown in Figure 3. As shown in the figure, San Benito County Express routes for the Blue Line, Green Line, and Intercounty Line provides service adjacent to the project site along San Juan Road. The project is not expected to disrupt these existing transit routes or schedules. The project would likely result in residents utilizing the nearby transit facilities but is not expected to heavily increase transit ridership and overload the transit system to result in the need to provide additional transit routes or bus stops. The project is also expected to increase vehicle trips along these transit routes but would result in a minimal to no increase to the transit delay.

1 2021 California Environmental Quality Act Statute & Guidelines, Association of Environmental Professionals, 2021.

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Therefore, the project would not conflict with the City’s adopted plans and policies as it relates to transit facilities.

Bicycle Access and Circulation
A figure of the existing bicycle facilities that are located near the project site is shown in Figure 4. As shown in the figure, Class II bicycle facilities currently exist on San Juan Road just east of the project site. Future Class II bicycle facilities are planned adjacent to the project site extending the existing bicycle lanes to SR 156. The project is not proposing any features that would disrupt the existing and future bicycle facilities adjacent and near the project site.

Therefore, the project would not conflict with the City’s adopted plans and policies as it relates to bicycle facilities.

Pedestrian Access and Circulation
There are currently sidewalks along San Juan Road to the east of the project site, adjacent to the Shop N Save gas station. The project is proposing to construct sidewalks along its property frontage to connect to the existing sidewalks. However, there is a lack of pedestrian facilities to the east of the project site which will provide difficulty for pedestrians to access the bus stop located at Graf Road and Central Avenue as well as the community parks located along Central Avenue northwest of the project site. As part of the West Gateway Beautification project, sidewalks are proposed to be constructed on San Juan Road/4th Street from the project site to Graf Road. Crosswalks are also proposed on the north and east leg of the future roundabout at San Juan Road and Graf Road. These future pedestrian facilities will allow residents of the project to access land uses located northwest of the project site. The project’s proposed sidewalks along its frontage are not expected to conflict with the existing or planned pedestrian facilities.

Therefore, the project would not conflict with the City’s adopted plans and policies as it relates to pedestrian facilities.

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Transportation Impact Analysis │ 1550 San Juan Road
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VEHICLE MILES TRAVELVED (VMT)
Methodology
As a result of the passing of Senate Bill 743 (SB 743), VMT has become the indicator of transportation impacts rather than intersection level of service. The City of Hollister and San Benito County has yet to adopt VMT thresholds to determine project significant impacts. Therefore, recommended guidelines developed by the Governor’s Office of Planning and Research (OPR) in the Technical Advisory on Evaluating Transportation Impacts in CEQA2 (Technical Advisory) will be used for this analysis. Based on the Technical Advisory, the recommended VMT threshold for residential projects is 15 percent below the regional VMT per capita. For retail uses with individual buildings being less than 50,000 square feet, it is presumed that they are local-serving and would not result in a VMT impact.

Analysis
A Vehicle Miles Traveled (VMT) analysis was completed for the proposed mixed-use development project.

The proposed project is planned to include 157 multi-family residential units, a community building, and 3,750 square feet of commercial space located at 1550 San Juan Road in Hollister, CA. With the passage of SB 743, VMT has become an important indicator for determining if a new development would result in a “significant transportation impact”. While the City of Hollister has not yet adopted its thresholds for determining a significant impact, draft values of these thresholds were used for this analysis.

A qualitative VMT analysis was completed only for the proposed 3,750 square foot commercial portion of the project. The guidelines provided by the Governor’s Office of Planning and Research (OPR) state that “Lead agencies can evaluate each component of a mixed-use project independently and apply the significance threshold for each project type included (e.g., residential and retail)...Combining different land uses and applying one threshold to those land uses may result in an inaccurate impact assessment.” Therefore, when considering the evaluation of the commercial component of the proposed project the guidelines further state that, “By adding retail opportunities into the urban fabric and thereby improving retail destination proximity, local-serving retail development tends to shorten trips and reduce VMT…retail development including stores larger than 50,000 square feet might be considered regional-serving, and so lead agencies should undertake an analysis to determine whether the project might increase or decrease VMT.” As the proposed project only includes 3,750 square feet of commercial space, this can be assumed as a locally serving and therefore can be excluded from a quantitative VMT analysis and also presumed to have a less than significant impact on VMT with respect to CEQA.

Travel Demand Models (TDMs) are broadly considered to be amongst the most accurate of available tools to assess VMT. The Association of Monterey Bay Area Governments Regional (AMBAG) Travel Demand Model was determined to be the best fit for this project considering the geographic location of the project and the detailed roadway network in the model for the City of Hollister/San Benito County region. The 2015 Base Year version of the AMBAG TDM was used to analyze the Existing Plus Project scenario. The AMBAG TDM includes Monterey, San Benito, and Santa Cruz counties, which are assumed to be the major contributor of the trip origins to the proposed project during a typical weekday. Trips outside of these counties were estimated based on the external stations surrounding the model area as well other data sources such as “Big Data", which track origins and destinations of trips throughout the State of California.

2 Technical Advisory on Evaluating Transportation Impacts in CEQA, Governor’s Office of Planning and Research, State of California, December 2018.

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Transportation Impact Analysis │ 1550 San Juan Road
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Using the AMBAG TDM to determine the average daily VMT for the residential component of the proposed project required determining the average VMT per capita for the Traffic Analysis Zone (TAZ) that the project was located in. Using the address of the proposed project, it was determined that the proposed project was located in TAZ 1464. While conducting the analysis, it was determined that this TAZ resulted in an average VMT per capita of 10.64 daily vehicle-miles. The regional average VMT per Capita is 14.4 vehicle-miles with the draft threshold being 15 percent below the regional average, resulting in a threshold of 12.2 daily vehicle-miles. Therefore, the average VMT per capita of 10.64 daily vehicle-miles for the proposed project is less than the threshold of 12.2 daily vehicle-miles and results in a less than significant impact with respect to CEQA.

GEOMETRIC DESIGN HAZARDS
The site plan was reviewed to determine whether the project is proposing any geometric design features that would substantially increase hazards. Based on the City of Hollister Municipal Code, Section 17.18.120 (A) states the following:
 Section 17.18.120 (A): “…access points across from one another shall be aligned. Additional access shall not be permitted if it is determined to be detrimental to traffic flow and safety of adjacent public streets.”
Based on the site plan in Figure 1 (located in Chapter 1), the project’s driveway is located adjacent to the Shop N Save gas station’s driveway. These two driveways would not align with the north leg which provides access to the Vista de Oro Apartments. In addition, the closely two spaced driveways for the proposed project and the Shop N Save present potential hazards for conflicting vehicular movements. Vehicles making a westbound left-turn into the project may conflict with vehicles making a northbound left-turn out of the Shop N Save Driveway. Vehicles making a westbound left into the project site may drive into the eastbound left-turn pocket and conflict with vehicles making an eastbound left-turn into the Vista de Oro Apartments. Therefore, the location of the project driveway may potentially increase hazards. It is recommended that the project applicant, the City, and owners of the Shop N Save coordinate to consolidate the two driveways into one driveway and realign the south leg to the north leg. This geometric design impact would result in a less than significant impact with the proposed mitigations incorporated.

Therefore, emergency vehicles may conflict with the proposed trees when making this southbound left-turn as a typical height of a fire truck is approximately 12 feet. The two proposed Jacaranda trees are recommended to be removed to allow emergency vehicles direct access to Buildings 2, 3, and 5.

Emergency vehicle access to the site would result in a less than significant impact with the proposed mitigations incorporated.

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Transportation Impact Analysis │ 1550 San Juan Road
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3. LOCAL TRANSPORATION ANALYSIS METHODOLOGY
This chapter presents the methodology for the local transportation analysis to evaluate level of service, queuing, and site access and circulation.

STUDY AREA
The proposed project would generate new vehicular trips that would increase traffic volumes on the nearby street network. To assess changes in traffic conditions associated with the proposed project, the following intersections in Table 1 were evaluated. These study intersections were selected because the project would contribute a significant number of vehicle trips to the intersections. The list of study intersections was approved by the City. Figure 2 (located in Chapter 1) illustrates the location of each intersection relative to the project site.

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 Cumulative Conditions – Based on traffic volumes and traffic added by approved (but not yet completed) developments assumed to occur at the time the Project is constructed, pending projects that the City assumes will have a high likelihood of being completed, and roadway projects to be in place under Cumulative Conditions. Approved and pending projects include developments in the City of Hollister and San Benito County. A growth rate was also applied to SR 156 to account for regional cumulative growth.
 Cumulative Plus Project Conditions – Based on the Cumulative conditions and traffic generated by the Project. This scenario includes roadway improvements anticipated to be in place under Cumulative Conditions.

LEVEL OF SERVICE STANDARDS
Analysis of intersection deficiencies were based on the concept of LOS. The LOS of an intersection is a qualitative measure used to describe operational conditions. LOS ranges from A (best), which represents minimal delay, to F (worst), which represents heavy delay and a facility that is operating at or near its functional capacity. Levels of service for this study were determined using methods defined in the Highway Capacity Manual, 6th Edition (HCM) within Synchro 11 analysis software for signalized and unsignalized intersections and within SIDRA 9 software for roundabouts.

This analysis was prepared based on the standards and methodologies set forth by the City of Hollister (City) and Caltrans. The trip generation was based on City methodology, but also included Caltrans methodology for capping the pass-by and internal capture trip reductions since this provides a more conservative representation of the trip generation.

The HCM includes procedures for analyzing side street stop controlled (SSSC), all-way stop controlled (AWSC), and signalized intersections. The SSSC procedure defines LOS as a function of average control delay for the worst minor street movement. Conversely, the AWSC and signalized intersection procedures define LOS as a function of average control delay for the intersection as a whole. Table 2 relates the operational characteristics associated with each LOS category for signalized and unsignalized intersections.

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Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft 12

Table 1 - Intersection Level of Service Definitions
Level of
Service Description
Signalized
(Avg. control
delay per vehicle
sec/veh.)
Unsignalized
(Avg. control
delay per
vehicle sec/veh.)
A Free flow with no delays. Users are virtually
unaffected by others in the traffic stream  10  10
B Stable traffic. Traffic flows smoothly with few
delays.  10 – 20  10 – 15
C
Stable flow but the operation of individual
users becomes affected by other vehicles.

Modest delays.
 20 – 35  15 – 25
D
Approaching unstable flow. Operation of
individual users becomes significantly affected
by other vehicles. Delays may be more than
one cycle during peak hours.
 35 – 55  25 – 35
E
Unstable flow with operating conditions at or
near the capacity level. Long delays and
vehicle queuing.
 55 – 80  35 – 50
F
Forced or breakdown flow that causes reduced
capacity. Stop and go traffic conditions.

Excessive long delays and vehicle queuing.
 80  50
Sources: Transportation Research Board, Highway Capacity Manual 6th Edition, National Research Council, 2016.

Project deficiencies were determined by comparing conditions with the proposed project to those without the proposed project. The following criteria for deficiencies were determined for City of Hollister and Caltrans intersections:

City of Hollister
As outlined in the City of Hollister General Plan3, the LOS standard is LOS C for all signalized intersections.

For the purposes of this study, it is assumed that the LOS standard for unsignalized intersections is also LOS C. The City of Hollister does not have a criteria to determine deficiencies due to proposed projects.

Therefore, based on the Woodle Pre-Zone and Annexation TIA, a deficiency would occur at signalized intersections if the proposed project caused the following:
 For signalized intersections operating at LOS C or better without the project, a deficiency would occur if the project degrades the intersection LOS to LOS D or worse, or;  For signalized intersections operating at LOS D or worse without the project, a deficiency would occur if the project increases the average intersection delay by five (5) or more seconds.

A deficiency would occur at unsignalized (SSSC) intersections if the proposed project caused the following:
 For unsignalized (SSSC) intersections operating at LOS C or better without the project, a deficiency would occur if the project degrades the intersection LOS to LOS D or worse and the intersection satisfies the Caltrans peak hour signal warrant.

3 City of Hollister General Plan, Circulation Element, City of Hollister, December 2005 E.3.e
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 For unsignalized (SSSC) intersections operating at LOS D or worse without the project, a deficiency would occur if the intersection satisfies the CA MUTCD peak hour signal warrant and the project generated traffic increases the delay for the worst approach from without project conditions.

Caltrans
Based on the Guide for the Preparation of Traffic Impact Studies (December 2002)4, Caltrans identifies a LOS threshold as the transition from LOS C to LOS D as the acceptable level of service on state highway facilities. However, Caltrans acknowledges that this may not always be feasible and recommends that the lead local agency consult with Caltrans to determine the appropriate target LOS. For the purposes of this analysis, the LOS criteria of LOS C was established for Caltrans intersections based on the Woodle Pre- Zone and Annexation TIA. Based on the TIA, a deficiency would occur at a Caltrans intersection if the proposed project caused the following to a signalized intersection:
 For signalized intersections operating at LOS C or better without the project, a deficiency would occur if the project degrades the intersection LOS to LOS D or worse, or;  For signalized intersections operating at LOS D or worse without the project, a deficiency would occur if the project increases the average intersection delay by one (1) or more seconds.

It should be noted that a more recent Caltrans guide is available, the Vehicle Miles Traveled-Focused Transportation Impact Study Guide (May 2020)5. However, this document provides guidelines focused on VMT rather than intersection LOS analysis and does not provide methodology for operational analyses.

Therefore, the previous Caltrans Guidelines dated December 2002 will be used for the operational analysis.

QUEUING
The effects of vehicle queuing were analyzed and the 95th percentile queue is reported for all study intersections. The 95th percentile queue length represents a condition where 95 percent of the time during the peak hour, traffic queues will be less than or equal to the queue length determined by the analysis. This is referred to as the “95th percentile queue.” Average queuing is generally less.

Queues that exceed the turn pocket length can create potentially hazardous conditions by blocking or disrupting through traffic in adjacent travel lanes. The City of Hollister does not have standards for queuing and for the purpose of this analysis, queuing deficiencies would be considered as operational issues. Thus, operational deficiencies were considered to occur under conditions where project traffic causes the queue to extend beyond the turn pocket by 25 feet or more (i.e., the length of one vehicle) into adjacent traffic lanes that operate separately from the left or right turn lane. Where the vehicle queue already exceeds that turn pocket length under pre-project conditions, a queuing deficiency would occur if project traffic lengthens the queue by 25 feet or more.

4 Caltrans Guide for the Preparation of Traffic Impact Studies, Caltrans, December 2002 5 Caltrans Vehicle Miles Traveled-Focused Transportation Impact Studies, Caltrans, May 2020 E.3.e
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Transportation Impact Analysis │ 1550 San Juan Road
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REPORT ORGANIZATION
The remainder of the report is divided into the following chapters for the transportation operations analysis:
 Chapter 4: Existing Conditions – describes existing conditions on the roadway network, transit system, pedestrian facilities, and bicycle facilities.
 Chapter 5: Existing Plus Project Conditions – describes the proposed project, trip generation, and estimated deficiencies on the transportation system under Existing Plus Project Conditions.  Chapter 6: Background Conditions – describes the traffic conditions under Background Conditions with and without the proposed project.
 Chapter 7: Cumulative Conditions – describes the traffic conditions under Cumulative Conditions with and without the proposed project.
 Chapter 8: Vehicle Queuing and Site Access and Circulation - describes vehicle queuing analysis at the study intersections, as well as site access and circulation for the project.  Chapter 9: Public Transit, Bicycle, and Pedestrian Facilities – describes potential effects the proposed project may have on the transit system, pedestrian facilities, and bicycle facilities  Chapter 10: Summary of Impacts and Recommended Mitigation – summarizes potential impacts and deficiencies of the proposed project and mitigations, if necessary.

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Transportation Impact Analysis │ 1550 San Juan Road
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4. EXISTING CONDITIONS
This chapter describes the existing conditions of the roadway network, transit service, pedestrian facilities, and bicycle facilities within the vicinity of the project site. The chapter also presents existing turning movement volumes and intersection levels of service.

EXISTING ROADWAY NETWORK
This section provides a description of the specific roadways included in this study. 4th Street/San Juan Road is a two-lane, east-west roadway with discontinuous two-way left-turn lanes (TWLTL) within the study area. It begins as San Juan Road/4th Street/SR 156B at State Route 156 (SR 156) to the west and transitions into Meridian Street at McCray Street. Meridian Street then connects to Clearview Drive to the east. San Juan Road/4th Street/SR 156B is a major thoroughfare between SR 156 and San Benito Street, 4th Street/Meridian Street is a major collector between San Benito Street and Memorial Drive, and Meridian Street is a collector between Memorial Drive and Clearview Drive. The roadway provides access to residential and commercial land uses within the study area. The speed limit within the study area is 40 miles per hour.

Graf Road is a two-lane, north-south roadway within the study area. It connects to Central Avenue to the north and San Juan Road to the south. Graf Road is a collector that provides access to residential land uses within the study area. There is no posted speed limit on Graf Road, however it is assumed that the speed limit is 25 miles per hour due to the nearby residential land uses.

Miller Road is a two-lane, north-south roadway within the study area. It connects to Buena Vista Road to the north and San Juan Road to the south. Miller Road is a collector that provides access to residential and commercial land uses as well as access to the Calaveras Elementary School just east of the roadway.

There is no posted speed limit, however it is assumed that the speed limit is 25 miles per hour due to the nearby residential land uses. Miller Road offsets at San Juan Road and becomes Live Oak Drive to the south which provides access to residential land uses.

State Route 156 (SR 156) is a two-lane, north-south State Route within the study area. It connects to SR 152 to the north and US-101 to the south, providing access to the Cities of Hollister and San Juan Bautista and unincorporated areas within the County. SR 156 is classified as a major thoroughfare in the City of Hollister General Plan. The posted speed limit is 55 miles per hour within the study area.

Westside Boulevard is a two-lane, north-south roadway within the study area. It connects to Westside Road to the north and Nash Road to the south and provides access to residential land uses. Westside Boulevard is classified as a collector in the City of Hollister General Plan. The posted speed limit is 35 miles per hour within the study area.

EXISTING TRANSIT FACILITIES
The San Benito County Express (County Express) provides transit services within the City of Hollister and the nearby cities of Gilroy and San Juan Bautista. Existing transit services within the study area are shown in Figure 3 (located in Chapter 2) and described in this section.

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Local Fixed Route Service (School Tripper)
The County Express School Tripper provides multiple fixed routes near the project site and services schools within the City of Hollister. These fixed routes are described below.

Blue Line is a local fixed-route service that begins near Calaveras Elementary School at the intersection of Central Avenue and Felice Drive and travels to the southeastern portion of Hollister, providing access to residential and commercial land uses as well as schools within the City. Along its route, the Blue line provides service near the following schools: Calaveras Elementary, San Benito High School, Rancho San Justo Middle School, Sunnyslope Elementary, Ladd Lane Elementary, Calvary Christian School, and Cerra Vista Elementary. On weekdays, the Blue Line typically operates from 6:40 AM to 7:59 AM in the AM peak period and from 1:51 PM to 3:59 PM in the PM peak period on approximately 60-minute headways. No service is provided on the weekends. Near the project site, the nearest bus stop is located less than ¼ mile walking distance at the intersection of Graf Road and Central Avenue with a bus shelter.

Green Line is a local fixed-route service that begins near Calaveras Elementary School at the intersection of Central Avenue and Felice Drive and travels to the eastern portion of Hollister, providing access to residential and commercial land uses as well as schools within the City. Along its route, the Green line provides service near the following schools: Calaveras Elementary, Sacred Heart School, Marguerite Maze Middle School, Pinnacles Community San Andreas Continuation School, Gabilan Hills Elementary and Hollister Dual Language Academy, San Benito High School, Rancho San Justo Middle School, and Sunnyslope Elementary. On weekdays, the Green Line typically operates from 7:01 AM to 8:29 AM in the AM peak period and from 2:00 PM to 4:17 PM in the PM peak period on approximately 20-minute to 60- minute headways. No service is provided on the weekends. Near the project site, the nearest bus stop is located less than ¼ mile walking distance at the intersection of Graf Road and Central Avenue with a bus shelter.

Intercounty Service
The County Express also provides Intercounty Service which operates between the cities of Hollister, Gilroy and San Juan Bautista and provides access to Gavilan College and the Gilroy Caltrain and Greyhound Bus Terminal stations as described below. The nearest bus stop for the Gilroy Caltrain Route and Gilroy Greyhound Route is located at the intersection of San Juan Road/4th Street and Miller Road.

Service to Gavilan College and the Gilroy Caltrain Station is provided on weekdays from 4:55 AM to 8:20 PM on approximately 30-minute to 60-minute headways; weekend services are not provided. Service to the Gilroy Greyhound Bus Terminal is provided on weekends from 7:30 AM to 11:10 AM in the AM peak period and from 12:05 PM to 6:35 PM in the PM peak period with approximately two- to four-hour headways; weekday services are not provided.

Dial-A-Ride and Paratransit
The County Expressway provides Dial-A-Ride services within the cities of Hollister, San Juan Bautista, and Tres Pinos on the weekdays between 6:00 AM to 6:00 PM and on weekends between 9:00 AM to 3:00 PM.

Individual General Public Dial-A-Ride services are provided for pick-up and drop-off trips located within the City of Hollister during the weekdays. Paratransit services are also provided for those unable to ride a fixed- route service and is available for trips that are within a ¾-mile of a fixed-route service.

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Transportation Impact Analysis │ 1550 San Juan Road
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EXISTING PEDESTRIAN FACILITIES
There are few sidewalks and crosswalks provided near the project site since the study area is less developed and consists of more industrial uses in comparison to east of the study area consisting of more residential and commercial uses. Near the project site, sidewalks are provided along both sides of Graf Road and along both sides of San Juan Road/4th Street, beginning 460 feet east of Graf Road with continuous sidewalks up to Sally Street. There are gaps in the pedestrian facility along San Juan Road/4th Street, west of the Shop N Save with no sidewalks provided adjacent to the project site.

EXISTING BICYCLE FACILITIES
Figure 4 (located in Chapter 2) shows the existing and future planned bicycle facilities within the study area.

There are no existing Class I bicycle paths near the study area. However, a future bicycle path is proposed adjacent to the San Benito River, beginning west of SR-156 to south of Hollister.

Class II bicycle lanes are located throughout the City of Hollister. The following is a list of the Class II bicycle lanes near the study area:
 4th Street between east of the proposed project and west of Westside Boulevard  Westside Boulevard:
o Between Buena Vista Road and 4th Street
o On the east side between 4th Street and South Street
o Between South Street and Nash Road
 Buena Vista Road on the south side between west of Beresini Lane and Almond Court  Future bicycle lane on SR-156 between south of San Juan Road/4th Street and Buena Vista Road  Future bicycle lane on San Juan Road/4th Street from SR-156 and east of Graf Road  Future bicycle lane on Graf Road/Central Avenue between Bridgevale Road and east of Westside Boulevard
 Future bicycle lane on Bridgevale Road between Graf Road and Bridge Road  Future bicycle lane on Buena Vista Road between Buena Vista Road and west of Beresini Lane Class III bicycle paths are located throughout the City of Hollister. The following is a list of the Class III bicycle paths near the study area:
 4th Street between Line Street and College Street
 Future bicycle route on Buena Vista Road between SR-156 and Buena Vista Road  Future bicycle route on South Street between Westside Boulevard and east of the study area  Future bicycle route on Steinbeck Drive between Westside Boulevard and Line Street

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Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft 18

EXISTING LANE CONFIGURATION AND TRAFFIC CONTROL
Existing intersection lane configuration and traffic controls are illustrated in Figure 5.

EXISTING PEAK-HOUR TURNING MOVEMENT VOLUMES
Weekday intersection turning movement volumes were not collected due to the COVID-19 shelter-in-place restrictions. Therefore, turning movement volumes for study intersections were derived from various traffic studies such as:
 Del Webb at San Juan Oaks Specific Plan Subsequent Environmental Impact Report (EIR) – counts collected in February 2014
 Gonzalez Borelli Prezone TIA – counts collected in March 2015  Chappell Road Prezone and Annexation TIA – counts collected in April 2016 For Intersection #1 and #6, a growth rate was derived from historical counts and applied to the August 2019 counts to develop Existing traffic volumes. Volumes for Intersection #2 were derived from Intersection #1.

A growth rate at the adjacent Intersection #6 was applied to historical March 2015 counts at Intersection #5 from the Gonzales Borelli Prezone TIA to develop Existing traffic volumes. Traffic volumes at Intersection #3 and Intersection #4 were derived from adjacent intersections and estimated trip generation for the nearby land uses.

Intersection volume data sheets are provided in the Appendix. Peak hour turning movement volumes are shown in Figure 6.

EXISTING INTERSECTION LEVEL OF SERVICE
Traffic operations were evaluated at the study intersections under Existing traffic conditions. Results of the analysis are presented in Table 3 and locations operating unacceptably are bolded. Table 4 lists the LOS criteria, municipal jurisdiction, intersection control, and LOS/delay for each intersection. All study intersections function within acceptable LOS standards under this analysis scenario under Existing Conditions. Analysis sheets are provided in the Appendix.

Table 2 - Existing Intersection Level of Service Summary LOS Delay2
(sec)LOS Delay2
(sec)
1 San Juan Road/4th Street & SR 156 C Caltrans Signal B 11.3 B 10.7 San Juan Road/4th Street & SR 156 A 1.2 A 1.3
Worst Approach A 9.8 B 10.3
3 San Juan Road/4th Street & Graf Road C City Signal B 11.9 B 11.0 San Juan Road/4th Street & Project Driveway A 0.2 A 0.2 Worst Approach B 12.7 B 13.0
5 San Juan Road/4th Street & Miller Road C City Signal B 12.3 B 13.1 6 San Juan Road/4th Street & Westside Boulevard C City Signal B 18.9 B 16.6 Note: Intersections that are operating below acceptable levels are shown in BOLD. 1 2
AM Peak PM PeakJurisdiction1#
C City
Existing
SSSC
City = Hollister
ControlLOS
CriteriaIntersection
The average control delay is reported for signalized and AWSC intersections. The delay for the worst movement is reported for SSSC intersections.
2 4
C City
SSSC
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Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft 21

5. EXISTING PLUS PROJECT CONDITIONS
This chapter presents a description of the proposed site use, trip generation, trip distribution, and trip assignment, as well as potential deficiencies of the proposed project on the transportation system.

PROPOSED SITE USE
The proposed project will construct a mixed-used building with 157 multi-family residential units and a 3,750 square-foot commercial use on the vacant land located on 1550 San Juan Road. Figure 1 (located in Chapter 1) illustrates the site plan for the proposed project, as provided by RRM Design Group. The commercial space is located in Building 1 to the west of the drive aisle and the community space is located in Building 2 to the east of the drive aisle. The residential units are located in the remaining buildings.

The site will be accessible using one unsignalized, full-access driveway along San Juan Road/4 th Street.

The project driveway will be constructed as the south leg of the intersection just east of San Juan Road/4 th Street and Graf Road. Currently, this intersection is a side-street stop-controlled intersection that provides access to the Vista De Oro Apartments on the north leg. Based on the site plan, it is assumed that the configuration of the driveway is a shared northbound left/through/right turn lane.

TRIP GENERATION
Trip generation for projects is typically calculated based on information contained in the Institute of Transportation Engineer’s (ITE) publication, Trip Generation Manual, 11th Edition6. The manual is a standard reference used by jurisdictions throughout the country for the estimation of trip generation potential of proposed projects. A trip is defined in the Trip Generation Manual as a single or one-directional vehicle movement with either the origin or destination at the project site. In other words, a trip can be either “to” or “from” the site and therefore, a single visitor to a site is counted as two trips.

For purposes of determining the worst-case impacts of traffic on the surrounding street network, the trips generated by a proposed project are estimated for the AM peak hour (between the hours of 7:00 AM and 9:00 AM), and for the PM peak hour (between 4:00 PM and 6:00 PM) on a typical weekday. ITE methodology dictates that the fitted curve equation should be used if there are 20 or more data points, or if the R2 value is greater than 0.75 (the R2 value shows how close the data is to the fitted curve, with 1.0 being the best fit, and 0.0 showing no fit) and the weighted average rate should be used if the weighted standard deviation is less than or equal to 55 percent of the weighted average rate. Trips generated by the residential units were based on the fitted curve equation for ITE Land Use 221 (Multifamily Housing (Mid- Rise) since more than 20 data points are provided for the land use and the R2 value is greater than 0.75.

The above criteria were not met for both the fitted curve equation and average rate for the commercial building based on ITE Land Use 822 (Strip Retail Plaza (<40k)). However, after reviewing the data points, it was determined that the average rate would be the best method to calculate the trip generation.

Internal Capture Reduction
With a multi-use development, there is potential for interaction among uses within the site. These types of trips are considered internal to the site and are “captured” within the site. The standard engineering reference for determining internal capture reductions for the proposed land uses is the ITE Trip Generation

6 Institute of Transportation Engineers, Trip Generation Manual, 11th Edition, 2021 E.3.e
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Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft 22

Handbook, 3rd Edition7. Following ITE methodology, no internal capture rates are provided for the AM peak.

For the PM peak, it was determined that the internal capture was 9 percent. However, the 2002 Caltrans Guide for the Preparation of Traffic Impact Studies, accepts a maximum internal capture of five (5) percent.

Therefore, internal capture rates were capped at five (5) percent. ITE methodology does not include internal capture calculation for daily trips, therefore an average percentage of the AM and PM peak was used.

Pass-By Reduction
Pass-by trip reductions are considered to account for trips that were already on the road and will likely stop as they pass by the site. Pass-by trips reductions are not provided for ITE Land Use 822 (Strip Retail Plaza (<40k)) within the ITE Trip Generation Manual, 11th Edition. Therefore, pass-by trip reductions for ITE Land Use 821 (Shopping Plaza (40-150k)) were used which provides an average PM peak hour pass-by rate of 40 percent. No pass-by rates are provided for the AM peak and is assumed to be zero percent. However, the 2002 Caltrans Guide for the Preparation of Traffic Impact Studies accepts a maximum pass-by rate of 15 percent. Therefore, pass-by rates were capped at 15 percent for the proposed commercial use. The ITE Trip Generation Manual does not include a pass-by reduction percentage for daily trips, therefore an average percentage of the AM and PM peak were used.

Table 4 presents the trip generation for the proposed project. The project will generate +868 daily trips, +66 trips in the AM peak hour (18 In / 48 Out), and +78 trips in the PM peak hour (46 In / 32 Out).

Table 3 - Project Trip Generation

7Trip Generation Handbook, 3rd Edition, Institute of Transportation Engineers, 2017.

Total In Out Total In Out
Multifamily Housing (Mid-Rise)2 221 157 DU 702 57 13 44 62 38 24 Strip Retail Plaza (<40k)3 822 3.903 KSF 204 9 5 4 25 13 12 906 66 18 48 87 51 36
-23 0 0 0 -5 -3 -2
-15 0 0 0 -4 -2 -2
868 66 18 48 78 46 32
Notes:
1 Trip generation data from ITE Trip Generation Manual, 11th Edition. 2 Fitted curve equation used for ITE Land Use Code 221. 2 Average rate used for ITE Land Use Code 822.
3 Internal capture capped at 5 percent based on Caltrans Guidelines. 4 Pass-by reduction capped at 15 percent based on Caltrans Guidelines.

PM Peak HourLand Use ITE Land
Use Code 1 Size Unit Daily
Total External Project Trips
Total Project Trips (Before Reductions)
Internal Capture4
Pass-by Reduction5
AM Peak Hour
E.3.e
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Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft 23

PROJECT TRIP DISTRIBUTION AND ASSIGNMENT
Project trip distribution for the proposed project was based on existing traffic count information, previous traffic studies within the study area, and the general orientation of population sources to the site. Figure 7 presents the traffic distribution assumed for this analysis.

Based on the assumed trip distribution, the new vehicle trips generated by the project were assigned to the street network and the trip assignment is shown in Figure 8.

EXISTING PLUS PROJECT INTERSECTION LEVEL OF SERVICE
Traffic operations were evaluated at the study intersection under Existing Plus Project traffic conditions and are shown in Figure 9. Results are presented in Table 5 and intersections operating unacceptably are bolded and project deficiencies are highlighted. With the proposed project, all study intersections would operate at acceptable levels of service in Existing Plus Project Conditions.

It should be noted that for Intersection #3 (San Juan Road/4th Street and Graf Road), the reported delay improved with the addition of the project trips. The reason for this occurrence is because the trips were primarily added to the through lane movements, which had a lower movement delay than the average intersection delay, and thereby decreases the overall average delay.

Analysis sheets are provided in the Appendix.

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Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft 27

Table 4 - Existing Plus Project Intersection Level of Service Summary

LOS Delay2
(sec)LOS Delay2
(sec)LOS Delay 2
(sec)
Delay 2
Var LOS Delay
(sec)
Delay2
Var
1 San Juan Road/4th Street & SR 156 C Caltrans Signal B 11.3 B 10.7 B 11.5 0.2 B 10.9 0.2 San Juan Road/4th Street & SR 156 A 1.2 A 1.3 A 1.3 0.1 A 1.4 0.1 Worst Approach A 9.8 B 10.3 A 9.8 0.0 B 10.4 0.1
3 San Juan Road/4th Street & Graf Road C City Signal B 11.9 B 11.0 B 12.2 0.3 B 10.9 -0.1 San Juan Road/4th Street & Project Driveway A 0.2 A 0.2 A 1.3 1.1 A 1.1 0.9 Worst Approach B 12.7 B 13.0 C 17.4 4.7 C 20.0 7.0
5 San Juan Road/4th Street & Miller Road C City Signal B 12.3 B 13.1 B 12.5 0.2 B 13.3 0.2 6 San Juan Road/4th Street & Westside Boulevard C City Signal B 18.9 B 16.6 B 19.1 0.2 B 16.9 0.3 Note: Intersections that are operating below acceptable levels are shown in BOLD and impacts are highlighted. 1 2
Existing
#AM Peak PM Peak
Existing + Project
4 2 C
PM PeakControl
City
City SSSC
The average control delay is reported for signalized and AWSC intersections. The delay for the worst movement is reported for SSSC intersections.

AM PeakIntersectionLOS
Criteria Jurisdiction1
City = Hollister
SSSCC
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Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft 28

6. BACKGROUND TRAFFIC CONDITIONS
This chapter will discuss the traffic conditions under the Background and Background Plus Project Conditions.

BACKGROUND TRANSPORTATION IMPROVEMENTS
As part of the West Gateway Beautification Project for Phase 1, which consists of roadway improvements along San Juan Road/4th Street with limits from the bridge, located approximately 1,460 feet west of Graf Road, to Miller Road, the following intersection improvements are assumed under Background Conditions:
 Intersection #3 – San Juan/4th Street and Graf Road: A one-lane roundabout will be constructed at this intersection with three (3) legs that provide inbound and outbound access to Graf Road and San Juan Road/4th Street and a fourth northwest leg that provides inbound access from Bridge Road to the roundabout.
 Intersection #5 – San Juan/4th Street and Miller Road: The westbound approach will be reconfigured from one left turn lane, one through lane, and one right-turn lane to one left turn lane and one shared through/right turn lane.

In addition, to limit the number of access point along San Juan Road/4th Street, the two-way left-turn lane along the center of San Juan Road/4th Street will be removed and access to driveways will be provided by left turn pockets.

Figure 10 presents the intersection lane geometry and traffic control in the Background Conditions.

BACKGROUND TRAFFIC VOLUMES
A list of the residential and commercial development projects (dated February 2020) was provided by the City and used to determine which projects would be included in this scenario. The list of development projects was reviewed, and approved projects that are expected to be developed at the time the proposed project is constructed were included as part of the Background Conditions. To achieve Background traffic conditions volumes, the approved projects were assigned to the roadway network and added to the Existing traffic counts. A list of approved projects, provided by the County of San Benito for a previous traffic study, were also included into the Background volumes. In addition, to account for Background growth along SR 156, a growth rate derived from historical counts was applied to the northbound and southbound through volumes at Intersection #1 (SR 156 and San Juan Road/4th Street).

Figure 11 shows the locations of the approved and pending projects. It should be noted that pending projects are not included in the scenario but are included in the Cumulative Conditions and will be discussed in the next Chapter.

BACKGROUND INTERSECTION LEVEL OF SERVICE
Background volumes were evaluated at the study intersections and are presented in Figure 12. Results are presented in Table 6 and locations operating unacceptably are bolded. All study intersections function within acceptable LOS standards under Background Conditions.

Analysis sheets are provided in the Appendix.

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Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft 32

Table 5 - Background Intersection Level of Service Summary

BACKGROUND PLUS PROJECT INTERSECTION LEVEL OF SERVICE
Background Plus Project traffic conditions were evaluated at the study intersections and are shown in Figure 13. Results are presented in Table 7 and intersections operating unacceptably are bolded and project deficiencies are highlighted. The following intersections would operate at an unacceptable level of service in the Background Plus Project Conditions:
 Intersection #4 – San Juan Road/4th Street & Project Driveway (PM Peak Hour) o Intersection operating at an acceptable LOS B without the project and the project degrades the intersection to an unacceptable LOS D for the worst approach but does not meet the peak hour signal warrant – Not a Deficiency
Analysis sheets are provided in the Appendix.

LOS Delay 2
(sec)LOS Delay 2
(sec)
1 San Juan Road/4th Street & SR 156 C Caltrans Signal B 12.4 B 11.8 San Juan Road/4th Street & SR 156 A 1.1 A 1.2
Worst Approach B 10.1 B 11.0
3 San Juan Road/4th Street & Graf Road C City Roundabout A 7.1 A 9.0 San Juan Road/4th Street & Project Driveway A 0.2 A 0.2 Worst Approach B 13.8 B 14.6
5 San Juan Road/4th Street & Miller Road C City Signal B 13.3 B 15.1 6 San Juan Road/4th Street & Westside Boulevard C City Signal C 21.1 B 19.4 Note: Intersections that are operating below acceptable levels are shown in BOLD. 1 2
City = Hollister
The average control delay is reported for signalized and AWSC intersections. The delay for the worst movement is reported for SSSC intersections. #Intersection LOS
Criteria Jurisdiction1 Control
Background
4 C City SSSC
AM Peak PM Peak
2 C City SSSC
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Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft 34

Table 6 - Background Plus Project Intersection Level of Service Summary

LOS Delay 2
(sec)LOS Delay 2
(sec)LOS Delay 2
(sec)
Delay 2
Var LOS Delay
(sec)
Delay 2
Var
1 San Juan Road/4th Street & SR 156 C Caltrans Signal B 12.4 B 11.8 B 12.6 0.2 B 12.0 0.2 San Juan Road/4th Street & SR 156 A 1.1 A 1.2 A 1.1 0.0 A 1.3 0.1 Worst Approach B 10.1 B 11.0 B 10.1 0.0 B 11.1 0.1
3 San Juan Road/4th Street & Graf Road C City Roundabout A 7.1 A 9.0 A 7.3 0.2 A 9.3 0.3 San Juan Road/4th Street & Project Driveway A 0.2 A 0.2 A 1.3 1.1 A 1.2 1.0 Worst Approach B 13.8 B 14.6 C 21.2 7.4 D 27.5 12.9
5 San Juan Road/4th Street & Miller Road C City Signal B 13.3 B 15.1 B 13.5 0.2 B 15.3 0.2 6 San Juan Road/4th Street & Westside Boulevard C City Signal C 21.1 B 19.4 C 21.4 0.3 B 19.8 0.4 Note: Intersections that are operating below acceptable levels are shown in BOLD and impacts are highlighted. 1 2
#Intersection LOS
Criteria Jurisdiction 1 Control
Background
PM PeakAM Peak AM Peak
City = Hollister
The average control delay is reported for signalized and AWSC intersections. The delay for the worst movement is reported for SSSC intersections. 4 C City SSSC
C City SSSC2
Background+Project
PM Peak
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Transportation Impact Analysis │ 1550 San Juan Road
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7. CUMULATIVE TRAFFIC CONDITIONS
This chapter will discuss the traffic conditions under the Cumulative and Cumulative Plus Project Conditions.

CUMULATIVE TRANSPORTATION IMPROVEMENTS
As part of the West Gateway Beautification Project for Phase 2 under Cumulative Conditions, which consists of roadway improvements along San Juan Road/4th Street with limits from Miller Road to Westside Boulevard, the two-way left-turn lane will be removed along the center of San Juan Road/4th street and access to driveways will be provided by left-turn pockets to reduce the number of access points along San Juan Road/4th Street. However, there are no new intersection geometry improvements in Cumulative Conditions; therefore, Background Conditions lane geometry was assumed in Cumulative Conditions. The Background lane geometry in Figure 10 illustrates the intersection geometry and traffic control in the Cumulative analysis.

CUMULATIVE TRAFFIC VOLUME
To achieve Cumulative traffic conditions, approved and pending projects, as shown Figure 9, were assigned to the roadway network. Approved and pending projects for the City of Hollister were provided by the City, and projects within the County were derived from a previous traffic study with a list of pending and approved project provided by the County of San Benito. In addition, to account for Cumulative growth along SR 156, a growth rate derived from historical counts was applied to the northbound and southbound through volumes at Intersection #1 (SR 156 and San Juan Road/4th Street). It was assumed that the Cumulative year is 2035.

CUMULATIVE INTERSECTIONS LEVEL OF SERVICE
Cumulative volumes were evaluated at the study intersections and are presented in Figure 14. Results are presented in Table 8 and locations operating unacceptably are bolded. All study intersections function within acceptable LOS standards under Cumulative Conditions.

Analysis sheets are provided in the Appendix.

Table 7 - Cumulative Intersection Level of Service Summary LOS Delay2
(sec)LOS Delay2
(sec)
1 San Juan Road/4th Street & SR 156 C Caltrans Signal B 15.0 B 14.3 San Juan Road/4th Street & SR 156 A 1.0 A 1.1
Worst Approach B 10.3 B 11.8
3 San Juan Road/4th Street & Graf Road C City Roundabout A 8.3 B 12.0 San Juan Road/4th Street & Project Driveway A 0.2 A 0.2 Worst Approach C 15.3 C 16.7
5 San Juan Road/4th Street & Miller Road C City Signal B 17.0 B 19.0 6 San Juan Road/4th Street & Westside Boulevard C City Signal C 23.9 C 23.3 Note: Intersections that are operating below acceptable levels are shown in BOLD. 1 2
2 C City SSSC
City = Hollister
The average control delay is reported for signalized and AWSC intersections. The delay for the worst movement is reported for SSSC C City SSSC4
Control
Cumulative
AM Peak PM Peak#Intersection LOS
Criteria
Jurisdiction
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HOLLISTER 1550 SAN JUAN ROAD TIAAPRIL 2022
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Transportation Impact Analysis │ 1550 San Juan Road
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CUMULATIVE PLUS PROJECT INTERSECTION LEVEL OF SERVICE
Cumulative Plus Project traffic conditions were evaluated at the study intersections and are shown in Figure

15. Results are presented in Table 9 and intersections operating unacceptably are bolded and project deficiencies are highlighted. The following intersections would operate at an unacceptable level of service in the Cumulative Plus Project Conditions:
 Intersection #4 – San Juan Road/4th Street & Project Driveway (AM and PM Peak Hours) o Intersection operating at an acceptable LOS C in the AM and PM peak hours without the project and the project degrades the intersection to an unacceptable LOS D in the AM peak and LOS E in the PM peak for the worst approach but does not meet the peak hour signal warrant – Not a Deficiency
Analysis sheets are provided in the Appendix.

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HOLLISTER 1550 SAN JUAN ROAD TIAAPRIL 2022
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Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft 39

Table 8 - Cumulative Plus Project Intersection Level of Service Summary

LOS Delay 2
(sec)LOS Delay 2
(sec)LOS Delay 2
(sec)
Delay2
Var LOS Delay
(sec)
Delay2
Var
1 San Juan Road/4th Street & SR 156 C Caltrans Signal B 15.0 B 14.3 B 15.3 0.3 B 14.6 0.3 San Juan Road/4th Street & SR 156 A 1.0 A 1.1 A 1.0 0.0 A 1.2 0.1 Worst Approach B 10.3 B 11.8 B 10.3 0.0 B 12.0 0.2
3 San Juan Road/4th Street & Graf Road C City Roundabout A 8.3 B 12.0 A 8.6 0.3 B 12.6 0.6 San Juan Road/4th Street & Project Driveway A 0.2 A 0.2 A 1.4 1.2 A 1.3 1.1 Worst Approach C 15.3 C 16.7 D 26.6 11.3 E 40.2 23.5
5 San Juan Road/4th Street & Miller Road C City Signal B 17.0 B 19.0 B 17.5 0.5 B 19.6 0.6 6 San Juan Road/4th Street & Westside Boulevard C City Signal C 23.9 C 23.3 C 24.3 0.4 C 23.9 0.6 Note: Intersections that are operating below acceptable levels are shown in BOLD and impacts are highlighted. 1 2
Control AM Peak PM Peak
Cumulative+ ProjectCumulative
City = Hollister
The average control delay is reported for signalized and AWSC intersections. The delay for the worst movement is reported for SSSC intersections. 4 C City SSSC
2 C City SSSC
PM PeakAM Peak#Intersection LOS
Criteria Jurisdiction1
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8. VEHICLE QUEUING AND SITE ACCESS AND CIRCULATION
This chapter presents the results from the vehicle queuing analysis completed for each of the study intersections and discussion of site access and circulation for the proposed project site.

VEHICLE QUEUING
As congestion increases, it is common for traffic at intersections to form lines of stopped (or queued) vehicles. Queue lengths were determined for each turn lane and measure the distance that vehicles will back up in each direction approaching an intersection. Synchro software calculates the 95 th percentile queues based on Synchro software. The 95th percentile queue is used to account for fluctuations in traffic and represents a condition where 95 percent of the time during the peak period, traffic volumes will be less than or equal to the queue determined by the analysis. It is used as a benchmark for determining deficiencies as a standard transportation engineering practice. A typical vehicle length of 25 feet was used in the queuing analysis. An operational deficiency was assumed to occur if the queue increases by one or more vehicles and the vehicle queue exceeds the turn pocket length. A summary of the queuing results is included in the Appendix.

The analysis showed that several existing turn bay storage lengths are exceeded under each analysis scenario. In all cases, the inadequate queue lengths are not associated with the project but are a result of pre-existing deficiencies. For example, the 95th percentile northbound left turn queue length at the intersection of San Juan Road/4th Street and Westside Boulevard is 331 feet during the AM peak in the Existing Conditions and is 340 feet during the AM peak in the Existing Plus Project Conditions. Although the turn pocket length is 210 feet and the queue spills out of the turn pocket, the result is a pre-existing deficiency not associated with the project and is therefore not a new deficiency since the project did not increase the queue by at least one vehicle length. (i.e., 25 feet).

SITE ACCESS AND CIRCULATION
As shown in Figure 1 of the site plan, the proposed development will be accessible from one driveway along San Juan Road/4th Street. It is assumed that the project access will be unsignalized and will provide full access. The project driveway is located adjacent to the Shop N Save driveway, located to the east of the project site. The driveways for the Shop N Save and the Project site are closely spaced and are offset to the north leg of the intersection. Due to the location of the two driveways and their close proximity, vehicles making a northbound left-turn out of the Shop N Save driveway may conflict with vehicles making a westbound left-turn into the project driveway. In addition, vehicles making a westbound left into the project site may drive into the eastbound left-turn pocket and conflict with vehicles making an eastbound left-turn into the Vista de Oro Apartments. Therefore, it is recommended that the two driveways be consolidated into one driveway to provide access for both land uses and for the new combined driveway to align with the north leg of the intersection to avoid conflicts. It is recommended that the project applicant work with the City of Hollister and the owners of the Shop N Save to come to an agreement for the consolidation and realignment of the two driveways.

Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft 41

that the center island at Road A and Road B be removed and allow vehicles to make a southbound left-turn at this intersection. This would also allow fire trucks direct access to these buildings in the case of an emergency.

9. PUBLIC TRANSIT, BICYCLE, AND PEDESTRIAN FACILITIES
The proposed project was evaluated to review the project’s access and connection to transit, pedestrian, and bicycle facilities.

TRANSIT
For those taking transit, the Blue and Green Lines operate within the vicinity of the project site with the nearest bus stop located at the intersection of Graf Road and Central Avenue and is less than ¼ mile walking distance from the project site. The nearest bus stop for the Intercounty Service routes is located at the intersection of San Juan Road/4th Street and Miller Road and is located approximately 970 feet east of the project site. Bus stops for the Blue and Green Lines are located close to nearby schools which provide access for students between the schools and the project site. Several nearby schools with bus stops for the Blue and Green Lines include San Benito High School with a bus stop near the intersection of Nash Road and Quail Run, Calaveras Elementary with a bus stop at the intersection of Central Avenue and Felice Drive, and Gavilan College with a bus stop at the intersection of San Benito Street and 4th Street.

PEDESTRIAN
As noted in the Existing Conditions, there are existing sidewalks along both sides of San Juan Road/4 th Street, beginning 460 feet east of Graf Road with continuous sidewalks up to Sally Street. There are also sidewalks along Miller Road and Central Avenue allowing pedestrians to access Calaveras Elementary School and Calaveras Park located northeast of the project site. Pedestrians accessing other nearby schools such as RO Hardin Elementary School and Sacred Heart School can use the existing sidewalks along San Juan Road/4th Street and Westside Boulevard. The project is proposing to construct sidewalks adjacent to its property frontage. However, there are still missing gaps in the pedestrian facility along San Juan Road/4th Street to the west of the project site which will provide difficulty for pedestrians to access the bus stop at Graf Road and Central Avenue as well as the community parks along Central Avenue northwest of the project site. With the West Gateway Beautification project, sidewalks are proposed to be constructed on San Juan Road/4th Street from the project site to Graf Road. Crosswalks are also proposed on the north and east leg of the roundabout at Graf Road and San Juan Road/4th Street. Therefore, with the proposed Phase 1 improvements of the West Gateway Beautification project that are estimated to be in place in Background Plus Project Conditions, pedestrians will be able to access the bus stop at Graf Road and Central Avenue and the community parks located northwest of the project site.

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BICYCLE
There are existing Class II bicycle lanes just east of the project site and provides access to the commercial uses located at San Juan Road/4th Street and Miller Road. Bicyclists can also access nearby schools such as Calaveras Elementary School, RO Hardin Elementary School, and Sacred Heart School using the Class II bicycle lanes along San Juan Road/4th Street and Westside Boulevard. Similar to pedestrian facilities, there are no bicycle facilities along San Juan Road/4th Street west of the project site and therefore access to the community parks located along Central Avenue northwest of the project site will be challenging.

However, with Phase 1 of the West Gateway Beautification project, which is estimated to be in place in Background Plus Project Conditions Class II bicycle lanes will be constructed from the project site to Graf Road and therefore bicyclists can access the community parks northwest of the project site.

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10. SUMMARY OF IMPACTS AND RECOMMENDED MITIGATIONS
Based on the results of the traffic analysis and evaluation of the proposed project, there are no significant impacts related to VMT as a result of the proposed project. There are also no intersection LOS or queuing deficiencies as a result of the proposed project.

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APPENDIX
A – TURNING MOVEMENT COUNTS
B – EXISTING TRAFFIC CONDITIONS
C – EXISTING PLUS PROJECT TRAFFIC CONDITIONS
D – BACKGROUND TRAFFIC CONDITIONS
E – BACKGROUND PLUS PROJECT TRAFFIC CONDITIONS
F – CUMULATIVE TRAFFIC CONDITIONS
G – CUMULATIVE PLUS PROJECT TRAFFIC CONDITIONS
H – SIDRA OUTPUTS
I – QUEUING SUMMARY
J – SIGNAL WARRANTS

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A – Turning Movement Counts

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

Total
0 0
0 0
0 WB 5.0%0.75
NB 12.2%0.86
Peak Hour: 7:15 AM 8:15 AM
HV %:PHF
EB --
Date: 08-22-2019
Peak Hour Count Period: 6:30 AM 9:00 AM
SB 31.1%0.83
TOTAL 15.4%0.95
Eastbound Westbound Northbound Southbound

UT LT TH RT UT
90 0 14
46 0 9 91 0
68 Interval
Start
n/a SR-156B/San Juan Rd SR-156 SR-156 15-min
Total
Rolling
One Hour
115 0 17 0 0 65

UT LT TH
0 RT
7:15 AM 0 0 0 0 1

TH RT UT LT TH RT
112 0 366 0
LT
0 0 91 55 0 4
0 7:30 AM 0 0 0 0 0
344
51 0 20
67 0 9 66 0 34177015001077:45 AM 0 0 0 0 0
86 0 334 1,385
Peak
Hour
All 0 0 0 0
0 0 108 60 0 9
8 112 0 213 0
HV%----
8:00 AM 0 0 0 0 0
5 0 0 5 0
1,385 0
HV 0 0 0 0 0 15 0
371 228 0 31 355 0133306600
15%0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)

EB WB NB SB
18%2%-26%32%-0%5%-8%--
0 0 0
7:30 AM 0 1 16 38 55 0
0 0 0 0 0 0
East West North South
7:15 AM 0 6 14 27 47
Total EB WB NB SB Total
0 8:00 AM 0 5 20 26 51 0 0 0
0 0 0 0 0 0
0 0
7:45 AM 0 8 23 29 60 0 0
0 0 0 0 0 0
0 0 0000000Peak Hour 0 20 73 120 213
0 0 0 0 0 0
N
SR-156
SR-156B/San Juan Rd
SR-156B/San
Juan Rd
SR
-15
6 SR
-15
6 1,385TEV:

0.95PHF:
35 5
31 38
6 43
7 0
66 333 400
2601
22 8
37 1
59 9
68 8
0 0 0
00 0
0 0
0 0 0
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Two-and-a-Half-Hour Count Summaries
Note: Two-and-a-half-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 0
0 0
0 0
0 0
0 0
0 0

TH RTUTLTTHRTUTLT
Rolling
One HourEastboundWestboundNorthboundSouthbound

UT LT TH RT
Interval
Start
n/a SR-156B/San Juan Rd SR-156 SR-156 15-min
TotalUTLTTHRT
0 87 0 13 0 0
1 70 0 297 0
6:45 AM 0 0 0 0
19 0 0 48 63 06:30 AM 0 0 0 0 0 96 0
6 86 0 319 0
7:15 AM 0 0 0 0
19 0 0 51 45 0
332 0
7:00 AM 0 0 0 0 0 112 0
70 59 0 8 95 0
344 1,292
7:30 AM 0 0 0 0 0 90 0
65 46 0 9 91 0111501700
0 77 0 15 0 0
4 112 0 366 1,361
7:45 AM 0 0 0 0
14 0 0 91 55 0
9 86 0 334 1,385
8:15 AM 0 0 0 0
20 0 0 108 60 0
341 1,370
8:00 AM 0 0 0 0 0 51 0
107 67 0 9 66 0
313 1,354
8:30 AM 0 0 0 0 0 57 0
85 48 0 6 91 006901400
0 44 0 19 0 0
9 90 0 297 1,285
8:45 AM 0 0 0 0
12 0 0 93 36 0
267 1,211634407900
Count Total 0 0 0 0 1 798 0 68 877 0 3,210 0
Peak
Hour
All 0 0 0
162 0 0 781 523 0
0 8 112 0 213 00500685
0 1,385 0
HV 0 0 0 0 0 15
0 371 228 0 31 355013330660
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
2%-26%32%-15%5%-8%--18%HV%----0%
0 0
6:45 AM 0 2 19 29 50 0 0
0 0 0 0 0 0
West North South
6:30 AM 0 5 14 21 40 0
EB WB NB SB Total East
7:15 AM 0 6 14 27 47
0 0 0 0 0 0
0 7:00 AM 0 6 13 24 43 0 0 0
0 0 0 0 0 0
0 0
7:45 AM 0 8 23 29 60 0 0
0 0 0 0 0 0
0 0 0
7:30 AM 0 1 16 38 55 0
0 0 0 0 0 0
8:15 AM 0 1 24 27 52
0 0 0 0 0 0
0 8:00 AM 0 5 20 26 51 0 0 0
0 0 0 0 0 0
0 0
8:45 AM 0 5 16 31 52 0 0
0 0 0 0 0 0
0 0 0
8:30 AM 0 2 33 39 74 0
0 0 0 0 0 0
0000000
0 0
Peak Hr 0 20 73 120 213 0 0
0 0 0 0 0 0Count Total 0 41 192 291 524 0
0000000
Project Manager: (415) 310-6469 [email protected] E.3.e
Packet Pg. 1117

www.idaxdata.com
Two-and-a-Half-Hour Count Summaries - Heavy Vehicles
Two-and-a-Half-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.

Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
n/a SR-156B/San Juan Rd SR-156 SR-156 15-min
Total
Rolling
One HourEastboundWestbound
0 21 0 40 0
6:45 AM 0 0 0 0
1 0 0 13 1 0
TH RT
6:30 AM 0 0 0 0 0 4 0

UT LT TH RT UT LT
50 0
7:00 AM 0 0 0 0 0 5 0
18 1 0 1 28 0020000
0 6 0 0 0 0
0 24 0 43 0
7:15 AM 0 0 0 0
1 0 0 12 1 0
2 36 0 55 195
7:45 AM 0 0 0 0
0 0 0 16 0 0
47 180
7:30 AM 0 0 0 0 0 1 0
13 1 0 1 26 0
60 205
8:00 AM 0 0 0 0 0 0 0
22 1 0 4 25 0080000
0 1 0 0 0 0
1 25 0 51 213
8:15 AM 0 0 0 0
5 0 0 17 3 0
5 34 0 74 237
8:45 AM 0 0 0 0
0 0 0 30 3 0
52 218
8:30 AM 0 0 0 0 0 2 0
23 1 0 1 26 0
52 22915101300020300
16 275 0 524 0
Peak Hour 0 0 0 0
10 0 0 179 13 0Count Total 0 0 0 0 0 31 0
Westbound Northbound Southbound

LT TH RT LT TH RT LT
213 0
Interval
Start
n/a SR-156B/San Juan Rd SR-156 SR-156 15-min
Total
Rolling
One HourEastbound
68 5 0 8 112 00150500
0 0 0 0
6:45 AM 0 0 0 0 0
0 0 0 0 0 0

TH RT LT TH RT
6:30 AM 0 0 0 0
0 0
7:15 AM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
7:00 AM 0 0 0 0 0 0
0 0 0 0 0 0
7:45 AM 0 0 0 0 0
0 0 0 0 0 0
0 7:30 AM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
8:15 AM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
8:00 AM 0 0 0 0 0 0
0 0 0 0 0 0
8:45 AM 0 0 0 0 0
0 0 0 0 0 0
0 8:30 AM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0000000
0 0 0 0 0Count Total 0 0 0 0 0 0 0 0
0 0 0000000Peak Hour 0 0 0 0 0
0 Project Manager: (415) 310-6469 [email protected] E.3.e
Packet Pg. 1118

www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 0
0 0
0 0
0 0
0 0
WB 2.1%0.84
NB 10.1%0.94
Peak Hour: 3:45 PM 4:45 PM
HV %:PHF
EB --
Date: 08-22-2019
Peak Hour Count Period: 3:00 PM 5:00 PM
SB 24.7%0.93
TOTAL 13.6%0.94

TH RTUTLTTHRTUTLT
Rolling
One HourEastboundWestboundNorthboundSouthbound

UT LT TH RT
Interval
Start
n/a SR-156B/San Juan Rd SR-156 SR-156 15-min
TotalUTLTTHRT
0 65 0 6 0 0
9 121 0 359 0
3:15 PM 0 0 0 0
8 0 0 95 84 03:00 PM 0 0 0 0 0 42 0
12 94 0 355 0
3:45 PM 0 0 0 0
12 0 0 94 87 0
360 0
3:30 PM 0 0 0 0 0 56 0
104 79 0 7 99 0
378 1,452
4:00 PM 0 0 0 0 0 43 0
88 100 0 15 115 00520800
0 58 0 14 0 0
17 96 0 362 1,455
4:15 PM 0 0 0 0
12 0 0 103 91 0
12 107 0 358 1,497
4:45 PM 0 0 0 0
7 0 0 87 98 0
399 1,494
4:30 PM 0 0 0 0 0 47 0
111 93 0 9 114 0
366 1,48510098011107003801200
Count Total 0 0 0 0 0 401 0 92 853 0 2,937 0
Peak
Hour
All 0 0 0
79 0 0 782 730 0
0 4 116 0 203 00300762
0 1,497 0
HV 0 0 0 0 0 2
0 389 382 0 53 432002000410
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
1%-8%27%-14%1%-7%--20%HV%-----
0 0
3:15 PM 0 1 24 34 59 0 0
0 0 0 0 0 0
West North South
3:00 PM 0 2 32 36 70 0
EB WB NB SB Total East
3:45 PM 0 1 19 30 50
0 0 0 0 0 0
0 3:30 PM 0 2 30 39 71 0 0 0
0 0 0 0 0 0
0 0
4:15 PM 0 1 16 38 55 0 0
0 0 0 0 0 0
0 0 0
4:00 PM 0 2 20 29 51 0
0 0 0 0 0 0
4:45 PM 0 2 23 26 51
0 0 0 0 0 0
0 4:30 PM 0 1 23 23 47 0 0 0
0 0 0 0 0 0
0 0 0000000
0 0
Peak Hr 0 5 78 120 203 0 0
0 0 0 0 0 0Count Total 0 12 187 255 454 0
0000000
N
SR-156
SR-156B/San Juan Rd
SR-156B/San
Juan Rd
SR
-15
6 SR
-15
6 1,497TEV:

0.94PHF:
43 2
53 48
5 43
0 0
41 200 241
4350
38 2
38 9
77 1
63 2
0 0 0
00 0
0 0
0 0 0
Project Manager: (415) 310-6469 [email protected] E.3.e
Packet Pg. 1119

www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.

Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
n/a SR-156B/San Juan Rd SR-156 SR-156 15-min
Total
Rolling
One HourEastboundWestbound
1 35 0 70 0
3:15 PM 0 0 0 0
0 0 0 28 4 0
TH RT
3:00 PM 0 0 0 0 0 2 0

UT LT TH RT UT LT
59 0
3:30 PM 0 0 0 0 0 1 0
24 0 0 1 33 0010000
0 1 0 0 0 0
0 39 0 71 0
3:45 PM 0 0 0 0
1 0 0 28 2 0
2 27 0 51 231
4:15 PM 0 0 0 0
1 0 0 19 1 0
50 250
4:00 PM 0 0 0 0 0 1 0
19 0 0 1 29 0
55 227
4:30 PM 0 0 0 0 0 0 0
16 0 0 1 37 0000100
0 1 0 1 0 0
0 23 0 47 203
4:45 PM 0 0 0 0
1 0 0 22 1 0
51 20419400260
6 249 0 454 0
Peak Hour 0 0 0 0
5 0 0 175 12 0Count Total 0 0 0 0 0 7 0
Westbound Northbound Southbound

LT TH RT LT TH RT LT
203 0
Interval
Start
n/a SR-156B/San Juan Rd SR-156 SR-156 15-min
Total
Rolling
One HourEastbound
76 2 0 4 116 0020300
0 0 0 0
3:15 PM 0 0 0 0 0
0 0 0 0 0 0

TH RT LT TH RT
3:00 PM 0 0 0 0
0 0
3:45 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
3:30 PM 0 0 0 0 0 0
0 0 0 0 0 0
4:15 PM 0 0 0 0 0
0 0 0 0 0 0
0 4:00 PM 0 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0
4:45 PM 0 0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
4:30 PM 0 0 0 0 0 0
0 0 0 0 0 0
0000000
0 0 0 0 0Count Total 0 0 0 0 0 0 0 0
0 0 0000000Peak Hour 0 0 0 0 0
0 Project Manager: (415) 310-6469 [email protected] E.3.e
Packet Pg. 1120

www.idaxdata.com
to
to
Three-Hour Count Summaries
Note: For all three-hour count summary, see next page.

Total
3 10
5 2
20 Date: 08-22-2019
Peak Hour Count Period: 6:00 AM 9:00 AM
SB 1.3%0.68
TOTAL 2.9%0.91
WB 4.0%0.86
NB 2.4%0.84
Peak Hour: 7:15 AM 8:15 AM
HV %:PHF
EB 3.0%0.93
17 0 17 20 4
Interval
Start
SR-156B/San Juan Rd SR-156B/San Juan Rd Westside Blvd Westside Blvd 15-min Total
Rolling
One HourEastboundWestboundNorthboundSouthbound

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
385 0
7:30 AM 0 87 39 0 5 85 20 0 72 43 19 0 24 15 5 414 0
7:15 AM 0 2 76 59 0 5 83 13 0 61 28
26 7 434 1,701
7:45 AM 5 105 42 0 8 89 33 0 65 33 23 0 35 22 8
24 1,701 0
HV 0 1 8 8 0 2 16 0 0
0 0
0 468 0
8:00 AM 2 116 35 0 10 85 10 0 57 13 19 0 54
Peak
Hour
All 0 9 384 175 0 28 342 76 0 255 117 78 0 130 83
7 2 2 0 2 0 1 49 0
HV%-11%2%5%-7%5%0%-3%2%3%-2%0%4%3%0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South 2 0
4 6 1 1 12 1 0 2 1 0
3 4 2 1 10 0 0 0 0 0 1 4 5 0
7:15 AM 0 0 1 0
7 5 3 0 15 0 0 0 0 0 1 2
Peak Hour 17 18 11 3 49 0 0 1 0 1 2 8 8 2
8:00 AM
7:30 AM
7:45 AM 0 2
3 3 5 1 12 0 0 0 0 0 0 0
0 0
0 0 0 0
010
0 0
0 8
2 8 2
N
Westside Blvd
SR-156B/San Juan Rd
SR-156B/San
Juan Rd
We
s
t
s
i
d
e

B
l
v
d
SR-156B/San
Juan Rd
We
s
t
s
i
d
e

B
l
v
d
1,701TEV:

0.91PHF:
24 83 13
0 23
7 20
2 0
76 342
28 446
5920
78 11
7 25
5 45
0 28
6 0
175
384
9 568
621 0
Project Manager: (415) 310-6469 [email protected] E.3.e
Packet Pg. 1121

www.idaxdata.com
Three-Hour Count Summaries
Note: Three-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 0
2 3
5 3
10 5
2 7
1 4
42 20

TH RTUTLTTHRTUTLT
Rolling
One HourEastboundWestboundNorthboundSouthbound

UT LT TH RT
Interval
Start
SR-156B/San Juan Rd SR-156B/San Juan Rd Westside Blvd Westside Blvd 15-min TotalUTLTTHRT
0 2 57 6 0 19
2 2 3 236 0
6:15 AM 0 2 64 14
2 0 48 19 8 06:00 AM 0 0 50 7 0 2 93
7 5 4 281 0
6:45 AM 0 1 77 26
6 0 40 21 20 0
194 0
6:30 AM 0 1 68 23 0 7 79
7 9 0 5 4 5
302 1,013
7:00 AM 0 0 63 38 0 6 85
18 21 0 13 11 50106314043
0 5 83 13 0 61
10 12 6 296 1,073
7:15 AM 0 2 76 59
9 0 42 13 12 0
24 15 5 414 1,397
7:45 AM 0 5 105 42
20 0 72 43 19 0
385 1,264
7:30 AM 0 0 87 39 0 5 85
28 17 0 17 20 4
468 1,563
8:00 AM 0 2 116 35 0 10 85
33 23 0 35 22 8088933065
0 14 88 10 0 37
54 26 7 434 1,701
8:15 AM 0 2 106 36
10 0 57 13 19 0
20 12 0 312 1,591
8:45 AM 0 2 78 22
13 0 41 12 15 0
377 1,693
8:30 AM 0 0 61 31 0 15 92
11 25 0 23 16 9
278 1,401191201250011725040
Count Total 0 17 951 372 0 95 971 222 150 56 3,977 0
Peak
Hour
All 0 9 384
141 0 565 237 200 0
0 2 0 1 49 01600722
24 1,701 0
HV 0 1 8 8 0 2
255 117 78 0 130 83175028342760
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
3%-2%0%4%3%7%5%0%-3%2%HV%-11%2%5%-
0 0
6:15 AM 2 1 0 0 3 0 0
0 0 0 0 0 0
West North South
6:00 AM 1 0 0 0 1 0
EB WB NB SB Total East
6:45 AM 1 4 2 1 8
0 0 0 0 1 1
0 6:30 AM 4 4 2 0 10 0 0 0
0 0 0 0 0 0
1 0
7:15 AM 4 6 1 1 12 0 0
0 0 0 0 0 4
2 1 0
7:00 AM 3 5 3 2 13 0
0 0 0 0 0 0
7:45 AM 7 5 3 0 15
0 0 1 4 5 0
0 7:30 AM 3 4 2 1 10 0 0 0
1 0 1 0 2 1
2 0
8:15 AM 6 4 1 0 11 0 0
0 0 0 0 0 0
2 0 2
8:00 AM 3 3 5 1 12 0
0 0 0 0 0 1
8:45 AM 6 6 5 0 17
0 0 0 0 1 0
3 8:30 AM 8 5 3 0 16 0 0 0
0 0 0 0 2 2
0 2 1000001
16 7
Peak Hour 17 18 11 3 49 0 0
0 1 0 1 3 16Count Total 48 47 27 6 128 0
2101288
Project Manager: (415) 310-6469 [email protected] E.3.e
Packet Pg. 1122

www.idaxdata.com
Three-Hour Count Summaries - Heavy Vehicles
Three-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.

SouthboundNorthboundWestboundEastbound
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
SR-156B/San Juan Rd SR-156B/San Juan Rd Westside Blvd Westside Blvd 15-min Total
Rolling
One HourEastboundWestbound
0 0 0 1 0
6:15 AM 0 0 0 2
0 0 0 0 0 0
TH RT
6:00 AM 0 0 1 0 0 0 0

UT LT TH RT UT LT
3 0
6:30 AM 0 0 1 3 0 1 3
0 0 0 0 0 0001000
0 0 4 0 0 0
0 0 0 10 0
6:45 AM 0 0 0 1
0 0 0 0 2 0
0 1 1 13 34
7:15 AM 0 0 3 1
0 0 3 0 0 0
8 22
7:00 AM 0 0 1 2 0 0 5
1 1 0 0 1 0
12 43
7:30 AM 0 0 2 1 0 0 4
1 0 0 0 0 1006000
0 0 5 0 0 3
1 0 0 10 43
7:45 AM 0 1 1 5
0 0 0 1 1 0
1 0 0 12 49
8:15 AM 0 0 5 1
0 0 4 0 1 0
15 50
8:00 AM 0 0 2 1 0 2 1
0 0 0 0 0 0
11 48
8:30 AM 0 0 4 4 0 1 4
0 1 0 0 0 0022000
0 1 5 0 0 5
0 0 0 16 54
8:45 AM 0 0 1 5
0 0 1 0 2 0
17 56000000
2 2 2 128 0
Peak Hour 0 1 8 8
0 0 16 3 8 0Count Total 0 1 21 26 0 7 40
0 06:00 AM
RT
49 0
Interval
Start
SR-156B/San Juan Rd SR-156B/San Juan Rd Westside Blvd Westside Blvd 15-min Total
Rolling
One Hour
2 2 0 2 0 10216007

RTTHLT RTTHLTRT
0 7:00 AM
0000
0 0
6:45 AM
0 0 0 0
0 6:30 AM
00000006:15 AM 0
0 0
0 0 0
0 1
7:45 AM
0 0 0 0
1 7:30 AM
1000001
0 0
7:15 AM
0 0 0
0 0 0
0 0 0
0 0 0
0 8:30 AM
0000000
0 1
8:15 AM
0 0 0
1 8:00 AM
0000000
0 0 0
0 0 0
0 0
00000
0 0
8:45 AM
0 0 0 0
0 0 0
0 0 0 0 0 0
0 0
Peak Hour
0 0Count Total
0 THLT
1000001
1 00010
0 0
0 0
0000
0 0
0 00
0 THLT
00000000
0 00
0 0
0 0 0
0 0 0
0 000 0 0 0
000 0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0
0 0 00
0 0
0 0
0 0 0
0 0 0
Project Manager: (415) 310-6469 [email protected] E.3.e
Packet Pg. 1123

www.idaxdata.com
to
to
Three-Hour Count Summaries
Note: For all three-hour count summary, see next page.

Total
2 2
0 0
4 Date: 08-22-2019
Peak Hour Count Period: 3:00 PM 6:00 PM
SB 1.0%0.91
TOTAL 1.1%0.95
WB 0.8%0.96
NB 1.8%0.83
Peak Hour: 4:45 PM 5:45 PM
HV %:PHF
EB 1.2%0.95
15 0 20 27 7
Interval
Start
SR-156B/San Juan Rd SR-156B/San Juan Rd Westside Blvd Westside Blvd 15-min Total
Rolling
One HourEastboundWestboundNorthboundSouthbound

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
427 0
5:00 PM 4 123 45 0 14 120 22 0 35 19 14 0 20 24 6 446 0 4:45 PM 0 5 102 47 0 23 108 25 0 33 15
22 4 423 1,695
5:15 PM 6 117 47 0 20 104 21 0 16 11 10 0 18 24 5
22 1,695 0
HV 0 0 8 0 0 0 4 1 0
0 0
0 399 0
5:30 PM 4 110 43 0 21 127 14 0 35 11 13 0 19
Peak
Hour
All 0 19 452 182 0 78 459 82 0 119 56 52 0 77 97
2 2 0 0 0 1 1 19 0
HV%-0%2%0%-0%1%1%-2%4%0%-0%1%5%1%0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South 0 0
1 2 1 2 6 1 1 0 1 0
4 1 1 0 6 0 0 0 0 0 1 0 1 0
4:45 PM 0 0 0 1
0 1 1 0 2 0 0 0 0 0 0 0
Peak Hour 8 5 4 2 19 0 0 0 1 1 2 0 2 0
5:30 PM
5:00 PM
5:15 PM 0 0
3 1 1 0 5 0 0 0 0 0 0 0
0 0
0 0 1 0
000
0 0
0 2
0 0 2
N
Westside Blvd
SR-156B/San Juan Rd
SR-156B/San
Juan Rd
We
s
t
s
i
d
e

B
l
v
d
SR-156B/San
Juan Rd
We
s
t
s
i
d
e

B
l
v
d
1,695TEV:

0.95PHF:
22 97 77
19 6
15 7
0 82
459
78 619
5810
5256
11 9
22 7
35 7
0 182
452
19 653
600 0
Project Manager: (415) 310-6469 [email protected] E.3.e
Packet Pg. 1124

www.idaxdata.com
Three-Hour Count Summaries
Note: Three-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
0 10
8 2
5 4
7 2
2 0
0 2
42 4

TH RTUTLTTHRTUTLT
Rolling
One HourEastboundWestboundNorthboundSouthbound

UT LT TH RT
Interval
Start
SR-156B/San Juan Rd SR-156B/San Juan Rd Westside Blvd Westside Blvd 15-min TotalUTLTTHRT
0 15 108 14 0 39
9 13 6 365 0
3:15 PM 0 2 100 35
12 0 33 19 24 03:00 PM 0 2 105 28 0 12 102
16 18 3 376 0
3:45 PM 0 2 113 31
7 0 44 10 15 0
385 0
3:30 PM 0 4 103 39 0 10 107
15 13 0 16 27 1
367 1,493
4:00 PM 0 7 100 31 0 31 103
10 15 0 23 16 6020867038
0 22 109 20 0 40
10 15 5 361 1,489
4:15 PM 0 3 99 43
13 0 27 9 10 0
18 21 3 389 1,517
4:45 PM 0 5 102 47
14 0 39 11 21 0
400 1,504
4:30 PM 0 4 99 36 0 31 92
8 13 0 19 21 3
427 1,577
5:00 PM 0 4 123 45 0 14 120
15 15 0 20 27 702310825033
0 20 104 21 0 16
20 24 6 446 1,662
5:15 PM 0 6 117 47
22 0 35 19 14 0
19 22 4 423 1,695
5:45 PM 0 4 132 53
14 0 35 11 13 0
399 1,661
5:30 PM 0 4 110 43 0 21 127
11 10 0 18 24 5
412 1,6808170132430208619033
Count Total 0 47 1,303 478 0 239 1,252 201 252 52 4,750 0 Peak
Hour
All 0 19 452
188 0 412 146 180 0
0 0 1 1 19 0410220
22 1,695 0
HV 0 0 8 0 0 0
119 56 52 0 77 97182078459820
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
0%-0%1%5%1%0%1%1%-2%4%HV%-0%2%0%-
0 0
3:15 PM 4 1 3 0 8 0 0
0 0 0 0 0 0
West North South
3:00 PM 6 3 1 0 10 0
EB WB NB SB Total East
3:45 PM 2 3 1 0 6
0 0 0 4 3 1
3 3:30 PM 2 3 1 1 7 0 0 0
0 0 0 2 0 5
3 0
4:15 PM 0 1 0 0 1 0 0
0 0 1 1 2 0
0 1 1
4:00 PM 3 6 0 0 9 0
0 0 0 1 1 0
4:45 PM 1 2 1 2 6
0 0 1 1 1 4
0 4:30 PM 2 1 0 1 4 0 0 0
0 0 0 0 0 4
1 0
5:15 PM 0 1 1 0 2 0 0
0 0 0 0 1 0
0 1 0
5:00 PM 4 1 1 0 6 0
0 0 0 1 1 1
5:45 PM 1 1 0 0 2
0 0 0 0 0 0
0 5:30 PM 3 1 1 0 5 0 0 0
0 0 0 0 0 0
0 2 0000000
21 9
Peak Hour 8 5 4 2 19 0 0
0 0 3 3 7 5Count Total 28 24 10 4 66 0
0011202
Project Manager: (415) 310-6469 [email protected] E.3.e
Packet Pg. 1125

www.idaxdata.com
Three-Hour Count Summaries - Heavy Vehicles
Three-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.

SouthboundNorthboundWestboundEastbound
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
SR-156B/San Juan Rd SR-156B/San Juan Rd Westside Blvd Westside Blvd 15-min Total
Rolling
One HourEastboundWestbound
0 0 0 10 0
3:15 PM 0 0 4 0
0 0 1 0 0 0
TH RT
3:00 PM 0 0 3 3 0 0 3

UT LT TH RT UT LT
8 0
3:30 PM 0 0 1 1 0 0 3
1 1 0 0 0 0001001
0 0 3 0 0 0
1 0 0 7 0
3:45 PM 0 0 2 0
0 0 1 0 0 0
0 0 0 9 30
4:15 PM 0 0 0 0
0 0 0 0 0 0
6 31
4:00 PM 0 0 2 1 0 1 5
0 1 0 0 0 0
1 23
4:30 PM 0 0 2 0 0 0 1
0 0 0 0 0 0001000
0 0 1 1 0 1
0 0 1 4 20
4:45 PM 0 0 1 0
0 0 0 0 0 0
0 0 0 6 17
5:15 PM 0 0 0 0
0 0 0 1 0 0
6 20
5:00 PM 0 0 4 0 0 0 1
0 0 0 0 1 1
2 18
5:30 PM 0 0 3 0 0 0 1
0 0 0 0 0 0001001
0 0 1 0 0 0
0 0 0 5 19
5:45 PM 0 0 1 0
0 0 0 1 0 0
2 15000000
1 1 2 66 0
Peak Hour 0 0 8 0
1 0 5 3 2 0Count Total 0 0 23 5 0 1 22
0 03:00 PM
RT
19 0
Interval
Start
SR-156B/San Juan Rd SR-156B/San Juan Rd Westside Blvd Westside Blvd 15-min Total
Rolling
One Hour
2 0 0 0 1 1004102

RTTHLT RTTHLTRT
1 4:00 PM
1000
0 0
3:45 PM
0 0 0 0
0 3:30 PM
00000003:15 PM 0
0 0
0 0 0
0 2
4:45 PM
0 0 0 0
2 4:30 PM
0000000
1 2
4:15 PM
0 0 0
0 0 0
0 0 0
0 0 0
1 5:30 PM
0000000
0 1
5:15 PM
0 0 0
2 5:00 PM
1000000
0 0 0
0 0 0
0 0
00000
0 1
5:45 PM
0 0 0 0
0 0 0
0 0 0 0 0 0
0 0
Peak Hour
0 3Count Total
0 THLT
1001000
3 00000
0 0
0 1
0000
0 0
0 00
0 THLT
00000000
0 00
0 0
0 0 0
0 0 0
0 000 0 0 0
000 0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
0 0
0 0 00
0 0
0 0
0 1 0
0 1 0
Project Manager: (415) 310-6469 [email protected] E.3.e
Packet Pg. 1126

File Name : 2PM FINAL
Site Code : 00000002
Start Date : 3/10/2015
Page No : 1
Groups Printed- Vehicles - Buses - Trucks

MILLER RD
Southbound

BUENA VISTA RD
Westbound

MILLER RD
Northbound

BUENA VISTA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 0 0 0 0 0 0 17 2 0 19 3 1 4 0 8 6 22 2 0 30 57 04:15 PM 0 1 0 1 2 0 22 2 1 25 1 0 9 0 10 14 24 1 0 39 76 04:30 PM 0 0 0 0 0 0 24 3 0 27 2 0 4 0 6 9 23 0 0 32 65 04:45 PM 0 0 0 0 0 0 11 3 0 14 4 0 1 0 5 17 24 0 0 41 60 Total 0 1 0 1 2 0 74 10 1 85 10 1 18 0 29 46 93 3 0 142 258 05:00 PM 1 0 0 0 1 0 19 2 0 21 2 1 6 0 9 11 27 1 0 39 70 05:15 PM 1 0 0 0 1 0 16 2 0 18 3 0 6 0 9 16 25 1 0 42 70 05:30 PM 0 0 0 0 0 0 30 6 0 36 7 0 5 1 13 15 30 0 0 45 94 05:45 PM 1 2 0 0 3 0 19 12 0 31 4 0 1 4 9 9 26 0 0 35 78 Total 3 2 0 0 5 0 84 22 0 106 16 1 18 5 40 51 108 2 0 161 312 Grand Total 3 3 0 1 7 0 158 32 1 191 26 2 36 5 69 97 201 5 0 303 570 Apprch %42.9 42.9 0 14.3 0 82.7 16.8 0.5 37.7 2.9 52.2 7.2 32 66.3 1.7 0 Total %0.5 0.5 0 0.2 1.2 0 27.7 5.6 0.2 33.5 4.6 0.4 6.3 0.9 12.1 17 35.3 0.9 0 53.2 Vehicles 3 3 0 1 7 0 157 32 1 190 26 2 36 5 69 96 198 5 0 299 565 % Vehicles 100 100 0 100 100 0 99.4 100 100 99.5 100 100 100 100 100 99 98.5 100 0 98.7 99.1 Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
% Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.5 0 0 0.3 0.2 Trucks 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1 2 0 0 3 4
% Trucks 0 0 0 0 0 0 0.6 0 0 0.5 0 0 0 0 0 1 1 0 0 1 0.7

MILLER RD
Southbound

BUENA VISTA RD
Westbound

MILLER RD
Northbound

BUENA VISTA RD
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 1 0 0 1 0 19 2 21 2 1 6 9 11 27 1 39 70
05:15 PM 1 0 0 1 0 16 2 18 3 0 6 9 16 25 1 42 70
05:30 PM 0 0 0 0 0 30 6 36 7 0 5 12 15 30 0 45 93
05:45 PM 1 2 0 3 0 19 12 31 4 0 1 5 9 26 0 35 74
Total Volume 3 2 0 5 0 84 22 106 16 1 18 35 51 108 2 161 307 % App. Total 60 40 0 0 79.2 20.8 45.7 2.9 51.4 31.7 67.1 1.2 PHF .750 .250 .000 .417 .000 .700 .458 .736 .571 .250 .750 .729 .797 .900 .500 .894 .825 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected]
E.3.e
Packet Pg. 1127

File Name : 2PM FINAL
Site Code : 00000002
Start Date : 3/10/2015
Page No : 2

MILLER RD
BU
E
N
A

V
I
S
T
A

R
D
BU
E
N
A

V
I
S
T
A

R
D

MILLER RD
Right3 Thru2 Left0
InOut Total3 5 8
Ri
g
h
t
0 Th
r
u
84 Le
f
t
22 Ou
t
To
t
a
l
In
12 4

1 0
6 2
3 0
Left
18 Thru
1 Right
16 Out TotalIn
75 35 110
Le
f
t
2 Th
r
u
10 8
Ri
g
h
t
51 To
t
a
l
Ou
t
In
10 5

1 6
1 2
6 6
Peak Hour Begins at 05:00 PM
Vehicles
Buses
Trucks
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected]
E.3.e
Packet Pg. 1128

File Name : 4AM FINAL
Site Code : 00000004
Start Date : 3/10/2015
Page No : 1
Groups Printed- Vehicles - Buses - Trucks

MILLER RD
Southbound

SAN JUAN RD
Westbound

LIVE OAK DR
Northbound

SAN JUAN RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 6 1 11 0 18 6 118 3 2 129 13 4 8 0 25 2 64 0 0 66 238 07:15 AM 2 0 18 1 21 10 134 9 3 156 14 1 3 0 18 3 43 2 0 48 243 07:30 AM 3 2 20 0 25 9 102 11 5 127 19 7 8 0 34 3 87 4 0 94 280 07:45 AM 10 4 24 0 38 15 91 10 11 127 39 10 7 0 56 2 112 3 0 117 338 Total 21 7 73 1 102 40 445 33 21 539 85 22 26 0 133 10 306 9 0 325 1099 08:00 AM 6 10 24 0 40 15 93 26 2 136 36 11 6 0 53 0 77 2 0 79 308 08:15 AM 4 1 27 0 32 8 104 16 3 131 22 3 5 4 34 3 93 1 0 97 294 08:30 AM 5 4 18 3 30 16 87 11 0 114 20 4 4 2 30 0 57 0 0 57 231 08:45 AM 3 2 14 0 19 19 75 15 2 111 11 1 3 0 15 1 88 3 0 92 237 Total 18 17 83 3 121 58 359 68 7 492 89 19 18 6 132 4 315 6 0 325 1070 Grand Total 39 24 156 4 223 98 804 101 28 1031 174 41 44 6 265 14 621 15 0 650 2169 Apprch %17.5 10.8 70 1.8 9.5 78 9.8 2.7 65.7 15.5 16.6 2.3 2.2 95.5 2.3 0 Total %1.8 1.1 7.2 0.2 10.3 4.5 37.1 4.7 1.3 47.5 8 1.9 2 0.3 12.2 0.6 28.6 0.7 0 30 Vehicles 39 24 153 4 220 94 776 99 28 997 173 41 41 6 261 13 596 15 0 624 2102 % Vehicles 100 100 98.1 100 98.7 95.9 96.5 98 100 96.7 99.4 100 93.2 100 98.5 92.9 96 100 0 96 96.9 Buses 0 0 3 0 3 3 6 2 0 11 1 0 2 0 3 1 9 0 0 10 27
% Buses 0 0 1.9 0 1.3 3.1 0.7 2 0 1.1 0.6 0 4.5 0 1.1 7.1 1.4 0 0 1.5 1.2 Trucks 0 0 0 0 0 1 22 0 0 23 0 0 1 0 1 0 16 0 0 16 40
% Trucks 0 0 0 0 0 1 2.7 0 0 2.2 0 0 2.3 0 0.4 0 2.6 0 0 2.5 1.8

MILLER RD
Southbound

SAN JUAN RD
Westbound

LIVE OAK DR
Northbound

SAN JUAN RD
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 3 2 20 25 9 102 11 122 19 7 8 34 3 87 4 94 275 07:45 AM 10 4 24 38 15 91 10 116 39 10 7 56 2 112 3 117 327 08:00 AM 6 10 24 40 15 93 26 134 36 11 6 53 0 77 2 79 306 08:15 AM 4 1 27 32 8 104 16 128 22 3 5 30 3 93 1 97 287 Total Volume 23 17 95 135 47 390 63 500 116 31 26 173 8 369 10 387 1195 % App. Total 17 12.6 70.4 9.4 78 12.6 67.1 17.9 15 2.1 95.3 2.6 PHF .575 .425 .880 .844 .783 .938 .606 .933 .744 .705 .813 .772 .667 .824 .625 .827 .914 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected]
E.3.e
Packet Pg. 1129

File Name : 4AM FINAL
Site Code : 00000004
Start Date : 3/10/2015
Page No : 2

MILLER RD
SA
N

J
U
A
N

R
D
SA
N

J
U
A
N

R
D

LIVE OAK DR
Right23 Thru17 Left95
InOut Total88135 223
Ri
g
h
t
47 Th
r
u
39 0
Le
f
t
6 3
Ou
t
To
t
a
l
In
58 0

5 0
0 1
0 8
0 Left
26 Thru
31 Right
116
Out TotalIn
88 173 261
Le
f
t
10 Th
r
u
36 9
Ri
g
h
t
8 To
t
a
l
Ou
t
In
43 9

3 8
7 8
2 6
Peak Hour Begins at 07:30 AM
Vehicles
Buses
Trucks
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected]
E.3.e
Packet Pg. 1130

Chappell Road Area Pre-Zone and Annexation September 23, 2016

Page | 44

Existing Traffic Volumes
12 Ri
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LEGEND:
= AM(PM) Peak-Hour Traffic VolumesXX(XX)

Figure 6
Existing Traffic Volumes
E.3.e
Packet Pg. 1131

Del Webb at San Juan Oaks Specific Plan Subsequent EIR
Section 4.13 Transportation and Circulation
Source: Fehr & Peers, 2015
Existing (2014) Peak Hour
Intersection Volumes Figure 4.13-1
County of San Benito
P a c heco Hwy
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Freitas Rd
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E.3.e
Packet Pg. 1132

Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft

B - Existing Traffic Conditions

E.3.e
Packet Pg. 1133

HCM 6th Signalized Intersection Summary Existing Conditions 1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 341 67 379 0 32 362
Future Volume (veh/h) 341 67 379 0 32 362
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1781 1633 1633 1515 1426
Adj Flow Rate, veh/h 359 0 399 0 34 381
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 5 8 18 18 26 32
Cap, veh/h 557 563 0 69 741
Arrive On Green 0.17 0.00 0.34 0.00 0.05 0.52
Sat Flow, veh/h 3374 1510 1633 0 1443 1426
Grp Volume(v), veh/h 359 0 399 0 34 381
Grp Sat Flow(s),veh/h/ln 1687 1510 1633 0 1443 1426
Q Serve(g_s), s 3.6 0.0 7.7 0.0 0.8 6.3
Cycle Q Clear(g_c), s 3.6 0.0 7.7 0.0 0.8 6.3
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 557 563 0 69 741
V/C Ratio(X) 0.64 0.71 0.00 0.49 0.51
Avail Cap(c_a), veh/h 1677 2707 0 239 2363
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 14.1 0.0 10.3 0.0 16.8 5.7
Incr Delay (d2), s/veh 0.5 0.0 2.0 0.0 2.0 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 0.0 1.7 0.0 0.2 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.6 0.0 12.3 0.0 18.8 6.4
LnGrp LOS B BABA
Approach Vol, veh/h 359 A 399 415
Approach Delay, s/veh 14.6 12.3 7.4
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.3 19.3 25.6 10.6
Change Period (Y+Rc), s 4.6 6.8 6.8 4.6
Max Green Setting (Gmax), s 6.0 60.0 60.0 18.0
Max Q Clear Time (g_c+I1), s 2.8 9.7 8.3 5.6
Green Ext Time (p_c), s 0.0 2.8 2.7 0.6
Intersection Summary
HCM 6th Ctrl Delay 11.3
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

E.3.e
Packet Pg. 1134

HCM 6th TWSC Existing Conditions
2: 4th St & SR 156B Timing Plan: AM Peak
1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 2
Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 32 0 0 233 0 0
Future Vol, veh/h 32 0 0 233 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 16979 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 26 22222
Mvmt Flow 35 0 0 253 0 0

Major/Minor Minor2 Major1
Conflicting Flow All 127 - - 0
Stage 1 0 - - -
Stage 2 127 - - -
Critical Hdwy 7.32 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 6.32 - - -
Follow-up Hdwy 3.76 - - -
Pot Cap-1 Maneuver 790 0 0 -
Stage 1 - 0 0 -
Stage 2 818 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 790 - - -
Mov Cap-2 Maneuver 790 - - -
Stage 1 - - - -
Stage 2 818 - - -

Approach EB NB
HCM Control Delay, s 9.8 0

HCM LOS A

Minor Lane/Major Mvmt NBTEBLn1
Capacity (veh/h)- 790
HCM Lane V/C Ratio - 0.044
HCM Control Delay (s) - 9.8
HCM Lane LOS - A
HCM 95th %tile Q(veh) - 0.1
E.3.e
Packet Pg. 1135

HCM 6th Signalized Intersection Summary Existing Conditions 3: Private Driveway/Graf Road & SR 156B/4th St/San Juan Rd/SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 259 1 1 403 40 2 0 2 121 0 91 Future Volume (veh/h) 31 259 1 1 403 40 2 0 2 121 0 91
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1856 1856 1870 1841 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 34 282 1 1 438 43 2 0 2 132 0 99
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %233242222222
Cap, veh/h 57 533 2 161 638 549 290 46 180 329 22 141
Arrive On Green 0.03 0.29 0.29 0.09 0.35 0.35 0.22 0.00 0.22 0.22 0.00 0.22 Sat Flow, veh/h 1781 1848 7 1781 1841 1585 617 211 828 760 102 647 Grp Volume(v), veh/h 34 0 283 1 438 43 4 0 0 231 0 0
Grp Sat Flow(s),veh/h/ln 1781 0 1854 1781 1841 1585 1655 0 0 1509 0 0 Q Serve(g_s), s 0.7 0.0 4.4 0.0 7.1 0.6 0.0 0.0 0.0 4.1 0.0 0.0 Cycle Q Clear(g_c), s 0.7 0.0 4.4 0.0 7.1 0.6 0.1 0.0 0.0 4.8 0.0 0.0 Prop In Lane 1.00 0.00 1.00 1.00 0.50 0.50 0.57 0.43
Lane Grp Cap(c), veh/h 57 0 535 161 638 549 516 0 0 492 0 0 V/C Ratio(X) 0.59 0.00 0.53 0.01 0.69 0.08 0.01 0.00 0.00 0.47 0.00 0.00 Avail Cap(c_a), veh/h 1541 0 3208 1541 3184 2742 1439 0 0 1879 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 16.6 0.0 10.4 14.4 9.7 7.6 10.6 0.0 0.0 12.5 0.0 0.0 Incr Delay (d2), s/veh 9.4 0.0 0.8 0.0 1.3 0.1 0.0 0.0 0.0 0.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 1.3 0.0 1.9 0.1 0.0 0.0 0.0 1.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.9 0.0 11.2 14.4 11.0 7.7 10.6 0.0 0.0 13.2 0.0 0.0 LnGrp LOS C ABBBABAABAA
Approach Vol, veh/h 317 482 4 231
Approach Delay, s/veh 12.8 10.8 10.6 13.2
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.1 16.0 11.6 5.1 18.0 11.6
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 30.0 60.0 40.0 30.0 60.0 30.0 Max Q Clear Time (g_c+I1), s 2.0 6.4 6.8 2.7 9.1 2.1
Green Ext Time (p_c), s 0.0 1.7 1.6 0.1 2.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 11.9
HCM 6th LOS B
E.3.e
Packet Pg. 1136

HCM 6th TWSC Existing Conditions
4: SR 156B/4th St & Private Driveway Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 4
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 2 380 437 3 9 6
Future Vol, veh/h 2 380 437 3 9 6
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 34222
Mvmt Flow 2 413 475 3 10 7

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 478 0 - 0 894 477
Stage 1 - - - - 477 -
Stage 2 - - - - 417 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1084 - - - 312 588
Stage 1 - - - - 624 -
Stage 2 - - - - 665 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1084 - - - 311 588
Mov Cap-2 Maneuver - - - - 435 -
Stage 1 - - - - 623 -
Stage 2 - - - - 665 -

Approach EB WB SB
HCM Control Delay, s 0 0 12.7

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)1084 - - - 486
HCM Lane V/C Ratio 0.002 - - - 0.034
HCM Control Delay (s) 8.3 - - - 12.7
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
E.3.e
Packet Pg. 1137

HCM 6th Signalized Intersection Summary Existing Conditions 5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 11 389 8 66 411 50 27 33 122 100 18 24 Future Volume (veh/h) 11 389 8 66 411 50 27 33 122 100 18 24 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1856 1856 1856 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 12 427 9 73 452 55 30 36 134 110 20 26 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %444333222222
Cap, veh/h 82 615 13 103 657 556 148 77 215 369 71 53
Arrive On Green 0.05 0.34 0.34 0.06 0.35 0.35 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1753 1796 38 1767 1856 1572 147 388 1085 973 357 266 Grp Volume(v), veh/h 12 0 436 73 452 55 200 0 0 156 0 0 Grp Sat Flow(s),veh/h/ln 1753 0 1834 1767 1856 1572 1620 0 0 1597 0 0 Q Serve(g_s), s 0.2 0.0 7.2 1.4 7.3 0.8 1.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 0.0 7.2 1.4 7.3 0.8 3.9 0.0 0.0 2.6 0.0 0.0 Prop In Lane 1.00 0.02 1.00 1.00 0.15 0.67 0.71 0.17
Lane Grp Cap(c), veh/h 82 0 628 103 657 556 440 0 0 492 0 0 V/C Ratio(X) 0.15 0.00 0.69 0.71 0.69 0.10 0.45 0.00 0.00 0.32 0.00 0.00 Avail Cap(c_a), veh/h 1507 0 3153 1519 3190 2704 1491 0 0 1370 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 16.0 0.0 9.9 16.1 9.6 7.5 12.8 0.0 0.0 12.3 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 1.4 8.7 1.3 0.1 0.7 0.0 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 2.0 0.7 2.0 0.2 1.3 0.0 0.0 0.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.8 0.0 11.3 24.9 10.9 7.6 13.5 0.0 0.0 12.6 0.0 0.0 LnGrp LOS B A B C BABAABAA
Approach Vol, veh/h 448 580 200 156
Approach Delay, s/veh 11.4 12.4 13.5 12.6
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.0 18.0 10.9 5.6 18.3 10.9
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 30.0 60.0 30.0 30.0 60.0 30.0 Max Q Clear Time (g_c+I1), s 3.4 9.2 4.6 2.2 9.3 5.9
Green Ext Time (p_c), s 0.2 2.8 1.0 0.0 3.1 1.3
Intersection Summary
HCM 6th Ctrl Delay 12.3
HCM 6th LOS B
E.3.e
Packet Pg. 1138

HCM 6th Signalized Intersection Summary Existing Conditions 6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 388 177 28 346 77 258 118 79 131 84 24 Future Volume (veh/h) 9 388 177 28 346 77 258 118 79 131 84 24 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1737 1870 1826 1796 1826 1900 1856 1870 1870 1870 1900 1841 Adj Flow Rate, veh/h 10 426 195 31 380 85 284 130 87 144 92 26 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 11 25750322204
Cap, veh/h 17 591 489 48 609 537 360 197 132 194 177 145 Arrive On Green 0.01 0.32 0.32 0.03 0.33 0.33 0.20 0.19 0.19 0.11 0.09 0.09 Sat Flow, veh/h 1654 1870 1547 1711 1826 1610 1767 1045 699 1781 1900 1560 Grp Volume(v), veh/h 10 426 195 31 380 85 284 0 217 144 92 26 Grp Sat Flow(s),veh/h/ln1654 1870 1547 1711 1826 1610 1767 0 1744 1781 1900 1560 Q Serve(g_s), s 0.3 10.1 4.9 0.9 8.8 1.9 7.6 0.0 5.8 3.9 2.3 0.8 Cycle Q Clear(g_c), s 0.3 10.1 4.9 0.9 8.8 1.9 7.6 0.0 5.8 3.9 2.3 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.40 1.00 1.00
Lane Grp Cap(c), veh/h 17 591 489 48 609 537 360 0 329 194 177 145 V/C Ratio(X) 0.58 0.72 0.40 0.65 0.62 0.16 0.79 0.00 0.66 0.74 0.52 0.18 Avail Cap(c_a), veh/h 990 2240 1853 1024 2186 1928 1058 0 1393 1066 2275 1868 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh24.7 15.2 13.4 24.1 14.1 11.8 18.9 0.0 18.9 21.7 21.7 21.0 Incr Delay (d2), s/veh 27.6 1.7 0.5 13.7 1.1 0.1 3.9 0.0 0.9 5.6 0.9 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 3.9 1.5 0.5 3.1 0.6 3.1 0.0 2.1 1.8 1.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.3 16.9 13.9 37.9 15.1 11.9 22.8 0.0 19.7 27.2 22.5 21.2 LnGrp LOS D B B D B B C A B C C C
Approach Vol, veh/h 631 496 501 262
Approach Delay, s/veh 16.5 16.0 21.4 25.0
Approach LOS B B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.4 21.8 14.2 8.7 4.5 22.7 9.4 13.4 Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Max Green Setting (Gmax), s30.0 60.0 30.0 60.0 30.0 60.0 30.0 40.0 Max Q Clear Time (g_c+I1), s2.9 12.1 9.6 4.3 2.3 10.8 5.9 7.8 Green Ext Time (p_c), s 0.1 3.7 0.8 0.4 0.0 2.8 0.4 0.8 Intersection Summary
HCM 6th Ctrl Delay 18.9
HCM 6th LOS B
E.3.e
Packet Pg. 1139

HCM 6th Signalized Intersection Summary Existing Conditions 1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 204 42 397 0 54 441
Future Volume (veh/h) 204 42 397 0 54 441
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1796 1604 1604 1781 1500
Adj Flow Rate, veh/h 217 0 422 0 57 469
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 1 7 20 20 8 27
Cap, veh/h 497 579 0 121 832
Arrive On Green 0.14 0.00 0.36 0.00 0.07 0.55
Sat Flow, veh/h 3483 1522 1604 0 1697 1500
Grp Volume(v), veh/h 217 0 422 0 57 469
Grp Sat Flow(s),veh/h/ln 1742 1522 1604 0 1697 1500
Q Serve(g_s), s 2.1 0.0 8.6 0.0 1.2 7.6
Cycle Q Clear(g_c), s 2.1 0.0 8.6 0.0 1.2 7.6
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 497 579 0 121 832
V/C Ratio(X) 0.44 0.73 0.00 0.47 0.56
Avail Cap(c_a), veh/h 1663 2552 0 270 2387
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 14.8 0.0 10.4 0.0 16.8 5.4
Incr Delay (d2), s/veh 0.2 0.0 2.1 0.0 1.0 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.7 0.0 1.9 0.0 0.4 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.0 0.0 12.6 0.0 17.9 6.2
LnGrp LOS B BABA
Approach Vol, veh/h 217 A 422 526
Approach Delay, s/veh 15.0 12.6 7.4
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.3 20.4 27.7 10.0
Change Period (Y+Rc), s 4.6 6.8 6.8 4.6
Max Green Setting (Gmax), s 6.0 60.0 60.0 18.0
Max Q Clear Time (g_c+I1), s 3.2 10.6 9.6 4.1
Green Ext Time (p_c), s 0.0 3.0 3.5 0.3
Intersection Summary
HCM 6th Ctrl Delay 10.7
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

E.3.e
Packet Pg. 1140

HCM 6th TWSC Existing Conditions
2: 4th St & SR 156B Timing Plan: PM Peak
1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 2
Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 54 0 0 390 0 0
Future Vol, veh/h 54 0 0 390 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 16979 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 8 22122
Mvmt Flow 59 0 0 424 0 0

Major/Minor Minor2 Major1
Conflicting Flow All 212 - - 0
Stage 1 0 - - -
Stage 2 212 - - -
Critical Hdwy 6.96 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.96 - - -
Follow-up Hdwy 3.58 - - -
Pot Cap-1 Maneuver 740 0 0 -
Stage 1 - 0 0 -
Stage 2 785 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 740 - - -
Mov Cap-2 Maneuver 740 - - -
Stage 1 - - - -
Stage 2 785 - - -

Approach EB NB
HCM Control Delay, s 10.3 0

HCM LOS B

Minor Lane/Major Mvmt NBTEBLn1
Capacity (veh/h)- 740
HCM Lane V/C Ratio - 0.079
HCM Control Delay (s) - 10.3
HCM Lane LOS - B
HCM 95th %tile Q(veh) - 0.3
E.3.e
Packet Pg. 1141

HCM 6th Signalized Intersection Summary Existing Conditions 3: Private Driveway/Graf Road & SR 156B/4th St/San Juan Rd/SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 119 433 1 1 248 119 0 0 1 88 0 51 Future Volume (veh/h) 119 433 1 1 248 119 0 0 1 88 0 51 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1841 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 129 471 1 1 270 129 0 0 1 96 0 55
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222242222222
Cap, veh/h 174 695 1 75 584 503 0 0 224 317 2 76
Arrive On Green 0.10 0.37 0.37 0.04 0.32 0.32 0.00 0.00 0.14 0.14 0.00 0.14 Sat Flow, veh/h 1781 1866 4 1781 1841 1585 0 0 1585 925 14 538 Grp Volume(v), veh/h 129 0 472 1 270 129 0 0 1 151 0 0
Grp Sat Flow(s),veh/h/ln 1781 0 1870 1781 1841 1585 0 0 1585 1477 0 0 Q Serve(g_s), s 2.2 0.0 6.7 0.0 3.7 1.9 0.0 0.0 0.0 3.0 0.0 0.0 Cycle Q Clear(g_c), s 2.2 0.0 6.7 0.0 3.7 1.9 0.0 0.0 0.0 3.1 0.0 0.0 Prop In Lane 1.00 0.00 1.00 1.00 0.00 1.00 0.64 0.36
Lane Grp Cap(c), veh/h 174 0 697 75 584 503 0 0 224 395 0 0 V/C Ratio(X) 0.74 0.00 0.68 0.01 0.46 0.26 0.00 0.00 0.00 0.38 0.00 0.00 Avail Cap(c_a), veh/h 1695 0 3559 1695 3504 3017 0 0 1509 2057 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.8 0.0 8.3 14.5 8.6 8.0 0.0 0.0 11.6 12.9 0.0 0.0 Incr Delay (d2), s/veh 6.2 0.0 1.2 0.2 0.6 0.3 0.0 0.0 0.0 0.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 1.6 0.0 0.9 0.4 0.0 0.0 0.0 0.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.0 0.0 9.5 14.6 9.2 8.3 0.0 0.0 11.6 13.5 0.0 0.0 LnGrp LOS BAABAAAABBAA
Approach Vol, veh/h 601 400 1 151
Approach Delay, s/veh 11.7 8.9 11.6 13.5
Approach LOS BABB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.3 17.7 8.4 7.1 16.0 8.4
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 30.0 60.0 40.0 30.0 60.0 30.0 Max Q Clear Time (g_c+I1), s 2.0 8.7 5.1 4.2 5.7 2.0
Green Ext Time (p_c), s 0.0 3.1 1.0 0.3 2.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 11.0
HCM 6th LOS B
E.3.e
Packet Pg. 1142

HCM 6th TWSC Existing Conditions
4: SR 156B/4th St & Private Driveway Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 4
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 8 513 364 8 6 3
Future Vol, veh/h 8 513 364 8 6 3
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 24222
Mvmt Flow 9 558 396 9 7 3

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 405 0 - 0 977 401
Stage 1 - - - - 401 -
Stage 2 - - - - 576 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1154 - - - 278 649
Stage 1 - - - - 676 -
Stage 2 - - - - 562 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1154 - - - 276 649
Mov Cap-2 Maneuver - - - - 403 -
Stage 1 - - - - 671 -
Stage 2 - - - - 562 -

Approach EB WB SB
HCM Control Delay, s 0.1 0 13

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)1154 - - - 461
HCM Lane V/C Ratio 0.008 - - - 0.021
HCM Control Delay (s) 8.1 - - - 13
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
E.3.e
Packet Pg. 1143

HCM 6th Signalized Intersection Summary Existing Conditions 5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 498 25 97 370 76 13 12 91 96 27 15 Future Volume (veh/h) 20 498 25 97 370 76 13 12 91 96 27 15 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 21 519 26 101 385 79 14 12 95 100 28 16 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222
Cap, veh/h 308 712 36 133 571 484 125 34 185 316 52 25
Arrive On Green 0.17 0.40 0.40 0.07 0.31 0.31 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1781 1766 88 1781 1870 1585 114 238 1288 1054 360 177 Grp Volume(v), veh/h 21 0 545 101 385 79 121 0 0 144 0 0 Grp Sat Flow(s),veh/h/ln 1781 0 1854 1781 1870 1585 1640 0 0 1592 0 0 Q Serve(g_s), s 0.4 0.0 9.2 2.1 6.7 1.3 0.0 0.0 0.0 0.4 0.0 0.0 Cycle Q Clear(g_c), s 0.4 0.0 9.2 2.1 6.7 1.3 2.5 0.0 0.0 2.8 0.0 0.0 Prop In Lane 1.00 0.05 1.00 1.00 0.12 0.79 0.69 0.11
Lane Grp Cap(c), veh/h 308 0 748 133 571 484 344 0 0 393 0 0 V/C Ratio(X) 0.07 0.00 0.73 0.76 0.67 0.16 0.35 0.00 0.00 0.37 0.00 0.00 Avail Cap(c_a), veh/h 1444 0 3007 1444 3033 2570 1398 0 0 1328 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.8 0.0 9.3 16.8 11.2 9.4 14.7 0.0 0.0 14.7 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 1.4 8.4 1.4 0.2 0.6 0.0 0.0 0.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 2.4 1.0 2.1 0.3 0.9 0.0 0.0 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.9 0.0 10.7 25.2 12.6 9.6 15.3 0.0 0.0 15.3 0.0 0.0 LnGrp LOS B A B C BABAABAA
Approach Vol, veh/h 566 565 121 144
Approach Delay, s/veh 10.8 14.4 15.3 15.3
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.8 20.9 9.3 10.4 17.3 9.3
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 30.0 60.0 30.0 30.0 60.0 30.0 Max Q Clear Time (g_c+I1), s 4.1 11.2 4.8 2.4 8.7 4.5
Green Ext Time (p_c), s 0.2 3.7 0.9 0.0 2.6 0.7
Intersection Summary
HCM 6th Ctrl Delay 13.1
HCM 6th LOS B
E.3.e
Packet Pg. 1144

HCM 6th Signalized Intersection Summary Existing Conditions 6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 452 182 78 459 82 119 56 52 77 97 22 Future Volume (veh/h) 19 452 182 78 459 82 119 56 52 77 97 22 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1900 1900 1885 1885 1870 1841 1841 1900 1885 1826 Adj Flow Rate, veh/h 20 476 192 82 483 86 125 59 55 81 102 23 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 20011244015
Cap, veh/h 35 662 570 108 743 630 168 120 112 107 191 157 Arrive On Green 0.02 0.35 0.35 0.06 0.39 0.39 0.09 0.14 0.14 0.06 0.10 0.10 Sat Flow, veh/h 1810 1870 1610 1810 1885 1598 1781 877 817 1810 1885 1547 Grp Volume(v), veh/h 20 476 192 82 483 86 125 0 114 81 102 23 Grp Sat Flow(s),veh/h/ln1810 1870 1610 1810 1885 1598 1781 0 1694 1810 1885 1547 Q Serve(g_s), s 0.5 10.2 4.0 2.1 9.6 1.6 3.2 0.0 2.9 2.0 2.4 0.6 Cycle Q Clear(g_c), s 0.5 10.2 4.0 2.1 9.6 1.6 3.2 0.0 2.9 2.0 2.4 0.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 35 662 570 108 743 630 168 0 232 107 191 157 V/C Ratio(X) 0.56 0.72 0.34 0.76 0.65 0.14 0.74 0.00 0.49 0.76 0.53 0.15 Avail Cap(c_a), veh/h 1177 2433 2094 1177 2452 2078 1159 0 1469 1177 2452 2013 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh22.4 12.9 10.9 21.4 11.4 8.9 20.3 0.0 18.4 21.4 19.7 18.9 Incr Delay (d2), s/veh 13.3 1.5 0.3 10.3 1.0 0.1 6.3 0.0 0.6 10.4 0.9 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 3.7 1.2 1.1 3.2 0.4 1.4 0.0 1.0 1.1 1.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.7 14.4 11.3 31.6 12.3 9.0 26.7 0.0 19.0 31.8 20.5 19.1 LnGrp LOS D B B C B A C A B C C B
Approach Vol, veh/h 688 651 239 206
Approach Delay, s/veh 14.1 14.3 23.0 24.8
Approach LOS B B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s6.8 22.3 8.4 8.7 4.9 24.2 6.7 10.3 Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Max Green Setting (Gmax), s30.0 60.0 30.0 60.0 30.0 60.0 30.0 40.0 Max Q Clear Time (g_c+I1), s4.1 12.2 5.2 4.4 2.5 11.6 4.0 4.9 Green Ext Time (p_c), s 0.2 4.2 0.3 0.4 0.0 3.6 0.2 0.4 Intersection Summary
HCM 6th Ctrl Delay 16.6
HCM 6th LOS B
E.3.e
Packet Pg. 1145

Queues Existing Conditions
1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 1
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 359 71 399 34 381
v/c Ratio 0.48 0.18 0.59 0.16 0.54
Control Delay 19.7 7.6 15.1 25.5 10.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 19.7 7.6 15.1 25.5 10.3
Queue Length 50th (ft) 35 0 56 7 55
Queue Length 95th (ft) 102 29 188 38 123
Internal Link Dist (ft) 920 727 794
Turn Bay Length (ft) 600 305 590
Base Capacity (vph) 1490 707 1584 213 1439
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.24 0.10 0.25 0.16 0.26
Intersection Summary
E.3.e
Packet Pg. 1146

Queues Existing Conditions
3: Private Driveway/Graf Road & SR 156B/4th St/San Juan Rd/SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 2
Lane Group EBL EBT WBL WBT WBR NBT SBT
Lane Group Flow (vph) 34 283 1 438 43 4 231
v/c Ratio 0.13 0.36 0.00 0.59 0.06 0.01 0.49
Control Delay 28.6 14.5 26.0 18.4 6.5 0.0 17.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.6 14.5 26.0 18.4 6.5 0.0 17.4
Queue Length 50th (ft) 8 41 0 71 1 0 35
Queue Length 95th (ft) 42 182 4 259 20 0 137
Internal Link Dist (ft)1087 392 913 607
Turn Bay Length (ft) 360 50 105
Base Capacity (vph) 1197 1700 1197 1685 1463 1260 1160
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.03 0.17 0.00 0.26 0.03 0.00 0.20
Intersection Summary
E.3.e
Packet Pg. 1147

Queues Existing Conditions
5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 3
Lane Group EBL EBT WBL WBT WBR NBT SBT
Lane Group Flow (vph) 12 436 73 452 55 200 156
v/c Ratio 0.06 0.67 0.28 0.51 0.07 0.38 0.41
Control Delay 32.7 25.0 33.1 15.9 12.2 15.7 23.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.7 25.0 33.1 15.9 12.2 15.7 23.4
Queue Length 50th (ft) 4 137 26 91 9 39 46
Queue Length 95th (ft) 22 304 79 314 45 109 118
Internal Link Dist (ft)760 1155 226 678
Turn Bay Length (ft) 115 115 115
Base Capacity (vph) 958 1609 967 1630 1385 915 685
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.01 0.27 0.08 0.28 0.04 0.22 0.23
Intersection Summary
E.3.e
Packet Pg. 1148

Queues Existing Conditions
6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 10 426 195 31 380 85 284 217 144 92 26 v/c Ratio 0.09 0.76 0.36 0.22 0.59 0.14 0.48 0.39 0.52 0.38 0.10 Control Delay 53.3 40.3 14.4 52.0 29.2 9.3 34.3 31.0 47.2 45.2 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.3 40.3 14.4 52.0 29.2 9.3 34.3 31.0 47.2 45.2 0.8 Queue Length 50th (ft) 6 228 36 18 160 7 135 97 79 52 0 Queue Length 95th (ft) 28 436 114 60 370 49 331 222 183 116 1 Internal Link Dist (ft)274 225 886 382
Turn Bay Length (ft) 210 210 105 210 125 125
Base Capacity (vph) 550 1260 1077 570 1224 1113 592 1185 598 1285 1070 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.02 0.34 0.18 0.05 0.31 0.08 0.48 0.18 0.24 0.07 0.02 Intersection Summary
E.3.e
Packet Pg. 1149

Queues Existing Conditions
1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 1
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 217 45 422 57 469
v/c Ratio 0.38 0.16 0.58 0.26 0.54
Control Delay 21.3 9.4 14.7 25.6 8.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 21.3 9.4 14.7 25.6 8.5
Queue Length 50th (ft) 28 0 94 15 61
Queue Length 95th (ft) 64 24 183 51 132
Internal Link Dist (ft) 920 727 794
Turn Bay Length (ft) 600 305 590
Base Capacity (vph) 1380 627 1577 221 1496
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.16 0.07 0.27 0.26 0.31
Intersection Summary
E.3.e
Packet Pg. 1150

Queues Existing Conditions
3: Private Driveway/Graf Road & SR 156B/4th St/San Juan Rd/SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 2
Lane Group EBL EBT WBL WBT WBR NBT SBT
Lane Group Flow (vph) 129 472 1 270 129 1 151
v/c Ratio 0.36 0.52 0.00 0.48 0.23 0.00 0.37
Control Delay 26.0 13.9 28.0 21.3 7.6 0.0 14.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 26.0 13.9 28.0 21.3 7.6 0.0 14.9
Queue Length 50th (ft) 31 59 0 61 4 0 24
Queue Length 95th (ft) 102 277 5 170 44 0 78
Internal Link Dist (ft)1087 392 913 607
Turn Bay Length (ft) 360 50 105
Base Capacity (vph) 1131 1748 1131 1714 1492 1379 1144
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.11 0.27 0.00 0.16 0.09 0.00 0.13
Intersection Summary
E.3.e
Packet Pg. 1151

Queues Existing Conditions
5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 3
Lane Group EBL EBT WBL WBT WBR NBT SBT
Lane Group Flow (vph) 21 545 101 385 79 122 144
v/c Ratio 0.09 0.71 0.35 0.39 0.10 0.26 0.42
Control Delay 31.5 24.6 35.0 14.3 12.5 10.6 28.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.5 24.6 35.0 14.3 12.5 10.6 28.9
Queue Length 50th (ft) 8 174 36 62 11 8 47
Queue Length 95th (ft) 30 383 108 287 65 58 132
Internal Link Dist (ft)760 1155 226 678
Turn Bay Length (ft) 115 115 115
Base Capacity (vph) 918 1581 918 1591 1352 879 715
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.02 0.34 0.11 0.24 0.06 0.14 0.20
Intersection Summary
E.3.e
Packet Pg. 1152

Queues Existing Conditions
6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Conditions Synchro 10 Report Kimley-Horn Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 20 476 192 82 483 86 125 114 81 102 23 v/c Ratio 0.14 0.73 0.30 0.36 0.53 0.11 0.45 0.35 0.36 0.38 0.08 Control Delay 49.7 33.7 13.0 46.4 21.6 9.4 44.4 31.2 46.5 41.7 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.7 33.7 13.0 46.4 21.6 9.4 44.4 31.2 46.5 41.7 0.6 Queue Length 50th (ft) 10 206 32 39 144 8 58 41 38 48 0 Queue Length 95th (ft) 44 474 113 120 436 51 166 116 119 126 0 Internal Link Dist (ft)274 225 886 382
Turn Bay Length (ft) 210 210 105 210 125 125
Base Capacity (vph) 671 1372 1215 671 1385 1191 658 1278 671 1385 1149 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.03 0.35 0.16 0.12 0.35 0.07 0.19 0.09 0.12 0.07 0.02 Intersection Summary
E.3.e
Packet Pg. 1153

Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft

C – Existing Plus Project Traffic Conditions

E.3.e
Packet Pg. 1154

HCM 6th Signalized Intersection Summary Existing Plus Project Conditions 1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 355 75 379 0 35 362
Future Volume (veh/h) 355 75 379 0 35 362
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1781 1633 1870 1515 1426
Adj Flow Rate, veh/h 374 0 399 0 37 381
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 5 8 18 2 26 32
Cap, veh/h 573 561 0 74 741
Arrive On Green 0.17 0.00 0.34 0.00 0.05 0.52
Sat Flow, veh/h 3374 1510 1633 0 1443 1426
Grp Volume(v), veh/h 374 0 399 0 37 381
Grp Sat Flow(s),veh/h/ln 1687 1510 1633 0 1443 1426
Q Serve(g_s), s 3.8 0.0 7.8 0.0 0.9 6.4
Cycle Q Clear(g_c), s 3.8 0.0 7.8 0.0 0.9 6.4
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 573 561 0 74 741
V/C Ratio(X)0.65 0.71 0.00 0.50 0.51
Avail Cap(c_a), veh/h 1653 2667 0 236 2328
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 14.2 0.0 10.5 0.0 17.0 5.8
Incr Delay (d2), s/veh 0.5 0.0 2.0 0.0 1.9 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.0 1.7 0.0 0.3 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.7 0.0 12.5 0.0 18.9 6.4
LnGrp LOS B B A B A
Approach Vol, veh/h 374 A 399 418
Approach Delay, s/veh 14.7 12.5 7.5
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.5 19.4 25.9 10.8
Change Period (Y+Rc), s 4.6 6.8 6.8 4.6
Max Green Setting (Gmax), s 6.0 60.0 60.0 18.0
Max Q Clear Time (g_c+I1), s 2.9 9.8 8.4 5.8
Green Ext Time (p_c), s 0.0 2.8 2.7 0.6
Intersection Summary
HCM 6th Ctrl Delay 11.5
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

E.3.e
Packet Pg. 1155

HCM 6th TWSC Existing Plus Project Conditions
2: 4th St & SR 156B Timing Plan: AM Peak
1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 2
Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 35 0 0 238 0 0
Future Vol, veh/h 35 0 0 238 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 26 2 2 2 2 2
Mvmt Flow 38 0 0 259 0 0

Major/Minor Minor2 Major1
Conflicting Flow All 130 - - 0
Stage 1 0 - - -
Stage 2 130 - - -
Critical Hdwy 7.32 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 6.32 - - -
Follow-up Hdwy 3.76 - - -
Pot Cap-1 Maneuver 786 0 0 -
Stage 1 - 0 0 -
Stage 2 815 0 0 -
Platoon blocked, %-
Mov Cap-1 Maneuver 786 - - -
Mov Cap-2 Maneuver 786 - - -
Stage 1 - - - -
Stage 2 815 - - -

Approach EB NB
HCM Control Delay, s 9.8 0

HCM LOS A

Minor Lane/Major Mvmt NBT EBLn1
Capacity (veh/h)- 786
HCM Lane V/C Ratio - 0.048
HCM Control Delay (s) - 9.8
HCM Lane LOS - A
HCM 95th %tile Q(veh) - 0.2
E.3.e
Packet Pg. 1156

HCM 6th Signalized Intersection Summary Existing Plus Project Conditions 3: Private Driveway/Graf Road & SR 156B/4th St/San Juan Rd/SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 267 1 1 425 40 2 0 2 121 0 91 Future Volume (veh/h) 31 267 1 1 425 40 2 0 2 121 0 91
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1856 1870 1870 1841 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 34 290 1 1 462 43 2 0 2 132 0 99
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 3 2 2 4 2 2 2 2 2 2 2
Cap, veh/h 57 518 2 197 660 569 286 45 180 323 22 140
Arrive On Green 0.03 0.28 0.28 0.11 0.36 0.36 0.22 0.00 0.22 0.22 0.00 0.22 Sat Flow, veh/h 1781 1848 6 1781 1841 1585 622 207 829 761 102 647 Grp Volume(v), veh/h 34 0 291 1 462 43 4 0 0 231 0 0
Grp Sat Flow(s),veh/h/ln 1781 0 1854 1781 1841 1585 1657 0 0 1509 0 0 Q Serve(g_s), s 0.7 0.0 4.8 0.0 7.7 0.6 0.0 0.0 0.0 4.2 0.0 0.0 Cycle Q Clear(g_c), s 0.7 0.0 4.8 0.0 7.7 0.6 0.1 0.0 0.0 5.0 0.0 0.0 Prop In Lane 1.00 0.00 1.00 1.00 0.50 0.50 0.57 0.43
Lane Grp Cap(c), veh/h 57 0 520 197 660 569 511 0 0 486 0 0 V/C Ratio(X)0.60 0.00 0.56 0.01 0.70 0.08 0.01 0.00 0.00 0.48 0.00 0.00 Avail Cap(c_a), veh/h 1498 0 3118 1498 3095 2665 1401 0 0 1827 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 17.0 0.0 11.0 14.1 9.8 7.5 11.0 0.0 0.0 12.8 0.0 0.0 Incr Delay (d2), s/veh 9.5 0.0 0.9 0.0 1.4 0.1 0.0 0.0 0.0 0.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 1.4 0.0 2.1 0.1 0.0 0.0 0.0 1.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.6 0.0 11.9 14.1 11.2 7.6 11.0 0.0 0.0 13.6 0.0 0.0 LnGrp LOS C A B B B A B A A B A A
Approach Vol, veh/h 325 506 4 231
Approach Delay, s/veh 13.4 10.9 11.0 13.6
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.9 16.0 11.7 5.1 18.8 11.7
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 30.0 60.0 40.0 30.0 60.0 30.0 Max Q Clear Time (g_c+I1), s 2.0 6.8 7.0 2.7 9.7 2.1
Green Ext Time (p_c), s 0.0 1.7 1.6 0.1 3.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
E.3.e
Packet Pg. 1157

HCM 6th TWSC Existing Plus Project Conditions
4: Project Driveway/Private Driveway & SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 4
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 380 8 10 437 3 22 0 26 9 0 6
Future Vol, veh/h 2 380 8 10 437 3 22 0 26 9 0 6
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 80 - - 80 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, %- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 3 2 2 4 2 2 2 2 2 2 2
Mvmt Flow 2 413 9 11 475 3 24 0 28 10 0 7

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 478 0 0 422 0 0 924 922 418 935 925 477 Stage 1 - - - - - - 422 422 - 499 499 -
Stage 2 - - - - - - 502 500 - 436 426 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1084 - - 1137 - - 250 270 635 246 269 588 Stage 1 - - - - - - 609 588 - 554 544 -
Stage 2 - - - - - - 552 543 - 599 586 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 1084 - - 1137 - - 245 267 635 233 266 588 Mov Cap-2 Maneuver - - - - - - 245 267 - 233 266 -
Stage 1 - - - - - - 608 587 - 553 539 -
Stage 2 - - - - - - 541 538 - 571 585 -

Approach EB WB NB SB
HCM Control Delay, s 0 0.2 16.4 17.4

HCM LOS C C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)367 1084 - - 1137 - - 307
HCM Lane V/C Ratio 0.142 0.002 - - 0.01 - - 0.053
HCM Control Delay (s) 16.4 8.3 - - 8.2 - - 17.4
HCM Lane LOS C A - - A - - C
HCM 95th %tile Q(veh) 0.5 0 - - 0 - - 0.2
E.3.e
Packet Pg. 1158

HCM 6th Signalized Intersection Summary Existing Plus Project Conditions 5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 410 8 66 419 50 27 33 122 100 18 26 Future Volume (veh/h) 16 410 8 66 419 50 27 33 122 100 18 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1856 1856 1856 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 18 451 9 73 460 55 30 36 134 110 20 29 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 4 4 4 3 3 3 2 2 2 2 2 2
Cap, veh/h 99 639 13 102 661 560 144 76 214 358 69 57
Arrive On Green 0.06 0.36 0.36 0.06 0.36 0.36 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1753 1798 36 1767 1856 1572 147 388 1087 959 349 292 Grp Volume(v), veh/h 18 0 460 73 460 55 200 0 0 159 0 0 Grp Sat Flow(s),veh/h/ln 1753 0 1834 1767 1856 1572 1622 0 0 1600 0 0 Q Serve(g_s), s 0.4 0.0 7.7 1.5 7.6 0.8 1.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.4 0.0 7.7 1.5 7.6 0.8 4.0 0.0 0.0 2.8 0.0 0.0 Prop In Lane 1.00 0.02 1.00 1.00 0.15 0.67 0.69 0.18
Lane Grp Cap(c), veh/h 99 0 651 102 661 560 434 0 0 484 0 0 V/C Ratio(X)0.18 0.00 0.71 0.72 0.70 0.10 0.46 0.00 0.00 0.33 0.00 0.00 Avail Cap(c_a), veh/h 1468 0 3072 1480 3107 2633 1452 0 0 1337 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 16.1 0.0 9.9 16.6 9.9 7.7 13.1 0.0 0.0 12.7 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 1.4 9.0 1.3 0.1 0.8 0.0 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 2.1 0.7 2.1 0.2 1.3 0.0 0.0 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.0 0.0 11.4 25.6 11.2 7.8 13.9 0.0 0.0 13.1 0.0 0.0 LnGrp LOS B A B C B A B A A B A A
Approach Vol, veh/h 478 588 200 159
Approach Delay, s/veh 11.6 12.7 13.9 13.1
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.1 18.7 11.0 6.0 18.8 11.0
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 30.0 60.0 30.0 30.0 60.0 30.0 Max Q Clear Time (g_c+I1), s 3.5 9.7 4.8 2.4 9.6 6.0
Green Ext Time (p_c), s 0.2 3.0 1.0 0.0 3.2 1.3
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
E.3.e
Packet Pg. 1159

HCM 6th Signalized Intersection Summary Existing Plus Project Conditions 6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 402 184 28 351 77 261 118 79 131 84 24 Future Volume (veh/h) 9 402 184 28 351 77 261 118 79 131 84 24 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1737 1870 1826 1796 1826 1900 1856 1870 1856 1870 1900 1841 Adj Flow Rate, veh/h 10 442 202 31 386 85 287 130 87 144 92 26 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 11 2 5 7 5 0 3 2 3 2 0 4
Cap, veh/h 17 606 501 48 624 550 362 197 132 193 175 143 Arrive On Green 0.01 0.32 0.32 0.03 0.34 0.34 0.21 0.19 0.19 0.11 0.09 0.09 Sat Flow, veh/h 1654 1870 1547 1711 1826 1610 1767 1045 699 1781 1900 1560 Grp Volume(v), veh/h 10 442 202 31 386 85 287 0 217 144 92 26 Grp Sat Flow(s),veh/h/ln1654 1870 1547 1711 1826 1610 1767 0 1744 1781 1900 1560 Q Serve(g_s), s 0.3 10.7 5.2 0.9 9.1 1.9 7.9 0.0 5.9 4.0 2.4 0.8 Cycle Q Clear(g_c), s 0.3 10.7 5.2 0.9 9.1 1.9 7.9 0.0 5.9 4.0 2.4 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.40 1.00 1.00
Lane Grp Cap(c), veh/h 17 606 501 48 624 550 362 0 329 193 175 143 V/C Ratio(X) 0.58 0.73 0.40 0.65 0.62 0.15 0.79 0.00 0.66 0.75 0.53 0.18 Avail Cap(c_a), veh/h 968 2189 1811 1001 2137 1884 1034 0 1361 1042 2223 1825 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh25.3 15.3 13.5 24.7 14.1 11.7 19.3 0.0 19.3 22.2 22.2 21.5 Incr Delay (d2), s/veh 27.7 1.7 0.5 14.0 1.0 0.1 3.9 0.0 0.8 5.6 0.9 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 4.2 1.6 0.5 3.2 0.6 3.2 0.0 2.2 1.8 1.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.0 17.0 14.0 38.6 15.1 11.9 23.3 0.0 20.1 27.8 23.1 21.7 LnGrp LOS D B B D B B C A C C C C
Approach Vol, veh/h 654 502 504 262
Approach Delay, s/veh 16.7 16.0 21.9 25.5
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s5.4 22.6 14.5 8.7 4.5 23.5 9.6 13.7 Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Max Green Setting (Gmax), s30.0 60.0 30.0 60.0 30.0 60.0 30.0 40.0 Max Q Clear Time (g_c+I1), s2.9 12.7 9.9 4.4 2.3 11.1 6.0 7.9 Green Ext Time (p_c), s 0.1 3.9 0.8 0.4 0.0 2.8 0.4 0.8 Intersection Summary
HCM 6th Ctrl Delay 19.1
HCM 6th LOS B
E.3.e
Packet Pg. 1160

HCM 6th Signalized Intersection Summary Existing Plus Project Conditions 1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 214 46 397 0 61 441
Future Volume (veh/h) 214 46 397 0 61 441
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1796 1604 1870 1781 1500
Adj Flow Rate, veh/h 228 0 422 0 65 469
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 1 7 20 2 8 27
Cap, veh/h 498 577 0 133 838
Arrive On Green 0.14 0.00 0.36 0.00 0.08 0.56
Sat Flow, veh/h 3483 1522 1604 0 1697 1500
Grp Volume(v), veh/h 228 0 422 0 65 469
Grp Sat Flow(s),veh/h/ln 1742 1522 1604 0 1697 1500
Q Serve(g_s), s 2.3 0.0 8.7 0.0 1.4 7.7
Cycle Q Clear(g_c), s 2.3 0.0 8.7 0.0 1.4 7.7
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 498 577 0 133 838
V/C Ratio(X)0.46 0.73 0.00 0.49 0.56
Avail Cap(c_a), veh/h 1641 2518 0 266 2355
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 15.0 0.0 10.6 0.0 16.9 5.4
Incr Delay (d2), s/veh 0.2 0.0 2.2 0.0 1.0 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.7 0.0 1.9 0.0 0.4 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.3 0.0 12.8 0.0 17.9 6.1
LnGrp LOS B B A B A
Approach Vol, veh/h 228 A 422 534
Approach Delay, s/veh 15.3 12.8 7.6
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.6 20.6 28.1 10.1
Change Period (Y+Rc), s 4.6 6.8 6.8 4.6
Max Green Setting (Gmax), s 6.0 60.0 60.0 18.0
Max Q Clear Time (g_c+I1), s 3.4 10.7 9.7 4.3
Green Ext Time (p_c), s 0.0 3.0 3.5 0.3
Intersection Summary
HCM 6th Ctrl Delay 10.9
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

E.3.e
Packet Pg. 1161

HCM 6th TWSC Existing Plus Project Conditions
2: 4th St & SR 156B Timing Plan: PM Peak
1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 2
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 61 0 0 404 0 0
Future Vol, veh/h 61 0 0 404 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 8 2 2 1 2 2
Mvmt Flow 66 0 0 439 0 0

Major/Minor Minor2 Major1
Conflicting Flow All 220 - - 0
Stage 1 0 - - -
Stage 2 220 - - -
Critical Hdwy 6.96 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.96 - - -
Follow-up Hdwy 3.58 - - -
Pot Cap-1 Maneuver 732 0 0 -
Stage 1 - 0 0 -
Stage 2 778 0 0 -
Platoon blocked, %-
Mov Cap-1 Maneuver 732 - - -
Mov Cap-2 Maneuver 732 - - -
Stage 1 - - - -
Stage 2 778 - - -

Approach EB NB
HCM Control Delay, s 10.4 0

HCM LOS B

Minor Lane/Major Mvmt NBT EBLn1
Capacity (veh/h)- 732
HCM Lane V/C Ratio - 0.091
HCM Control Delay (s) - 10.4
HCM Lane LOS - B
HCM 95th %tile Q(veh) - 0.3
E.3.e
Packet Pg. 1162

HCM 6th Signalized Intersection Summary Existing Plus Project Conditions 3: Private Driveway/Graf Road & SR 156B/4th St/San Juan Rd/SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 119 454 1 1 262 119 0 0 1 88 0 51 Future Volume (veh/h) 119 454 1 1 262 119 0 0 1 88 0 51 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1841 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 129 493 1 1 285 129 0 0 1 96 0 55
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 4 2 2 2 2 2 2 2
Cap, veh/h 174 722 1 49 584 503 0 0 224 317 2 76
Arrive On Green 0.10 0.39 0.39 0.03 0.32 0.32 0.00 0.00 0.14 0.14 0.00 0.14 Sat Flow, veh/h 1781 1866 4 1781 1841 1585 0 0 1585 925 14 538 Grp Volume(v), veh/h 129 0 494 1 285 129 0 0 1 151 0 0
Grp Sat Flow(s),veh/h/ln 1781 0 1870 1781 1841 1585 0 0 1585 1477 0 0 Q Serve(g_s), s 2.2 0.0 6.9 0.0 3.9 1.9 0.0 0.0 0.0 3.0 0.0 0.0 Cycle Q Clear(g_c), s 2.2 0.0 6.9 0.0 3.9 1.9 0.0 0.0 0.0 3.1 0.0 0.0 Prop In Lane 1.00 0.00 1.00 1.00 0.00 1.00 0.64 0.36
Lane Grp Cap(c), veh/h 174 0 723 49 584 503 0 0 224 395 0 0 V/C Ratio(X)0.74 0.00 0.68 0.02 0.49 0.26 0.00 0.00 0.00 0.38 0.00 0.00 Avail Cap(c_a), veh/h 1695 0 3559 1695 3504 3017 0 0 1509 2057 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.8 0.0 8.1 14.9 8.7 8.0 0.0 0.0 11.6 12.9 0.0 0.0 Incr Delay (d2), s/veh 6.2 0.0 1.1 0.3 0.6 0.3 0.0 0.0 0.0 0.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 1.6 0.0 1.0 0.4 0.0 0.0 0.0 0.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.0 0.0 9.2 15.3 9.3 8.3 0.0 0.0 11.6 13.5 0.0 0.0 LnGrp LOS B A A B A A A A B B A A
Approach Vol, veh/h 623 415 1 151
Approach Delay, s/veh 11.4 9.0 11.6 13.5
Approach LOS B A B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.9 18.2 8.4 7.1 16.0 8.4
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 30.0 60.0 40.0 30.0 60.0 30.0 Max Q Clear Time (g_c+I1), s 2.0 8.9 5.1 4.2 5.9 2.0
Green Ext Time (p_c), s 0.0 3.3 1.0 0.3 2.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 10.9
HCM 6th LOS B
E.3.e
Packet Pg. 1163

HCM 6th TWSC Existing Plus Project Conditions
4: Project Driveway/Private Driveway & SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 4
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 512 22 26 363 8 15 0 19 6 0 3
Future Vol, veh/h 8 512 22 26 363 8 15 0 19 6 0 3
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 80 - - 80 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, %- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 557 24 28 395 9 16 0 21 7 0 3

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 404 0 0 581 0 0 1044 1047 569 1054 1055 400 Stage 1 - - - - - - 587 587 - 456 456 -
Stage 2 - - - - - - 457 460 - 598 599 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1155 - - 993 - - 207 228 522 204 226 650 Stage 1 - - - - - - 496 497 - 584 568 -
Stage 2 - - - - - - 583 566 - 489 490 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 1155 - - 993 - - 200 220 522 191 218 650 Mov Cap-2 Maneuver - - - - - - 200 220 - 191 218 -
Stage 1 - - - - - - 492 493 - 579 552 -
Stage 2 - - - - - - 564 550 - 466 486 -

Approach EB WB NB SB
HCM Control Delay, s 0.1 0.6 18.4 20

HCM LOS C C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)305 1155 - - 993 - - 250
HCM Lane V/C Ratio 0.121 0.008 - - 0.028 - - 0.039
HCM Control Delay (s) 18.4 8.1 - - 8.7 - - 20
HCM Lane LOS C A - - A - - C
HCM 95th %tile Q(veh) 0.4 0 - - 0.1 - - 0.1
E.3.e
Packet Pg. 1164

HCM 6th Signalized Intersection Summary Existing Plus Project Conditions 5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 513 25 97 391 76 13 12 91 96 27 19 Future Volume (veh/h) 23 513 25 97 391 76 13 12 91 96 27 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 24 534 26 101 407 79 14 12 95 100 28 20 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 300 725 35 134 592 502 122 35 188 307 53 31
Arrive On Green 0.17 0.41 0.41 0.08 0.32 0.32 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 1781 1769 86 1781 1870 1585 112 241 1287 1015 362 215 Grp Volume(v), veh/h 24 0 560 101 407 79 121 0 0 148 0 0 Grp Sat Flow(s),veh/h/ln 1781 0 1855 1781 1870 1585 1640 0 0 1592 0 0 Q Serve(g_s), s 0.4 0.0 9.7 2.1 7.2 1.4 0.0 0.0 0.0 0.4 0.0 0.0 Cycle Q Clear(g_c), s 0.4 0.0 9.7 2.1 7.2 1.4 2.5 0.0 0.0 3.0 0.0 0.0 Prop In Lane 1.00 0.05 1.00 1.00 0.12 0.79 0.68 0.14
Lane Grp Cap(c), veh/h 300 0 760 134 592 502 345 0 0 391 0 0 V/C Ratio(X)0.08 0.00 0.74 0.76 0.69 0.16 0.35 0.00 0.00 0.38 0.00 0.00 Avail Cap(c_a), veh/h 1409 0 2935 1409 2960 2508 1364 0 0 1298 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.3 0.0 9.5 17.2 11.3 9.3 14.9 0.0 0.0 15.1 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 1.4 8.4 1.4 0.1 0.6 0.0 0.0 0.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 2.6 1.0 2.2 0.3 0.9 0.0 0.0 1.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.4 0.0 10.9 25.6 12.7 9.5 15.5 0.0 0.0 15.7 0.0 0.0 LnGrp LOS B A B C B A B A A B A A
Approach Vol, veh/h 584 587 121 148
Approach Delay, s/veh 11.0 14.5 15.5 15.7
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.8 21.5 9.5 10.4 18.0 9.5
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 30.0 60.0 30.0 30.0 60.0 30.0 Max Q Clear Time (g_c+I1), s 4.1 11.7 5.0 2.4 9.2 4.5
Green Ext Time (p_c), s 0.2 3.9 0.9 0.0 2.8 0.7
Intersection Summary
HCM 6th Ctrl Delay 13.3
HCM 6th LOS B
E.3.e
Packet Pg. 1165

HCM 6th Signalized Intersection Summary Existing Plus Project Conditions 6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 462 187 78 473 82 126 56 52 77 97 22 Future Volume (veh/h) 19 462 187 78 473 82 126 56 52 77 97 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1900 1900 1885 1885 1870 1841 1900 1900 1885 1826 Adj Flow Rate, veh/h 20 486 197 82 498 86 133 59 55 81 102 23 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 2 0 0 1 1 2 4 0 0 1 5
Cap, veh/h 35 670 577 108 751 637 179 124 116 107 189 155 Arrive On Green 0.02 0.36 0.36 0.06 0.40 0.40 0.10 0.14 0.14 0.06 0.10 0.10 Sat Flow, veh/h 1810 1870 1610 1810 1885 1598 1781 877 817 1810 1885 1547 Grp Volume(v), veh/h 20 486 197 82 498 86 133 0 114 81 102 23 Grp Sat Flow(s),veh/h/ln1810 1870 1610 1810 1885 1598 1781 0 1694 1810 1885 1547 Q Serve(g_s), s 0.5 10.6 4.2 2.1 10.2 1.6 3.4 0.0 2.9 2.1 2.4 0.6 Cycle Q Clear(g_c), s 0.5 10.6 4.2 2.1 10.2 1.6 3.4 0.0 2.9 2.1 2.4 0.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 35 670 577 108 751 637 179 0 240 107 189 155 V/C Ratio(X) 0.57 0.73 0.34 0.76 0.66 0.14 0.74 0.00 0.47 0.76 0.54 0.15 Avail Cap(c_a), veh/h 1149 2375 2045 1149 2394 2029 1131 0 1434 1149 2394 1965 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh23.0 13.2 11.1 21.9 11.6 9.0 20.7 0.0 18.7 21.9 20.2 19.4 Incr Delay (d2), s/veh 13.4 1.5 0.3 10.2 1.0 0.1 5.9 0.0 0.5 10.4 0.9 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 3.9 1.2 1.1 3.5 0.4 1.5 0.0 1.0 1.1 1.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.4 14.7 11.4 32.1 12.6 9.1 26.6 0.0 19.2 32.3 21.1 19.6 LnGrp LOS D B B C B A C A B C C B
Approach Vol, veh/h 703 666 247 206
Approach Delay, s/veh 14.4 14.6 23.2 25.3
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s6.8 22.9 8.8 8.7 4.9 24.8 6.8 10.7 Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Max Green Setting (Gmax), s30.0 60.0 30.0 60.0 30.0 60.0 30.0 40.0 Max Q Clear Time (g_c+I1), s4.1 12.6 5.4 4.4 2.5 12.2 4.1 4.9 Green Ext Time (p_c), s 0.2 4.3 0.3 0.4 0.0 3.7 0.2 0.4 Intersection Summary
HCM 6th Ctrl Delay 16.9
HCM 6th LOS B
E.3.e
Packet Pg. 1166

Queues Existing Plus Project Conditions
1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 1
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 374 79 399 37 381
v/c Ratio 0.49 0.20 0.59 0.18 0.54
Control Delay 19.8 7.3 15.3 25.9 10.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 19.8 7.3 15.3 25.9 10.4
Queue Length 50th (ft) 37 0 57 8 56
Queue Length 95th (ft) 106 30 190 40 125
Internal Link Dist (ft) 920 727 794
Turn Bay Length (ft) 600 305 590
Base Capacity (vph) 1479 706 1582 211 1439
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.25 0.11 0.25 0.18 0.26
Intersection Summary
E.3.e
Packet Pg. 1167

Queues Existing Plus Project Conditions
3: Private Driveway/Graf Road & SR 156B/4th St/San Juan Rd/SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 2
Lane Group EBL EBT WBL WBT WBR NBT SBT
Lane Group Flow (vph) 34 291 1 462 43 4 231
v/c Ratio 0.13 0.37 0.00 0.61 0.06 0.01 0.49
Control Delay 29.4 14.5 26.0 18.5 6.3 0.0 18.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.4 14.5 26.0 18.5 6.3 0.0 18.1
Queue Length 50th (ft) 8 44 0 78 1 0 36
Queue Length 95th (ft) 43 190 5 275 20 0 142
Internal Link Dist (ft)1087 392 913 607
Turn Bay Length (ft) 360 50 105
Base Capacity (vph) 1171 1687 1171 1672 1452 1244 1144
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.03 0.17 0.00 0.28 0.03 0.00 0.20
Intersection Summary
E.3.e
Packet Pg. 1168

Queues Existing Plus Project Conditions
5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 3
Lane Group EBL EBT WBL WBT WBR NBT SBT
Lane Group Flow (vph) 18 460 73 460 55 200 159
v/c Ratio 0.09 0.69 0.29 0.51 0.07 0.38 0.43
Control Delay 33.6 25.4 34.0 15.9 12.2 16.3 24.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.6 25.4 34.0 15.9 12.2 16.3 24.4
Queue Length 50th (ft) 7 151 27 95 9 40 49
Queue Length 95th (ft) 29 325 81 324 45 113 124
Internal Link Dist (ft)760 1155 226 678
Turn Bay Length (ft) 115 115 115
Base Capacity (vph) 938 1586 947 1607 1366 897 668
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.02 0.29 0.08 0.29 0.04 0.22 0.24
Intersection Summary
E.3.e
Packet Pg. 1169

Queues Existing Plus Project Conditions
6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 10 442 202 31 386 85 287 217 144 92 26 v/c Ratio 0.09 0.76 0.36 0.22 0.59 0.14 0.49 0.40 0.52 0.38 0.10 Control Delay 54.2 40.5 14.6 52.9 29.0 9.2 35.2 31.8 47.9 46.0 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.2 40.5 14.6 52.9 29.0 9.2 35.2 31.8 47.9 46.0 0.8 Queue Length 50th (ft) 6 240 40 18 164 7 139 99 80 53 0 Queue Length 95th (ft) 28 454 120 60 376 49 340 225 185 118 1 Internal Link Dist (ft)274 225 886 382
Turn Bay Length (ft) 210 210 105 210 125 125
Base Capacity (vph) 543 1245 1065 564 1210 1100 585 1171 591 1270 1058 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.02 0.36 0.19 0.05 0.32 0.08 0.49 0.19 0.24 0.07 0.02 Intersection Summary
E.3.e
Packet Pg. 1170

Queues Existing Plus Project Conditions
1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 1
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 228 49 422 65 469
v/c Ratio 0.39 0.16 0.58 0.29 0.54
Control Delay 21.4 9.3 14.9 26.4 8.7
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 21.4 9.3 14.9 26.4 8.7
Queue Length 50th (ft) 30 0 95 17 62
Queue Length 95th (ft) 68 24 184 56 134
Internal Link Dist (ft) 920 727 794
Turn Bay Length (ft) 600 305 590
Base Capacity (vph) 1389 634 1574 223 1496
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.16 0.08 0.27 0.29 0.31
Intersection Summary
E.3.e
Packet Pg. 1171

Queues Existing Plus Project Conditions
3: Private Driveway/Graf Road & SR 156B/4th St/San Juan Rd/SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 2
Lane Group EBL EBT WBL WBT WBR NBT SBT
Lane Group Flow (vph) 129 494 1 285 129 1 151
v/c Ratio 0.36 0.53 0.00 0.49 0.23 0.00 0.37
Control Delay 26.4 14.0 29.0 21.3 7.9 0.0 15.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 26.4 14.0 29.0 21.3 7.9 0.0 15.4
Queue Length 50th (ft) 32 63 0 65 6 0 25
Queue Length 95th (ft) 104 294 5 180 46 0 80
Internal Link Dist (ft)1087 392 913 607
Turn Bay Length (ft) 360 50 105
Base Capacity (vph) 1119 1737 1119 1704 1483 1367 1131
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.12 0.28 0.00 0.17 0.09 0.00 0.13
Intersection Summary
E.3.e
Packet Pg. 1172

Queues Existing Plus Project Conditions
5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 3
Lane Group EBL EBT WBL WBT WBR NBT SBT
Lane Group Flow (vph) 24 560 101 407 79 122 148
v/c Ratio 0.08 0.72 0.36 0.46 0.10 0.26 0.43
Control Delay 29.4 25.0 35.9 18.6 16.0 10.8 29.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.4 25.0 35.9 18.6 16.0 10.8 29.5
Queue Length 50th (ft) 9 183 37 68 11 9 49
Queue Length 95th (ft) 34 404 110 306 65 58 137
Internal Link Dist (ft)760 1155 226 678
Turn Bay Length (ft) 115 115 115
Base Capacity (vph) 902 1564 902 1575 1338 865 706
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.03 0.36 0.11 0.26 0.06 0.14 0.21
Intersection Summary
E.3.e
Packet Pg. 1173

Queues Existing Plus Project Conditions
6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Existing Plus Project Conditions Synchro 10 Report Kimley-Horn Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 20 486 197 82 498 86 133 114 81 102 23 v/c Ratio 0.14 0.73 0.31 0.37 0.55 0.11 0.47 0.35 0.37 0.38 0.09 Control Delay 51.1 33.9 13.3 47.8 22.0 9.5 45.3 31.6 47.8 43.0 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.1 33.9 13.3 47.8 22.0 9.5 45.3 31.6 47.8 43.0 0.6 Queue Length 50th (ft) 10 216 34 40 153 8 64 42 39 50 0 Queue Length 95th (ft) 45 490 118 123 457 52 178 118 121 129 0 Internal Link Dist (ft)274 225 886 382
Turn Bay Length (ft) 210 210 105 210 125 125
Base Capacity (vph) 655 1346 1195 655 1359 1170 642 1255 655 1359 1129 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.03 0.36 0.16 0.13 0.37 0.07 0.21 0.09 0.12 0.08 0.02 Intersection Summary
E.3.e
Packet Pg. 1174

Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft

D - Background Traffic Conditions

E.3.e
Packet Pg. 1175

HCM 6th Signalized Intersection Summary Background Conditions 1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Conditions Synchro 10 Report Kimley-Horn Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 426 75 413 0 35 394
Future Volume (veh/h) 426 75 413 0 35 394
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1781 1633 1633 1515 1426
Adj Flow Rate, veh/h 448 0 435 0 37 415
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 5 8 18 18 26 32
Cap, veh/h 640 588 0 73 749
Arrive On Green 0.19 0.00 0.36 0.00 0.05 0.53
Sat Flow, veh/h 3374 1510 1633 0 1443 1426
Grp Volume(v), veh/h 448 0 435 0 37 415
Grp Sat Flow(s),veh/h/ln 1687 1510 1633 0 1443 1426
Q Serve(g_s), s 5.0 0.0 9.3 0.0 1.0 7.8
Cycle Q Clear(g_c), s 5.0 0.0 9.3 0.0 1.0 7.8
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 640 588 0 73 749
V/C Ratio(X) 0.70 0.74 0.00 0.51 0.55
Avail Cap(c_a), veh/h 1516 2446 0 216 2135
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 15.2 0.0 11.2 0.0 18.5 6.4
Incr Delay (d2), s/veh 0.5 0.0 2.2 0.0 2.0 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 0.0 2.2 0.0 0.3 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.7 0.0 13.4 0.0 20.6 7.1
LnGrp LOS B B A C A
Approach Vol, veh/h 448 A 435 452
Approach Delay, s/veh 15.7 13.4 8.2
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.6 21.2 27.9 12.2
Change Period (Y+Rc), s 4.6 6.8 6.8 4.6
Max Green Setting (Gmax), s 6.0 60.0 60.0 18.0
Max Q Clear Time (g_c+I1), s 3.0 11.3 9.8 7.0
Green Ext Time (p_c), s 0.0 3.1 3.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 12.4
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

E.3.e
Packet Pg. 1176

HCM 6th TWSC Background Conditions
2: 4th St & SR 156B Timing Plan: AM Peak
1550 San Juan Rd 7:00 am 08/21/2020 Background Conditions Synchro 10 Report Kimley-Horn Page 2
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 35 0 0 297 0 0
Future Vol, veh/h 35 0 0 297 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 16979 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 26 22222
Mvmt Flow 38 0 0 323 0 0

Major/Minor Minor2 Major1
Conflicting Flow All 162 - - 0
Stage 1 0 - - -
Stage 2 162 - - -
Critical Hdwy 7.32 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 6.32 - - -
Follow-up Hdwy 3.76 - - -
Pot Cap-1 Maneuver 749 0 0 -
Stage 1 - 0 0 -
Stage 2 783 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 749 - - -
Mov Cap-2 Maneuver 749 - - -
Stage 1 - - - -
Stage 2 783 - - -

Approach EB NB
HCM Control Delay, s 10.1 0

HCM LOS B

Minor Lane/Major Mvmt NBTEBLn1
Capacity (veh/h)- 749
HCM Lane V/C Ratio - 0.051
HCM Control Delay (s) - 10.1
HCM Lane LOS - B
HCM 95th %tile Q(veh) - 0.2
E.3.e
Packet Pg. 1177

HCM 6th TWSC Background Conditions
4: SR 156B/4th St & Private Driveway Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Conditions Synchro 10 Report Kimley-Horn Page 4
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 2 447 530 3 9 6
Future Vol, veh/h 2 447 530 3 9 6
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 34222
Mvmt Flow 2 486 576 3 10 7

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 579 0 - 0 1068 578
Stage 1 - - - - 578 -
Stage 2 - - - - 490 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 995 - - - 245 516
Stage 1 - - - - 561 -
Stage 2 - - - - 616 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 995 - - - 245 516
Mov Cap-2 Maneuver - - - - 379 -
Stage 1 - - - - 560 -
Stage 2 - - - - 616 -

Approach EB WB SB
HCM Control Delay, s 0 0 13.8

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)995 - - - 424
HCM Lane V/C Ratio 0.002 - - - 0.038
HCM Control Delay (s) 8.6 - - - 13.8
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
E.3.e
Packet Pg. 1178

HCM 6th Signalized Intersection Summary Background Conditions 5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Conditions Synchro 10 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 447 10 68 489 63 29 33 125 129 18 37 Future Volume (veh/h) 18 447 10 68 489 63 29 33 125 129 18 37 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1856 1856 1856 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 20 491 11 75 537 69 32 36 137 142 20 41 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %444333222222
Cap, veh/h 35 665 15 157 708 91 135 74 211 350 43 60
Arrive On Green 0.02 0.37 0.37 0.09 0.44 0.44 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1753 1793 40 1767 1611 207 162 390 1112 1034 224 318 Grp Volume(v), veh/h 20 0 502 75 0 606 205 0 0 203 0 0
Grp Sat Flow(s),veh/h/ln 1753 0 1833 1767 0 1818 1664 0 0 1577 0 0 Q Serve(g_s), s 0.5 0.0 9.5 1.6 0.0 11.2 0.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.5 0.0 9.5 1.6 0.0 11.2 4.4 0.0 0.0 4.2 0.0 0.0 Prop In Lane 1.00 0.02 1.00 0.11 0.16 0.67 0.70 0.20
Lane Grp Cap(c), veh/h 35 0 680 157 0 799 420 0 0 453 0 0 V/C Ratio(X) 0.57 0.00 0.74 0.48 0.00 0.76 0.49 0.00 0.00 0.45 0.00 0.00 Avail Cap(c_a), veh/h 1317 0 2755 1328 0 2732 1309 0 0 1194 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 19.4 0.0 10.9 17.3 0.0 9.4 14.9 0.0 0.0 14.8 0.0 0.0 Incr Delay (d2), s/veh 13.9 0.0 1.6 2.3 0.0 1.5 0.9 0.0 0.0 0.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 2.8 0.6 0.0 2.9 1.6 0.0 0.0 1.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.3 0.0 12.5 19.6 0.0 10.9 15.8 0.0 0.0 15.5 0.0 0.0 LnGrp LOS C ABBABBAABAA
Approach Vol, veh/h 522 681 205 203
Approach Delay, s/veh 13.3 11.9 15.8 15.5
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.5 20.8 11.6 4.8 23.6 11.6
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 30.0 60.0 30.0 30.0 60.0 30.0 Max Q Clear Time (g_c+I1), s 3.6 11.5 6.2 2.5 13.2 6.4
Green Ext Time (p_c), s 0.2 3.3 1.3 0.0 4.4 1.3
Intersection Summary
HCM 6th Ctrl Delay 13.3
HCM 6th LOS B
E.3.e
Packet Pg. 1179

HCM 6th Signalized Intersection Summary Background Conditions 6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Conditions Synchro 10 Report Kimley-Horn Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 443 219 29 384 84 290 124 83 146 101 35 Future Volume (veh/h) 18 443 219 29 384 84 290 124 83 146 101 35 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1737 1870 1826 1796 1826 1900 1856 1870 1870 1870 1900 1841 Adj Flow Rate, veh/h 20 487 241 32 422 92 319 136 91 160 111 38 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 11 25750322204
Cap, veh/h 31 642 531 48 643 567 389 208 139 211 186 153 Arrive On Green 0.02 0.34 0.34 0.03 0.35 0.35 0.22 0.20 0.20 0.12 0.10 0.10 Sat Flow, veh/h 1654 1870 1547 1711 1826 1610 1767 1045 699 1781 1900 1560 Grp Volume(v), veh/h 20 487 241 32 422 92 319 0 227 160 111 38 Grp Sat Flow(s),veh/h/ln1654 1870 1547 1711 1826 1610 1767 0 1744 1781 1900 1560 Q Serve(g_s), s 0.7 13.4 7.0 1.1 11.3 2.3 9.9 0.0 6.9 5.0 3.2 1.3 Cycle Q Clear(g_c), s 0.7 13.4 7.0 1.1 11.3 2.3 9.9 0.0 6.9 5.0 3.2 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.40 1.00 1.00
Lane Grp Cap(c), veh/h 31 642 531 48 643 567 389 0 348 211 186 153 V/C Ratio(X) 0.64 0.76 0.45 0.67 0.66 0.16 0.82 0.00 0.65 0.76 0.60 0.25 Avail Cap(c_a), veh/h 857 1938 1603 886 1892 1668 916 0 1205 923 1969 1616 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh28.2 16.9 14.8 27.9 15.8 12.9 21.5 0.0 21.3 24.7 25.0 24.1 Incr Delay (d2), s/veh 19.4 1.9 0.6 15.3 1.1 0.1 4.3 0.0 0.8 5.4 1.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 5.4 2.2 0.6 4.2 0.7 4.1 0.0 2.6 2.3 1.4 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.6 18.8 15.4 43.1 17.0 13.0 25.8 0.0 22.1 30.1 26.1 24.5 LnGrp LOS D B B D B B C A C C C C
Approach Vol, veh/h 748 546 546 309
Approach Delay, s/veh 18.4 17.8 24.3 28.0
Approach LOS B B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.6 25.9 16.7 9.7 5.1 26.4 10.9 15.5 Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Max Green Setting (Gmax), s30.0 60.0 30.0 60.0 30.0 60.0 30.0 40.0 Max Q Clear Time (g_c+I1), s3.1 15.4 11.9 5.2 2.7 13.3 7.0 8.9 Green Ext Time (p_c), s 0.1 4.5 0.9 0.4 0.0 3.1 0.4 0.9 Intersection Summary
HCM 6th Ctrl Delay 21.1
HCM 6th LOS C
E.3.e
Packet Pg. 1180

HCM 6th Signalized Intersection Summary Background Conditions 1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Conditions Synchro 10 Report Kimley-Horn Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 300 47 437 0 63 483
Future Volume (veh/h) 300 47 437 0 63 483
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1796 1604 1604 1781 1500
Adj Flow Rate, veh/h 319 0 465 0 67 514
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 1 7 20 20 8 27
Cap, veh/h 500 617 0 133 864
Arrive On Green 0.14 0.00 0.38 0.00 0.08 0.58
Sat Flow, veh/h 3483 1522 1604 0 1697 1500
Grp Volume(v), veh/h 319 0 465 0 67 514
Grp Sat Flow(s),veh/h/ln 1742 1522 1604 0 1697 1500
Q Serve(g_s), s 3.5 0.0 10.2 0.0 1.5 9.0
Cycle Q Clear(g_c), s 3.5 0.0 10.2 0.0 1.5 9.0
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 500 617 0 133 864
V/C Ratio(X) 0.64 0.75 0.00 0.50 0.59
Avail Cap(c_a), veh/h 1542 2367 0 250 2214
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 16.4 0.0 10.8 0.0 18.0 5.6
Incr Delay (d2), s/veh 0.5 0.0 2.3 0.0 1.1 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.0 2.3 0.0 0.5 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.9 0.0 13.1 0.0 19.1 6.4
LnGrp LOS B BABA
Approach Vol, veh/h 319 A 465 581
Approach Delay, s/veh 16.9 13.1 7.8
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.8 22.4 30.2 10.4
Change Period (Y+Rc), s 4.6 6.8 6.8 4.6
Max Green Setting (Gmax), s 6.0 60.0 60.0 18.0
Max Q Clear Time (g_c+I1), s 3.5 12.2 11.0 5.5
Green Ext Time (p_c), s 0.0 3.4 3.9 0.5
Intersection Summary
HCM 6th Ctrl Delay 11.8
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

E.3.e
Packet Pg. 1181

HCM 6th TWSC Background Conditions
2: 4th St & SR 156B Timing Plan: PM Peak
1550 San Juan Rd 7:00 am 08/21/2020 Background Conditions Synchro 10 Report Kimley-Horn Page 2
Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 63 0 0 509 0 0
Future Vol, veh/h 63 0 0 509 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 16979 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 8 22122
Mvmt Flow 68 0 0 553 0 0

Major/Minor Minor2 Major1
Conflicting Flow All 277 - - 0
Stage 1 0 - - -
Stage 2 277 - - -
Critical Hdwy 6.96 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.96 - - -
Follow-up Hdwy 3.58 - - -
Pot Cap-1 Maneuver 673 0 0 -
Stage 1 - 0 0 -
Stage 2 727 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 673 - - -
Mov Cap-2 Maneuver 673 - - -
Stage 1 - - - -
Stage 2 727 - - -

Approach EB NB
HCM Control Delay, s 11 0

HCM LOS B

Minor Lane/Major Mvmt NBTEBLn1
Capacity (veh/h)- 673
HCM Lane V/C Ratio - 0.102
HCM Control Delay (s) - 11
HCM Lane LOS - B
HCM 95th %tile Q(veh) - 0.3
E.3.e
Packet Pg. 1182

HCM 6th TWSC Background Conditions
4: SR 156B/4th St & Private Driveway Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Conditions Synchro 10 Report Kimley-Horn Page 4
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 8 642 467 8 6 3
Future Vol, veh/h 8 642 467 8 6 3
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 24222
Mvmt Flow 9 698 508 9 7 3

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 517 0 - 0 1229 513
Stage 1 - - - - 513 -
Stage 2 - - - - 716 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1049 - - - 196 561
Stage 1 - - - - 601 -
Stage 2 - - - - 484 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1049 - - - 194 561
Mov Cap-2 Maneuver - - - - 331 -
Stage 1 - - - - 596 -
Stage 2 - - - - 484 -

Approach EB WB SB
HCM Control Delay, s 0.1 0 14.6

HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)1049 - - - 383
HCM Lane V/C Ratio 0.008 - - - 0.026
HCM Control Delay (s) 8.5 - - - 14.6
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
E.3.e
Packet Pg. 1183

HCM 6th Signalized Intersection Summary Background Conditions 5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Conditions Synchro 10 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 607 29 102 458 112 16 12 96 122 27 27 Future Volume (veh/h) 36 607 29 102 458 112 16 12 96 122 27 27 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 38 632 30 106 477 117 17 12 100 127 28 28 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222
Cap, veh/h 199 801 38 142 609 149 107 42 212 302 50 40
Arrive On Green 0.11 0.45 0.45 0.08 0.42 0.42 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1781 1771 84 1781 1451 356 118 252 1277 1026 303 240 Grp Volume(v), veh/h 38 0 662 106 0 594 129 0 0 183 0 0 Grp Sat Flow(s),veh/h/ln 1781 0 1855 1781 0 1806 1647 0 0 1569 0 0 Q Serve(g_s), s 0.9 0.0 14.1 2.7 0.0 13.2 0.0 0.0 0.0 1.4 0.0 0.0 Cycle Q Clear(g_c), s 0.9 0.0 14.1 2.7 0.0 13.2 3.3 0.0 0.0 4.7 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.20 0.13 0.78 0.69 0.15
Lane Grp Cap(c), veh/h 199 0 839 142 0 758 362 0 0 392 0 0 V/C Ratio(X) 0.19 0.00 0.79 0.75 0.00 0.78 0.36 0.00 0.00 0.47 0.00 0.00 Avail Cap(c_a), veh/h 1153 0 2402 1153 0 2338 1117 0 0 1060 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 18.7 0.0 10.8 20.9 0.0 11.6 17.5 0.0 0.0 18.0 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 1.7 7.7 0.0 1.8 0.6 0.0 0.0 0.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 4.2 1.3 0.0 4.0 1.2 0.0 0.0 1.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.1 0.0 12.5 28.5 0.0 13.4 18.1 0.0 0.0 18.8 0.0 0.0 LnGrp LOS B A B C ABBAABAA
Approach Vol, veh/h 700 700 129 183
Approach Delay, s/veh 12.9 15.7 18.1 18.8
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.7 27.0 11.7 9.2 25.5 11.7
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 30.0 60.0 30.0 30.0 60.0 30.0 Max Q Clear Time (g_c+I1), s 4.7 16.1 6.7 2.9 15.2 5.3
Green Ext Time (p_c), s 0.2 4.9 1.1 0.1 4.3 0.8
Intersection Summary
HCM 6th Ctrl Delay 15.1
HCM 6th LOS B
E.3.e
Packet Pg. 1184

HCM 6th Signalized Intersection Summary Background Conditions 6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Conditions Synchro 10 Report Kimley-Horn Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 34 519 234 83 533 101 173 75 55 91 109 34 Future Volume (veh/h) 34 519 234 83 533 101 173 75 55 91 109 34 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1900 1900 1885 1885 1870 1841 1841 1900 1885 1826 Adj Flow Rate, veh/h 36 546 246 87 561 106 182 79 58 96 115 36 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 20011244015
Cap, veh/h 55 713 613 116 782 662 239 162 119 129 192 157 Arrive On Green 0.03 0.38 0.38 0.06 0.41 0.41 0.13 0.16 0.16 0.07 0.10 0.10 Sat Flow, veh/h 1810 1870 1610 1810 1885 1598 1781 986 724 1810 1885 1547 Grp Volume(v), veh/h 36 546 246 87 561 106 182 0 137 96 115 36 Grp Sat Flow(s),veh/h/ln1810 1870 1610 1810 1885 1598 1781 0 1710 1810 1885 1547 Q Serve(g_s), s 1.1 14.4 6.3 2.7 14.0 2.3 5.6 0.0 4.1 2.9 3.3 1.2 Cycle Q Clear(g_c), s 1.1 14.4 6.3 2.7 14.0 2.3 5.6 0.0 4.1 2.9 3.3 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 55 713 613 116 782 662 239 0 282 129 192 157 V/C Ratio(X) 0.65 0.77 0.40 0.75 0.72 0.16 0.76 0.00 0.49 0.75 0.60 0.23 Avail Cap(c_a), veh/h 962 1990 1713 962 2005 1700 947 0 1213 962 2005 1646 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh27.0 15.3 12.8 25.9 13.8 10.4 23.5 0.0 21.4 25.7 24.2 23.3 Incr Delay (d2), s/veh 12.2 1.8 0.4 9.3 1.3 0.1 5.0 0.0 0.5 8.3 1.1 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 5.6 2.0 1.4 5.1 0.7 2.4 0.0 1.5 1.5 1.4 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.2 17.0 13.2 35.2 15.0 10.5 28.5 0.0 21.9 34.0 25.4 23.6 LnGrp LOS D B B D B B C A C C C C
Approach Vol, veh/h 828 754 319 247
Approach Delay, s/veh 16.8 16.7 25.7 28.5
Approach LOS B B C C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.6 27.5 11.6 9.7 5.7 29.4 8.0 13.3 Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Max Green Setting (Gmax), s30.0 60.0 30.0 60.0 30.0 60.0 30.0 40.0 Max Q Clear Time (g_c+I1), s4.7 16.4 7.6 5.3 3.1 16.0 4.9 6.1 Green Ext Time (p_c), s 0.2 5.1 0.5 0.5 0.1 4.4 0.2 0.5 Intersection Summary
HCM 6th Ctrl Delay 19.4
HCM 6th LOS B
E.3.e
Packet Pg. 1185

Queues Background Conditions
1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Conditions Synchro 10 Report Kimley-Horn Page 1
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 448 79 435 37 415
v/c Ratio 0.55 0.19 0.62 0.19 0.58
Control Delay 21.1 7.2 16.7 28.7 11.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 21.1 7.2 16.7 28.7 11.8
Queue Length 50th (ft) 50 0 71 9 69
Queue Length 95th (ft) 131 30 227 43 156
Internal Link Dist (ft) 920 727 794
Turn Bay Length (ft) 600 305 590
Base Capacity (vph) 1366 659 1556 195 1437
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.33 0.12 0.28 0.19 0.29
Intersection Summary
E.3.e
Packet Pg. 1186

Queues Background Conditions
5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Conditions Synchro 10 Report Kimley-Horn Page 3
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 20 502 75 606 205 203
v/c Ratio 0.13 0.75 0.37 0.75 0.33 0.46
Control Delay 40.6 30.7 41.7 26.0 16.5 26.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.6 30.7 41.7 26.0 16.5 26.3
Queue Length 50th (ft) 10 227 35 215 45 71
Queue Length 95th (ft) 35 361 88 440 130 180
Internal Link Dist (ft)760 1155 226 678
Turn Bay Length (ft) 115 115
Base Capacity (vph) 692 1401 698 1395 675 479
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.03 0.36 0.11 0.43 0.30 0.42
Intersection Summary
E.3.e
Packet Pg. 1187

Queues Background Conditions
6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Conditions Synchro 10 Report Kimley-Horn Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 20 487 241 32 422 92 319 227 160 111 38 v/c Ratio 0.17 0.76 0.40 0.24 0.67 0.15 0.59 0.46 0.55 0.45 0.15 Control Delay 57.8 39.3 15.3 57.2 34.7 10.9 40.9 37.1 51.0 50.3 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.8 39.3 15.3 57.2 34.7 10.9 40.9 37.1 51.0 50.3 5.3 Queue Length 50th (ft) 13 282 56 20 232 12 179 119 97 69 0 Queue Length 95th (ft) 46 509 148 64 423 54 #450 258 214 146 14 Internal Link Dist (ft)274 225 886 382
Turn Bay Length (ft) 210 210 105 210 125 125
Base Capacity (vph) 505 1159 1002 525 1126 1028 545 1091 550 1182 989 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.04 0.42 0.24 0.06 0.37 0.09 0.59 0.21 0.29 0.09 0.04 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E.3.e
Packet Pg. 1188

Queues Background Conditions
1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Conditions Synchro 10 Report Kimley-Horn Page 1
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 319 50 465 67 514
v/c Ratio 0.50 0.16 0.68 0.33 0.59
Control Delay 24.5 9.2 18.5 31.1 9.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 24.5 9.2 18.5 31.1 9.8
Queue Length 50th (ft) 47 0 116 20 80
Queue Length 95th (ft) 100 26 224 #67 175
Internal Link Dist (ft) 920 727 794
Turn Bay Length (ft) 600 305 590
Base Capacity (vph) 1274 586 1537 204 1496
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.25 0.09 0.30 0.33 0.34
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E.3.e
Packet Pg. 1189

Queues Background Conditions
5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Conditions Synchro 10 Report Kimley-Horn Page 3
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 38 662 106 594 130 183
v/c Ratio 0.15 0.78 0.41 0.69 0.27 0.56
Control Delay 37.4 28.4 44.4 25.3 12.4 38.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.4 28.4 44.4 25.3 12.4 38.4
Queue Length 50th (ft) 17 284 51 251 12 79
Queue Length 95th (ft) 55 547 132 527 68 197
Internal Link Dist (ft)760 1155 226 678
Turn Bay Length (ft) 115 115
Base Capacity (vph) 744 1381 744 1349 727 531
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.05 0.48 0.14 0.44 0.18 0.34
Intersection Summary
E.3.e
Packet Pg. 1190

Queues Background Conditions
6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Conditions Synchro 10 Report Kimley-Horn Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 36 546 246 87 561 106 182 137 96 115 36 v/c Ratio 0.26 0.71 0.34 0.44 0.64 0.14 0.60 0.41 0.46 0.47 0.14 Control Delay 59.7 34.4 14.5 58.1 28.4 11.6 53.6 38.8 57.6 53.2 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.7 34.4 14.5 58.1 28.4 11.6 53.6 38.8 57.6 53.2 4.8 Queue Length 50th (ft) 23 288 55 54 278 19 111 69 60 72 0 Queue Length 95th (ft) 74 606 163 142 584 69 251 159 153 162 12 Internal Link Dist (ft)274 225 886 382
Turn Bay Length (ft) 210 210 105 210 125 125
Base Capacity (vph) 535 1105 1002 535 1130 982 524 1039 535 1116 937 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.07 0.49 0.25 0.16 0.50 0.11 0.35 0.13 0.18 0.10 0.04 Intersection Summary
E.3.e
Packet Pg. 1191

Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft

E - Background Plus Project
Traffic Conditions

E.3.e
Packet Pg. 1192

HCM 6th Signalized Intersection Summary Background Plus Project Conditions 1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Plus Project Conditions Synchro 10 Report Kimley-Horn Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 440 83 413 0 38 394
Future Volume (veh/h) 440 83 413 0 38 394
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1781 1633 1870 1515 1426
Adj Flow Rate, veh/h 463 0 435 0 40 415
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 5 8 18 2 26 32
Cap, veh/h 654 586 0 77 750
Arrive On Green 0.19 0.00 0.36 0.00 0.05 0.53
Sat Flow, veh/h 3374 1510 1633 0 1443 1426
Grp Volume(v), veh/h 463 0 435 0 40 415
Grp Sat Flow(s),veh/h/ln 1687 1510 1633 0 1443 1426
Q Serve(g_s), s 5.2 0.0 9.5 0.0 1.1 7.9
Cycle Q Clear(g_c), s 5.2 0.0 9.5 0.0 1.1 7.9
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 654 586 0 77 750
V/C Ratio(X)0.71 0.74 0.00 0.52 0.55
Avail Cap(c_a), veh/h 1494 2411 0 213 2104
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 15.3 0.0 11.4 0.0 18.7 6.4
Incr Delay (d2), s/veh 0.5 0.0 2.3 0.0 2.0 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.6 0.0 2.3 0.0 0.3 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.8 0.0 13.6 0.0 20.7 7.2
LnGrp LOS B B A C A
Approach Vol, veh/h 463 A 435 455
Approach Delay, s/veh 15.8 13.6 8.4
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.8 21.4 28.2 12.5
Change Period (Y+Rc), s 4.6 6.8 6.8 4.6
Max Green Setting (Gmax), s 6.0 60.0 60.0 18.0
Max Q Clear Time (g_c+I1), s 3.1 11.5 9.9 7.2
Green Ext Time (p_c), s 0.0 3.1 3.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 12.6
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

E.3.e
Packet Pg. 1193

HCM 6th TWSC Background Plus Project Conditions
2: 4th St & SR 156B Timing Plan: AM Peak
1550 San Juan Rd 7:00 am 08/21/2020 Background Plus Project Conditions Synchro 10 Report Kimley-Horn Page 2
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 38 0 0 302 0 0
Future Vol, veh/h 38 0 0 302 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 26 2 2 2 2 2
Mvmt Flow 41 0 0 328 0 0

Major/Minor Minor2 Major1
Conflicting Flow All 164 - - 0
Stage 1 0 - - -
Stage 2 164 - - -
Critical Hdwy 7.32 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 6.32 - - -
Follow-up Hdwy 3.76 - - -
Pot Cap-1 Maneuver 746 0 0 -
Stage 1 - 0 0 -
Stage 2 781 0 0 -
Platoon blocked, %-
Mov Cap-1 Maneuver 746 - - -
Mov Cap-2 Maneuver 746 - - -
Stage 1 - - - -
Stage 2 781 - - -

Approach EB NB
HCM Control Delay, s 10.1 0

HCM LOS B

Minor Lane/Major Mvmt NBT EBLn1
Capacity (veh/h)- 746
HCM Lane V/C Ratio - 0.055
HCM Control Delay (s) - 10.1
HCM Lane LOS - B
HCM 95th %tile Q(veh) - 0.2
E.3.e
Packet Pg. 1194

HCM 6th TWSC Background Plus Project Conditions
4: Project Driveway/Private Driveway & SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Plus Project Conditions Synchro 10 Report Kimley-Horn Page 3
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 447 8 10 530 3 22 0 26 9 0 6
Future Vol, veh/h 2 447 8 10 530 3 22 0 26 9 0 6
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 80 - - 80 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, %- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 3 2 2 4 2 2 2 2 2 2 2
Mvmt Flow 2 486 9 11 576 3 24 0 28 10 0 7

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 579 0 0 495 0 0 1098 1096 491 1109 1099 578 Stage 1 - - - - - - 495 495 - 600 600 -
Stage 2 - - - - - - 603 601 - 509 499 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 995 - - 1069 - - 190 213 578 187 212 516 Stage 1 - - - - - - 556 546 - 488 490 -
Stage 2 - - - - - - 486 489 - 547 544 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 995 - - 1069 - - 186 210 578 176 209 516 Mov Cap-2 Maneuver - - - - - - 186 210 - 176 209 -
Stage 1 - - - - - - 555 545 - 487 485 -
Stage 2 - - - - - - 475 484 - 519 543 -

Approach EB WB NB SB
HCM Control Delay, s 0 0.2 19.9 21.2

HCM LOS C C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)294 995 - - 1069 - - 239
HCM Lane V/C Ratio 0.177 0.002 - - 0.01 - - 0.068
HCM Control Delay (s) 19.9 8.6 - - 8.4 - - 21.2
HCM Lane LOS C A - - A - - C
HCM 95th %tile Q(veh) 0.6 0 - - 0 - - 0.2
E.3.e
Packet Pg. 1195

HCM 6th Signalized Intersection Summary Background Plus Project Conditions 5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Plus Project Conditions Synchro 10 Report Kimley-Horn Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 468 10 68 497 63 29 33 125 129 18 39 Future Volume (veh/h) 23 468 10 68 497 63 29 33 125 129 18 39 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1856 1856 1856 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 514 11 75 546 69 32 36 137 142 20 43 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 4 4 4 3 3 3 2 2 2 2 2 2
Cap, veh/h 42 689 15 148 716 90 133 74 210 342 41 62
Arrive On Green 0.02 0.38 0.38 0.08 0.44 0.44 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1753 1795 38 1767 1615 204 163 391 1115 1020 219 329 Grp Volume(v), veh/h 25 0 525 75 0 615 205 0 0 205 0 0
Grp Sat Flow(s),veh/h/ln 1753 0 1834 1767 0 1819 1669 0 0 1568 0 0 Q Serve(g_s), s 0.6 0.0 10.1 1.7 0.0 11.6 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.6 0.0 10.1 1.7 0.0 11.6 4.4 0.0 0.0 4.4 0.0 0.0 Prop In Lane 1.00 0.02 1.00 0.11 0.16 0.67 0.69 0.21
Lane Grp Cap(c), veh/h 42 0 703 148 0 806 417 0 0 445 0 0 V/C Ratio(X)0.59 0.00 0.75 0.51 0.00 0.76 0.49 0.00 0.00 0.46 0.00 0.00 Avail Cap(c_a), veh/h 1293 0 2705 1303 0 2683 1285 0 0 1171 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 19.6 0.0 10.8 17.8 0.0 9.5 15.2 0.0 0.0 15.2 0.0 0.0 Incr Delay (d2), s/veh 12.3 0.0 1.6 2.7 0.0 1.5 0.9 0.0 0.0 0.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 3.0 0.7 0.0 3.1 1.6 0.0 0.0 1.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.0 0.0 12.4 20.5 0.0 11.1 16.1 0.0 0.0 15.9 0.0 0.0 LnGrp LOS C A B C A B B A A B A A
Approach Vol, veh/h 550 690 205 205
Approach Delay, s/veh 13.3 12.1 16.1 15.9
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.4 21.6 11.7 5.0 24.0 11.7
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 30.0 60.0 30.0 30.0 60.0 30.0 Max Q Clear Time (g_c+I1), s 3.7 12.1 6.4 2.6 13.6 6.4
Green Ext Time (p_c), s 0.2 3.5 1.4 0.0 4.5 1.3
Intersection Summary
HCM 6th Ctrl Delay 13.5
HCM 6th LOS B
E.3.e
Packet Pg. 1196

HCM 6th Signalized Intersection Summary Background Plus Project Conditions 6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Plus Project Conditions Synchro 10 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 457 226 29 389 84 293 124 83 146 101 35 Future Volume (veh/h) 18 457 226 29 389 84 293 124 83 146 101 35 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1737 1870 1826 1796 1826 1900 1856 1870 1856 1870 1900 1841 Adj Flow Rate, veh/h 20 502 248 32 427 92 322 136 91 160 111 38 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 11 2 5 7 5 0 3 2 3 2 0 4
Cap, veh/h 31 656 542 47 656 579 391 209 140 211 185 152 Arrive On Green 0.02 0.35 0.35 0.03 0.36 0.36 0.22 0.20 0.20 0.12 0.10 0.10 Sat Flow, veh/h 1654 1870 1547 1711 1826 1610 1767 1045 699 1781 1900 1560 Grp Volume(v), veh/h 20 502 248 32 427 92 322 0 227 160 111 38 Grp Sat Flow(s),veh/h/ln1654 1870 1547 1711 1826 1610 1767 0 1744 1781 1900 1560 Q Serve(g_s), s 0.7 14.1 7.3 1.1 11.6 2.3 10.3 0.0 7.1 5.2 3.3 1.3 Cycle Q Clear(g_c), s 0.7 14.1 7.3 1.1 11.6 2.3 10.3 0.0 7.1 5.2 3.3 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.40 1.00 1.00
Lane Grp Cap(c), veh/h 31 656 542 47 656 579 391 0 348 211 185 152 V/C Ratio(X) 0.64 0.77 0.46 0.68 0.65 0.16 0.82 0.00 0.65 0.76 0.60 0.25 Avail Cap(c_a), veh/h 837 1893 1566 866 1848 1630 894 0 1177 901 1923 1579 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh28.9 17.1 14.9 28.6 15.9 12.9 22.0 0.0 21.8 25.3 25.7 24.8 Incr Delay (d2), s/veh 19.6 1.9 0.6 15.6 1.1 0.1 4.4 0.0 0.8 5.5 1.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 5.7 2.3 0.6 4.3 0.7 4.3 0.0 2.7 2.3 1.4 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.5 19.0 15.5 44.1 17.0 13.0 26.4 0.0 22.6 30.8 26.8 25.1 LnGrp LOS D B B D B B C A C C C C
Approach Vol, veh/h 770 551 549 309
Approach Delay, s/veh 18.6 17.9 24.8 28.7
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s5.6 26.8 17.1 9.8 5.1 27.3 11.0 15.8 Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Max Green Setting (Gmax), s30.0 60.0 30.0 60.0 30.0 60.0 30.0 40.0 Max Q Clear Time (g_c+I1), s3.1 16.1 12.3 5.3 2.7 13.6 7.2 9.1 Green Ext Time (p_c), s 0.1 4.7 0.9 0.4 0.0 3.2 0.4 0.9 Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
E.3.e
Packet Pg. 1197

HCM 6th Signalized Intersection Summary Background Plus Project Conditions 1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Plus Project Conditions Synchro 10 Report Kimley-Horn Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 310 51 437 0 70 483
Future Volume (veh/h) 310 51 437 0 70 483
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1796 1604 1870 1781 1500
Adj Flow Rate, veh/h 330 0 465 0 74 514
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 1 7 20 2 8 27
Cap, veh/h 510 614 0 141 866
Arrive On Green 0.15 0.00 0.38 0.00 0.08 0.58
Sat Flow, veh/h 3483 1522 1604 0 1697 1500
Grp Volume(v), veh/h 330 0 465 0 74 514
Grp Sat Flow(s),veh/h/ln 1742 1522 1604 0 1697 1500
Q Serve(g_s), s 3.7 0.0 10.4 0.0 1.7 9.1
Cycle Q Clear(g_c), s 3.7 0.0 10.4 0.0 1.7 9.1
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 510 614 0 141 866
V/C Ratio(X)0.65 0.76 0.00 0.52 0.59
Avail Cap(c_a), veh/h 1519 2331 0 247 2180
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 16.6 0.0 11.1 0.0 18.1 5.6
Incr Delay (d2), s/veh 0.5 0.0 2.3 0.0 1.1 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 0.0 2.4 0.0 0.5 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.1 0.0 13.4 0.0 19.3 6.4
LnGrp LOS B B A B A
Approach Vol, veh/h 330 A 465 588
Approach Delay, s/veh 17.1 13.4 8.0
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 8.0 22.6 30.6 10.6
Change Period (Y+Rc), s 4.6 6.8 6.8 4.6
Max Green Setting (Gmax), s 6.0 60.0 60.0 18.0
Max Q Clear Time (g_c+I1), s 3.7 12.4 11.1 5.7
Green Ext Time (p_c), s 0.0 3.4 3.9 0.5
Intersection Summary
HCM 6th Ctrl Delay 12.0
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

E.3.e
Packet Pg. 1198

HCM 6th TWSC Background Plus Project Conditions
2: 4th St & SR 156B Timing Plan: PM Peak
1550 San Juan Rd 7:00 am 08/21/2020 Background Plus Project Conditions Synchro 10 Report Kimley-Horn Page 2
Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 70 0 0 523 0 0
Future Vol, veh/h 70 0 0 523 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 8 2 2 1 2 2
Mvmt Flow 76 0 0 568 0 0

Major/Minor Minor2 Major1
Conflicting Flow All 284 - - 0
Stage 1 0 - - -
Stage 2 284 - - -
Critical Hdwy 6.96 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.96 - - -
Follow-up Hdwy 3.58 - - -
Pot Cap-1 Maneuver 667 0 0 -
Stage 1 - 0 0 -
Stage 2 721 0 0 -
Platoon blocked, %-
Mov Cap-1 Maneuver 667 - - -
Mov Cap-2 Maneuver 667 - - -
Stage 1 - - - -
Stage 2 721 - - -

Approach EB NB
HCM Control Delay, s 11.1 0

HCM LOS B

Minor Lane/Major Mvmt NBT EBLn1
Capacity (veh/h)- 667
HCM Lane V/C Ratio - 0.114
HCM Control Delay (s) - 11.1
HCM Lane LOS - B
HCM 95th %tile Q(veh) - 0.4
E.3.e
Packet Pg. 1199

HCM 6th TWSC Background Plus Project Conditions
4: Project Driveway/Private Driveway & SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Plus Project Conditions Synchro 10 Report Kimley-Horn Page 3
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 641 22 26 466 8 15 0 19 6 0 3
Future Vol, veh/h 8 641 22 26 466 8 15 0 19 6 0 3
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 80 - - 80 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, %- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 697 24 28 507 9 16 0 21 7 0 3

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 516 0 0 721 0 0 1296 1299 709 1306 1307 512 Stage 1 - - - - - - 727 727 - 568 568 -
Stage 2 - - - - - - 569 572 - 738 739 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1050 - - 881 - - 139 161 434 137 160 562 Stage 1 - - - - - - 415 429 - 508 506 -
Stage 2 - - - - - - 507 504 - 410 424 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 1050 - - 881 - - 134 154 434 126 153 562 Mov Cap-2 Maneuver - - - - - - 134 154 - 126 153 -
Stage 1 - - - - - - 411 425 - 503 490 -
Stage 2 - - - - - - 488 488 - 387 420 -

Approach EB WB NB SB
HCM Control Delay, s 0.1 0.5 24.9 27.5

HCM LOS C D

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)218 1050 - - 881 - - 170
HCM Lane V/C Ratio 0.17 0.008 - - 0.032 - - 0.058
HCM Control Delay (s) 24.9 8.5 - - 9.2 - - 27.5
HCM Lane LOS C A - - A - - D
HCM 95th %tile Q(veh) 0.6 0 - - 0.1 - - 0.2
E.3.e
Packet Pg. 1200

HCM 6th Signalized Intersection Summary Background Plus Project Conditions 5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Plus Project Conditions Synchro 10 Report Kimley-Horn Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 622 29 102 479 112 16 12 96 122 27 31 Future Volume (veh/h) 39 622 29 102 479 112 16 12 96 122 27 31 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 41 648 30 106 499 117 17 12 100 127 28 32 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 193 814 38 142 631 148 105 43 215 294 51 45
Arrive On Green 0.11 0.46 0.46 0.08 0.43 0.43 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1781 1773 82 1781 1465 344 117 254 1278 999 301 268 Grp Volume(v), veh/h 41 0 678 106 0 616 129 0 0 187 0 0 Grp Sat Flow(s),veh/h/ln 1781 0 1856 1781 0 1809 1649 0 0 1569 0 0 Q Serve(g_s), s 1.0 0.0 14.9 2.8 0.0 14.0 0.0 0.0 0.0 1.6 0.0 0.0 Cycle Q Clear(g_c), s 1.0 0.0 14.9 2.8 0.0 14.0 3.4 0.0 0.0 5.0 0.0 0.0 Prop In Lane 1.00 0.04 1.00 0.19 0.13 0.78 0.68 0.17
Lane Grp Cap(c), veh/h 193 0 852 142 0 778 362 0 0 390 0 0 V/C Ratio(X)0.21 0.00 0.80 0.75 0.00 0.79 0.36 0.00 0.00 0.48 0.00 0.00 Avail Cap(c_a), veh/h 1120 0 2333 1120 0 2274 1086 0 0 1032 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 19.4 0.0 11.0 21.5 0.0 11.7 17.9 0.0 0.0 18.5 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 1.7 7.7 0.0 1.9 0.6 0.0 0.0 0.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 4.5 1.3 0.0 4.3 1.2 0.0 0.0 1.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.0 0.0 12.7 29.2 0.0 13.6 18.5 0.0 0.0 19.4 0.0 0.0 LnGrp LOS B A B C A B B A A B A A
Approach Vol, veh/h 719 722 129 187
Approach Delay, s/veh 13.2 15.9 18.5 19.4
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.8 27.9 12.0 9.2 26.5 12.0
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 30.0 60.0 30.0 30.0 60.0 30.0 Max Q Clear Time (g_c+I1), s 4.8 16.9 7.0 3.0 16.0 5.4
Green Ext Time (p_c), s 0.2 5.1 1.1 0.1 4.5 0.8
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
E.3.e
Packet Pg. 1201

HCM 6th Signalized Intersection Summary Background Plus Project Conditions 6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Plus Project Conditions Synchro 10 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 34 529 239 83 547 101 180 75 55 91 109 34 Future Volume (veh/h) 34 529 239 83 547 101 180 75 55 91 109 34 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1900 1900 1885 1885 1870 1841 1900 1900 1885 1826 Adj Flow Rate, veh/h 36 557 252 87 576 106 189 79 58 96 115 36 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 2 0 0 1 1 2 4 0 0 1 5
Cap, veh/h 55 721 621 116 791 670 246 166 122 129 190 156 Arrive On Green 0.03 0.39 0.39 0.06 0.42 0.42 0.14 0.17 0.17 0.07 0.10 0.10 Sat Flow, veh/h 1810 1870 1610 1810 1885 1598 1781 986 724 1810 1885 1547 Grp Volume(v), veh/h 36 557 252 87 576 106 189 0 137 96 115 36 Grp Sat Flow(s),veh/h/ln1810 1870 1610 1810 1885 1598 1781 0 1710 1810 1885 1547 Q Serve(g_s), s 1.1 15.1 6.6 2.7 14.8 2.4 5.9 0.0 4.2 3.0 3.4 1.2 Cycle Q Clear(g_c), s 1.1 15.1 6.6 2.7 14.8 2.4 5.9 0.0 4.2 3.0 3.4 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 55 721 621 116 791 670 246 0 287 129 190 156 V/C Ratio(X) 0.65 0.77 0.41 0.75 0.73 0.16 0.77 0.00 0.48 0.75 0.61 0.23 Avail Cap(c_a), veh/h 939 1940 1670 939 1955 1657 924 0 1183 939 1955 1605 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh27.7 15.5 12.9 26.6 14.0 10.4 24.0 0.0 21.8 26.4 24.9 24.0 Incr Delay (d2), s/veh 12.4 1.8 0.4 9.2 1.3 0.1 5.0 0.0 0.5 8.3 1.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 5.9 2.1 1.4 5.4 0.7 2.6 0.0 1.6 1.5 1.5 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.2 17.3 13.4 35.9 15.3 10.5 29.0 0.0 22.2 34.6 26.1 24.2 LnGrp LOS D B B D B B C A C C C C
Approach Vol, veh/h 845 769 326 247
Approach Delay, s/veh 17.1 17.0 26.1 29.1
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s7.7 28.3 12.0 9.8 5.8 30.3 8.1 13.7 Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Max Green Setting (Gmax), s30.0 60.0 30.0 60.0 30.0 60.0 30.0 40.0 Max Q Clear Time (g_c+I1), s4.7 17.1 7.9 5.4 3.1 16.8 5.0 6.2 Green Ext Time (p_c), s 0.2 5.2 0.5 0.5 0.1 4.6 0.2 0.5 Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B
E.3.e
Packet Pg. 1202

Queues Background Plus Project Conditions
1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Plus Project Conditions Synchro 10 Report Kimley-Horn Page 1
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 463 87 435 40 415
v/c Ratio 0.56 0.20 0.63 0.21 0.58
Control Delay 21.1 7.0 17.0 29.1 12.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 21.1 7.0 17.0 29.1 12.1
Queue Length 50th (ft) 52 0 73 10 71
Queue Length 95th (ft) 136 32 229 46 159
Internal Link Dist (ft) 920 727 794
Turn Bay Length (ft) 600 305 590
Base Capacity (vph) 1351 657 1552 193 1435
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.34 0.13 0.28 0.21 0.29
Intersection Summary
E.3.e
Packet Pg. 1203

Queues Background Plus Project Conditions
5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Plus Project Conditions Synchro 10 Report Kimley-Horn Page 2
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 25 525 75 615 205 205
v/c Ratio 0.16 0.77 0.37 0.75 0.33 0.47
Control Delay 41.7 31.2 42.8 26.0 17.0 27.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.7 31.2 42.8 26.0 17.0 27.4
Queue Length 50th (ft) 12 242 37 220 49 78
Queue Length 95th (ft) 41 383 89 447 132 186
Internal Link Dist (ft)760 1155 226 678
Turn Bay Length (ft) 115 115
Base Capacity (vph) 675 1375 681 1369 660 465
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.04 0.38 0.11 0.45 0.31 0.44
Intersection Summary
E.3.e
Packet Pg. 1204

Queues Background Plus Project Conditions
6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Plus Project Conditions Synchro 10 Report Kimley-Horn Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 20 502 248 32 427 92 322 227 160 111 38 v/c Ratio 0.17 0.76 0.40 0.24 0.65 0.15 0.60 0.47 0.56 0.45 0.15 Control Delay 58.8 38.8 15.3 58.2 33.9 10.9 42.3 38.3 52.3 51.5 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.8 38.8 15.3 58.2 33.9 10.9 42.3 38.3 52.3 51.5 5.4 Queue Length 50th (ft) 13 294 59 21 237 13 188 123 100 71 0 Queue Length 95th (ft) 47 527 154 65 428 55 #467 262 216 149 15 Internal Link Dist (ft)274 225 886 382
Turn Bay Length (ft) 210 210 105 210 125 125
Base Capacity (vph) 496 1137 986 514 1104 1010 534 1071 540 1159 971 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.04 0.44 0.25 0.06 0.39 0.09 0.60 0.21 0.30 0.10 0.04 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E.3.e
Packet Pg. 1205

Queues Background Plus Project Conditions
1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Plus Project Conditions Synchro 10 Report Kimley-Horn Page 1
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 330 54 465 74 514
v/c Ratio 0.51 0.17 0.68 0.36 0.59
Control Delay 24.6 9.0 18.7 33.0 10.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 24.6 9.0 18.7 33.0 10.0
Queue Length 50th (ft) 48 0 117 22 81
Queue Length 95th (ft) 103 27 226 #81 177
Internal Link Dist (ft) 920 727 794
Turn Bay Length (ft) 600 305 590
Base Capacity (vph) 1273 588 1534 204 1495
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.26 0.09 0.30 0.36 0.34
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E.3.e
Packet Pg. 1206

Queues Background Plus Project Conditions
5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Plus Project Conditions Synchro 10 Report Kimley-Horn Page 2
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 41 678 106 616 130 187
v/c Ratio 0.16 0.79 0.42 0.70 0.27 0.58
Control Delay 39.0 28.7 46.0 25.6 12.6 39.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.0 28.7 46.0 25.6 12.6 39.5
Queue Length 50th (ft) 19 303 53 272 12 84
Queue Length 95th (ft) 60 565 134 549 69 206
Internal Link Dist (ft)760 1155 226 678
Turn Bay Length (ft) 115 115
Base Capacity (vph) 721 1351 721 1322 708 515
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.50 0.15 0.47 0.18 0.36
Intersection Summary
E.3.e
Packet Pg. 1207

Queues Background Plus Project Conditions
6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Background Plus Project Conditions Synchro 10 Report Kimley-Horn Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 36 557 252 87 576 106 189 137 96 115 36 v/c Ratio 0.27 0.70 0.34 0.46 0.64 0.13 0.63 0.41 0.48 0.49 0.15 Control Delay 61.1 34.1 14.5 59.8 28.5 11.7 55.5 39.4 59.4 54.8 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.1 34.1 14.5 59.8 28.5 11.7 55.5 39.4 59.4 54.8 4.6 Queue Length 50th (ft) 23 299 58 56 293 19 120 71 62 74 0 Queue Length 95th (ft) 74 627 169 142 610 70 260 159 153 163 12 Internal Link Dist (ft)274 225 886 382
Turn Bay Length (ft) 210 210 105 210 125 125
Base Capacity (vph) 512 1057 964 512 1081 942 502 994 512 1067 899 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.07 0.53 0.26 0.17 0.53 0.11 0.38 0.14 0.19 0.11 0.04 Intersection Summary
E.3.e
Packet Pg. 1208

Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft

F – Cumulative Traffic Conditions

E.3.e
Packet Pg. 1209

HCM 6th Signalized Intersection Summary Cumulative Conditions 1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Conditions Synchro 10 Report Kimley-Horn Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 536 81 523 0 36 499
Future Volume (veh/h) 536 81 523 0 36 499
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1781 1633 1633 1515 1426
Adj Flow Rate, veh/h 564 0 551 0 38 525
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 5 8 18 18 26 32
Cap, veh/h 720 685 0 71 798
Arrive On Green 0.21 0.00 0.42 0.00 0.05 0.56
Sat Flow, veh/h 3374 1510 1633 0 1443 1426
Grp Volume(v), veh/h 564 0 551 0 38 525
Grp Sat Flow(s),veh/h/ln 1687 1510 1633 0 1443 1426
Q Serve(g_s), s 7.9 0.0 14.9 0.0 1.3 12.9
Cycle Q Clear(g_c), s 7.9 0.0 14.9 0.0 1.3 12.9
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 720 685 0 71 798
V/C Ratio(X) 0.78 0.80 0.00 0.54 0.66
Avail Cap(c_a), veh/h 1207 1948 0 172 1700
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 18.7 0.0 12.8 0.0 23.4 7.7
Incr Delay (d2), s/veh 0.7 0.0 2.7 0.0 2.3 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.7 0.0 3.9 0.0 0.4 2.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.4 0.0 15.5 0.0 25.7 8.8
LnGrp LOS B B A C A
Approach Vol, veh/h 564 A 551 563
Approach Delay, s/veh 19.4 15.5 10.0
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.1 27.9 35.0 15.3
Change Period (Y+Rc), s 4.6 6.8 6.8 4.6
Max Green Setting (Gmax), s 6.0 60.0 60.0 18.0
Max Q Clear Time (g_c+I1), s 3.3 16.9 14.9 9.9
Green Ext Time (p_c), s 0.0 4.2 4.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 15.0
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

E.3.e
Packet Pg. 1210

HCM 6th TWSC Cumulative Conditions
2: 4th St & SR 156B Timing Plan: AM Peak
1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Conditions Synchro 10 Report Kimley-Horn Page 2
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 36 0 0 341 0 0
Future Vol, veh/h 36 0 0 341 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 16979 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 26 22222
Mvmt Flow 39 0 0 371 0 0

Major/Minor Minor2 Major1
Conflicting Flow All 186 - - 0
Stage 1 0 - - -
Stage 2 186 - - -
Critical Hdwy 7.32 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 6.32 - - -
Follow-up Hdwy 3.76 - - -
Pot Cap-1 Maneuver 722 0 0 -
Stage 1 - 0 0 -
Stage 2 760 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 722 - - -
Mov Cap-2 Maneuver 722 - - -
Stage 1 - - - -
Stage 2 760 - - -

Approach EB NB
HCM Control Delay, s 10.3 0

HCM LOS B

Minor Lane/Major Mvmt NBTEBLn1
Capacity (veh/h)- 722
HCM Lane V/C Ratio - 0.054
HCM Control Delay (s) - 10.3
HCM Lane LOS - B
HCM 95th %tile Q(veh) - 0.2
E.3.e
Packet Pg. 1211

HCM 6th TWSC Cumulative Conditions
4: SR 156B/4th St & Private Driveway Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Conditions Synchro 10 Report Kimley-Horn Page 4
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 2 495 647 3 9 6
Future Vol, veh/h 2 495 647 3 9 6
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 34222
Mvmt Flow 2 538 703 3 10 7

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 706 0 - 0 1247 705
Stage 1 - - - - 705 -
Stage 2 - - - - 542 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 892 - - - 192 436
Stage 1 - - - - 490 -
Stage 2 - - - - 583 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 892 - - - 192 436
Mov Cap-2 Maneuver - - - - 329 -
Stage 1 - - - - 489 -
Stage 2 - - - - 583 -

Approach EB WB SB
HCM Control Delay, s 0 0 15.3

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)892 - - - 365
HCM Lane V/C Ratio 0.002 - - - 0.045
HCM Control Delay (s) 9 - - - 15.3
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0 - - - 0.1
E.3.e
Packet Pg. 1212

HCM 6th Signalized Intersection Summary Cumulative Conditions 5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Conditions Synchro 10 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 491 10 70 593 75 29 33 127 157 18 50 Future Volume (veh/h) 22 491 10 70 593 75 29 33 127 157 18 50 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1856 1856 1856 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 24 540 11 77 652 82 32 36 140 173 20 55 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %444333222222
Cap, veh/h 39 675 14 241 791 99 112 91 260 323 39 71
Arrive On Green 0.02 0.38 0.38 0.14 0.49 0.49 0.23 0.23 0.23 0.23 0.23 0.23 Sat Flow, veh/h 1753 1798 37 1767 1616 203 153 401 1142 917 171 310 Grp Volume(v), veh/h 24 0 551 77 0 734 208 0 0 248 0 0
Grp Sat Flow(s),veh/h/ln 1753 0 1834 1767 0 1819 1697 0 0 1398 0 0 Q Serve(g_s), s 0.7 0.0 14.4 2.1 0.0 18.6 0.0 0.0 0.0 2.9 0.0 0.0 Cycle Q Clear(g_c), s 0.7 0.0 14.4 2.1 0.0 18.6 5.8 0.0 0.0 8.7 0.0 0.0 Prop In Lane 1.00 0.02 1.00 0.11 0.15 0.67 0.70 0.22
Lane Grp Cap(c), veh/h 39 0 688 241 0 890 464 0 0 432 0 0 V/C Ratio(X) 0.61 0.00 0.80 0.32 0.00 0.82 0.45 0.00 0.00 0.57 0.00 0.00 Avail Cap(c_a), veh/h 978 0 2046 986 0 2029 985 0 0 866 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 26.1 0.0 15.0 21.0 0.0 11.8 18.3 0.0 0.0 19.2 0.0 0.0 Incr Delay (d2), s/veh 14.4 0.0 2.2 0.8 0.0 2.0 0.7 0.0 0.0 1.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 5.2 0.8 0.0 5.8 2.2 0.0 0.0 2.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.4 0.0 17.2 21.7 0.0 13.8 19.0 0.0 0.0 20.4 0.0 0.0 LnGrp LOS D A B C ABBAACAA
Approach Vol, veh/h 575 811 208 248
Approach Delay, s/veh 18.2 14.5 19.0 20.4
Approach LOS B B B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.3 26.2 16.3 5.2 32.3 16.3
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 30.0 60.0 30.0 30.0 60.0 30.0 Max Q Clear Time (g_c+I1), s 4.1 16.4 10.7 2.7 20.6 7.8 Green Ext Time (p_c), s 0.2 3.8 1.6 0.0 5.7 1.3
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
E.3.e
Packet Pg. 1213

HCM 6th Signalized Intersection Summary Cumulative Conditions 6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Conditions Synchro 10 Report Kimley-Horn Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 497 238 32 476 89 312 130 91 161 120 40 Future Volume (veh/h) 19 497 238 32 476 89 312 130 91 161 120 40 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1737 1870 1826 1796 1826 1900 1856 1870 1870 1870 1900 1841 Adj Flow Rate, veh/h 21 546 262 35 523 98 343 143 100 177 132 44 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 11 25750322204
Cap, veh/h 32 688 569 49 689 607 405 211 147 228 199 163 Arrive On Green 0.02 0.37 0.37 0.03 0.38 0.38 0.23 0.21 0.21 0.13 0.10 0.10 Sat Flow, veh/h 1654 1870 1547 1711 1826 1610 1767 1025 717 1781 1900 1560 Grp Volume(v), veh/h 21 546 262 35 523 98 343 0 243 177 132 44 Grp Sat Flow(s),veh/h/ln1654 1870 1547 1711 1826 1610 1767 0 1741 1781 1900 1560 Q Serve(g_s), s 0.8 17.4 8.6 1.4 16.7 2.7 12.4 0.0 8.6 6.4 4.5 1.7 Cycle Q Clear(g_c), s 0.8 17.4 8.6 1.4 16.7 2.7 12.4 0.0 8.6 6.4 4.5 1.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.41 1.00 1.00
Lane Grp Cap(c), veh/h 32 688 569 49 689 607 405 0 358 228 199 163 V/C Ratio(X) 0.66 0.79 0.46 0.72 0.76 0.16 0.85 0.00 0.68 0.78 0.66 0.27 Avail Cap(c_a), veh/h 744 1682 1392 769 1642 1448 795 0 1044 801 1709 1403 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh32.5 18.8 16.0 32.1 18.1 13.8 24.6 0.0 24.5 28.2 28.7 27.5 Incr Delay (d2), s/veh 20.5 2.1 0.6 17.5 1.8 0.1 5.0 0.0 0.8 5.6 1.4 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 7.2 2.8 0.8 6.5 0.9 5.3 0.0 3.4 2.9 2.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.0 20.9 16.6 49.7 19.9 13.9 29.6 0.0 25.3 33.8 30.2 27.8 LnGrp LOS D C B D B B C A C C C C
Approach Vol, veh/h 829 656 586 353
Approach Delay, s/veh 20.4 20.6 27.8 31.7
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s5.9 30.5 19.3 11.0 5.3 31.2 12.5 17.7 Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Max Green Setting (Gmax), s30.0 60.0 30.0 60.0 30.0 60.0 30.0 40.0 Max Q Clear Time (g_c+I1), s3.4 19.4 14.4 6.5 2.8 18.7 8.4 10.6 Green Ext Time (p_c), s 0.1 5.2 0.9 0.5 0.0 4.0 0.5 0.9 Intersection Summary
HCM 6th Ctrl Delay 23.9
HCM 6th LOS C
E.3.e
Packet Pg. 1214

HCM 6th Signalized Intersection Summary Cumulative Conditions 1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Conditions Synchro 10 Report Kimley-Horn Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 392 50 552 0 69 611
Future Volume (veh/h) 392 50 552 0 69 611
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1796 1604 1604 1781 1500
Adj Flow Rate, veh/h 417 0 587 0 73 650
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 1 7 20 20 8 27
Cap, veh/h 572 718 0 128 920
Arrive On Green 0.16 0.00 0.45 0.00 0.08 0.61
Sat Flow, veh/h 3483 1522 1604 0 1697 1500
Grp Volume(v), veh/h 417 0 587 0 73 650
Grp Sat Flow(s),veh/h/ln 1742 1522 1604 0 1697 1500
Q Serve(g_s), s 5.8 0.0 16.3 0.0 2.1 15.1
Cycle Q Clear(g_c), s 5.8 0.0 16.3 0.0 2.1 15.1
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 572 718 0 128 920
V/C Ratio(X) 0.73 0.82 0.00 0.57 0.71
Avail Cap(c_a), veh/h 1224 1878 0 199 1757
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 20.3 0.0 12.3 0.0 22.9 6.8
Incr Delay (d2), s/veh 0.7 0.0 2.8 0.0 1.5 1.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.1 0.0 4.1 0.0 0.7 2.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.0 0.0 15.1 0.0 24.3 8.0
LnGrp LOS C B A C A
Approach Vol, veh/h 417 A 587 723
Approach Delay, s/veh 21.0 15.1 9.6
Approach LOS C B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 8.5 29.7 38.2 13.0
Change Period (Y+Rc), s 4.6 6.8 6.8 4.6
Max Green Setting (Gmax), s 6.0 60.0 60.0 18.0
Max Q Clear Time (g_c+I1), s 4.1 18.3 17.1 7.8
Green Ext Time (p_c), s 0.0 4.6 5.4 0.6
Intersection Summary
HCM 6th Ctrl Delay 14.3
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

E.3.e
Packet Pg. 1215

HCM 6th TWSC Cumulative Conditions
2: 4th St & SR 156B Timing Plan: PM Peak
1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Conditions Synchro 10 Report Kimley-Horn Page 2
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 69 0 0 647 0 0
Future Vol, veh/h 69 0 0 647 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 16979 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 8 22122
Mvmt Flow 75 0 0 703 0 0

Major/Minor Minor2 Major1
Conflicting Flow All 352 - - 0
Stage 1 0 - - -
Stage 2 352 - - -
Critical Hdwy 6.96 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.96 - - -
Follow-up Hdwy 3.58 - - -
Pot Cap-1 Maneuver 603 0 0 -
Stage 1 - 0 0 -
Stage 2 665 0 0 -
Platoon blocked, % -
Mov Cap-1 Maneuver 603 - - -
Mov Cap-2 Maneuver 603 - - -
Stage 1 - - - -
Stage 2 665 - - -

Approach EB NB
HCM Control Delay, s 11.8 0

HCM LOS B

Minor Lane/Major Mvmt NBTEBLn1
Capacity (veh/h)- 603
HCM Lane V/C Ratio - 0.124
HCM Control Delay (s) - 11.8
HCM Lane LOS - B
HCM 95th %tile Q(veh) - 0.4
E.3.e
Packet Pg. 1216

HCM 6th TWSC Cumulative Conditions
4: SR 156B/4th St & Private Driveway Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Conditions Synchro 10 Report Kimley-Horn Page 4
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 8 790 567 8 6 3
Future Vol, veh/h 8 790 567 8 6 3
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 80 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 24222
Mvmt Flow 9 859 616 9 7 3

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 625 0 - 0 1498 621
Stage 1 - - - - 621 -
Stage 2 - - - - 877 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 956 - - - 135 487
Stage 1 - - - - 536 -
Stage 2 - - - - 407 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 956 - - - 134 487
Mov Cap-2 Maneuver - - - - 270 -
Stage 1 - - - - 531 -
Stage 2 - - - - 407 -

Approach EB WB SB
HCM Control Delay, s 0.1 0 16.7

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)956 - - - 317
HCM Lane V/C Ratio 0.009 - - - 0.031
HCM Control Delay (s) 8.8 - - - 16.7
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0 - - - 0.1
E.3.e
Packet Pg. 1217

HCM 6th Signalized Intersection Summary Cumulative Conditions 5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Conditions Synchro 10 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 741 29 108 550 150 16 12 101 148 27 35 Future Volume (veh/h) 50 741 29 108 550 150 16 12 101 148 27 35 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 52 772 30 112 573 156 17 12 105 154 28 36 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222
Cap, veh/h 203 908 35 149 676 184 85 47 242 287 43 46
Arrive On Green 0.11 0.51 0.51 0.08 0.48 0.48 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1781 1788 69 1781 1416 385 108 253 1307 1022 231 248 Grp Volume(v), veh/h 52 0 802 112 0 729 134 0 0 218 0 0 Grp Sat Flow(s),veh/h/ln 1781 0 1858 1781 0 1801 1668 0 0 1501 0 0 Q Serve(g_s), s 1.7 0.0 23.5 3.9 0.0 22.3 0.0 0.0 0.0 3.8 0.0 0.0 Cycle Q Clear(g_c), s 1.7 0.0 23.5 3.9 0.0 22.3 4.6 0.0 0.0 8.4 0.0 0.0 Prop In Lane 1.00 0.04 1.00 0.21 0.13 0.78 0.71 0.17
Lane Grp Cap(c), veh/h 203 0 943 149 0 860 374 0 0 376 0 0 V/C Ratio(X) 0.26 0.00 0.85 0.75 0.00 0.85 0.36 0.00 0.00 0.58 0.00 0.00 Avail Cap(c_a), veh/h 851 0 1775 851 0 1721 833 0 0 778 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 25.4 0.0 13.4 28.1 0.0 14.4 22.7 0.0 0.0 24.0 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.0 2.3 7.4 0.0 2.4 0.6 0.0 0.0 1.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 8.0 1.8 0.0 7.6 1.7 0.0 0.0 3.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.1 0.0 15.6 35.5 0.0 16.8 23.3 0.0 0.0 25.4 0.0 0.0 LnGrp LOS C A B D A B C A A C A A
Approach Vol, veh/h 854 841 134 218
Approach Delay, s/veh 16.3 19.3 23.3 25.4
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.3 37.9 15.6 11.1 36.0 15.6
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 30.0 60.0 30.0 30.0 60.0 30.0 Max Q Clear Time (g_c+I1), s 5.9 25.5 10.4 3.7 24.3 6.6 Green Ext Time (p_c), s 0.3 6.4 1.3 0.1 5.7 0.8
Intersection Summary
HCM 6th Ctrl Delay 19.0
HCM 6th LOS B
E.3.e
Packet Pg. 1218

HCM 6th Signalized Intersection Summary Cumulative Conditions 6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Conditions Synchro 10 Report Kimley-Horn Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 656 260 91 642 119 199 96 60 102 120 38 Future Volume (veh/h) 39 656 260 91 642 119 199 96 60 102 120 38 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1900 1900 1885 1885 1870 1841 1841 1900 1885 1826 Adj Flow Rate, veh/h 41 691 274 96 676 125 209 101 63 107 126 40 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 20011244015
Cap, veh/h 56 830 715 128 912 773 259 175 109 142 185 152 Arrive On Green 0.03 0.44 0.44 0.07 0.48 0.48 0.15 0.17 0.17 0.08 0.10 0.10 Sat Flow, veh/h 1810 1870 1610 1810 1885 1598 1781 1060 661 1810 1885 1547 Grp Volume(v), veh/h 41 691 274 96 676 125 209 0 164 107 126 40 Grp Sat Flow(s),veh/h/ln1810 1870 1610 1810 1885 1598 1781 0 1722 1810 1885 1547 Q Serve(g_s), s 1.7 24.3 8.5 3.9 21.5 3.3 8.5 0.0 6.5 4.3 4.8 1.8 Cycle Q Clear(g_c), s 1.7 24.3 8.5 3.9 21.5 3.3 8.5 0.0 6.5 4.3 4.8 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.38 1.00 1.00
Lane Grp Cap(c), veh/h 56 830 715 128 912 773 259 0 285 142 185 152 V/C Ratio(X) 0.74 0.83 0.38 0.75 0.74 0.16 0.81 0.00 0.58 0.75 0.68 0.26 Avail Cap(c_a), veh/h 729 1508 1298 729 1519 1288 718 0 925 729 1519 1247 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh35.8 18.3 13.9 33.9 15.5 10.8 30.8 0.0 28.7 33.6 32.4 31.1 Incr Delay (d2), s/veh 17.2 2.3 0.3 8.5 1.2 0.1 5.8 0.0 0.7 7.8 1.6 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.0 10.0 2.8 1.9 8.3 1.0 3.9 0.0 2.6 2.1 2.2 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.0 20.5 14.2 42.5 16.7 10.9 36.6 0.0 29.3 41.4 34.1 31.4 LnGrp LOS D C B D B B D A C D C C
Approach Vol, veh/h 1006 897 373 273
Approach Delay, s/veh 20.1 18.6 33.4 36.6
Approach LOS C B C D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.3 39.0 14.8 11.3 6.3 42.0 9.8 16.3 Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Max Green Setting (Gmax), s30.0 60.0 30.0 60.0 30.0 60.0 30.0 40.0 Max Q Clear Time (g_c+I1), s5.9 26.3 10.5 6.8 3.7 23.5 6.3 8.5 Green Ext Time (p_c), s 0.2 6.8 0.5 0.5 0.1 5.6 0.2 0.6 Intersection Summary
HCM 6th Ctrl Delay 23.3
HCM 6th LOS C
E.3.e
Packet Pg. 1219

Queues Cumulative Conditions
1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Conditions Synchro 10 Report Kimley-Horn Page 1
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 564 85 551 38 525
v/c Ratio 0.62 0.18 0.73 0.25 0.70
Control Delay 26.0 7.8 20.2 36.6 15.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 26.0 7.8 20.2 36.6 15.5
Queue Length 50th (ft) 84 0 134 13 132
Queue Length 95th (ft) #215 36 312 50 219
Internal Link Dist (ft) 920 727 794
Turn Bay Length (ft) 600 305 590
Base Capacity (vph) 1084 543 1459 155 1382
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.52 0.16 0.38 0.25 0.38
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E.3.e
Packet Pg. 1220

Queues Cumulative Conditions
5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Conditions Synchro 10 Report Kimley-Horn Page 3
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 24 551 77 734 208 248
v/c Ratio 0.18 0.78 0.29 0.84 0.36 0.67
Control Delay 49.1 35.3 39.4 30.8 20.9 40.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 49.1 35.3 39.4 30.8 20.9 40.5
Queue Length 50th (ft) 14 290 42 385 63 130
Queue Length 95th (ft) 44 486 89 568 154 #309
Internal Link Dist (ft)760 2083 226 678
Turn Bay Length (ft) 115 115
Base Capacity (vph) 583 1224 588 1218 574 372
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.04 0.45 0.13 0.60 0.36 0.67
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E.3.e
Packet Pg. 1221

Queues Cumulative Conditions
6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Conditions Synchro 10 Report Kimley-Horn Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 21 546 262 35 523 98 343 243 177 132 44 v/c Ratio 0.20 0.74 0.39 0.29 0.69 0.14 0.73 0.57 0.63 0.53 0.17 Control Delay 64.4 38.7 16.0 64.5 34.4 12.4 53.7 46.8 59.3 58.1 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.4 38.7 16.0 64.5 34.4 12.4 53.7 46.8 59.3 58.1 7.3 Queue Length 50th (ft) 15 341 71 25 320 20 239 155 126 96 0 Queue Length 95th (ft) 50 590 170 71 552 64 #537 298 241 180 22 Internal Link Dist (ft)2083 225 886 382
Turn Bay Length (ft) 210 210 105 210 125 125
Base Capacity (vph) 434 994 876 450 970 891 467 937 472 1014 857 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.05 0.55 0.30 0.08 0.54 0.11 0.73 0.26 0.38 0.13 0.05 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E.3.e
Packet Pg. 1222

Queues Cumulative Conditions
1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Conditions Synchro 10 Report Kimley-Horn Page 1
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 417 53 587 73 650
v/c Ratio 0.62 0.16 0.76 0.42 0.71
Control Delay 30.5 10.0 21.7 43.4 13.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 30.5 10.0 21.7 43.4 13.4
Queue Length 50th (ft) 79 0 183 28 141
Queue Length 95th (ft) 156 29 343 #106 300
Internal Link Dist (ft) 920 727 794
Turn Bay Length (ft) 600 305 590
Base Capacity (vph) 1070 502 1396 172 1421
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.39 0.11 0.42 0.42 0.46
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E.3.e
Packet Pg. 1223

Queues Cumulative Conditions
5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Conditions Synchro 10 Report Kimley-Horn Page 3
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 52 802 113 729 135 218
v/c Ratio 0.20 0.86 0.55 0.81 0.29 0.75
Control Delay 45.4 35.5 58.0 34.3 12.8 55.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 45.4 35.5 58.0 34.3 12.8 55.4
Queue Length 50th (ft) 33 499 82 516 17 145
Queue Length 95th (ft) 75 #808 142 657 71 #274
Internal Link Dist (ft)760 2083 226 678
Turn Bay Length (ft) 115 115
Base Capacity (vph) 508 1065 508 1036 531 338
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.10 0.75 0.22 0.70 0.25 0.64
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E.3.e
Packet Pg. 1224

Queues Cumulative Conditions
6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Conditions Synchro 10 Report Kimley-Horn Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 41 691 274 96 676 125 209 164 107 126 40 v/c Ratio 0.34 0.78 0.33 0.55 0.68 0.14 0.72 0.51 0.57 0.57 0.17 Control Delay 69.0 37.7 16.7 69.4 30.6 12.6 66.2 48.4 69.3 64.8 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.0 37.7 16.7 69.4 30.6 12.6 66.2 48.4 69.3 64.8 6.3 Queue Length 50th (ft) 32 447 82 75 401 29 161 110 83 99 0 Queue Length 95th (ft) 83 #942 209 156 791 89 289 195 169 180 17 Internal Link Dist (ft)2083 225 886 382
Turn Bay Length (ft) 210 210 105 210 125 125
Base Capacity (vph) 430 889 821 430 989 866 422 842 430 897 766 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.10 0.78 0.33 0.22 0.68 0.14 0.50 0.19 0.25 0.14 0.05 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E.3.e
Packet Pg. 1225

Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft

G - Cumulative Plus Project Traffic Conditions

E.3.e
Packet Pg. 1226

HCM 6th Signalized Intersection Summary Cumulative Plus Project Conditions 1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Plus Project Conditions Synchro 10 Report Kimley-Horn Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 550 89 523 0 39 499
Future Volume (veh/h) 550 89 523 0 39 499
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 1781 1633 1870 1515 1426
Adj Flow Rate, veh/h 579 0 551 0 41 525
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 5 8 18 2 26 32
Cap, veh/h 732 683 0 75 798
Arrive On Green 0.22 0.00 0.42 0.00 0.05 0.56
Sat Flow, veh/h 3374 1510 1633 0 1443 1426
Grp Volume(v), veh/h 579 0 551 0 41 525
Grp Sat Flow(s),veh/h/ln 1687 1510 1633 0 1443 1426
Q Serve(g_s), s 8.3 0.0 15.1 0.0 1.4 13.1
Cycle Q Clear(g_c), s 8.3 0.0 15.1 0.0 1.4 13.1
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 732 683 0 75 798
V/C Ratio(X)0.79 0.81 0.00 0.55 0.66
Avail Cap(c_a), veh/h 1188 1917 0 169 1674
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 18.9 0.0 13.1 0.0 23.7 7.8
Incr Delay (d2), s/veh 0.7 0.0 2.8 0.0 2.3 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.8 0.0 4.1 0.0 0.4 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.7 0.0 15.8 0.0 26.0 9.0
LnGrp LOS B B A C A
Approach Vol, veh/h 579 A 551 566
Approach Delay, s/veh 19.7 15.8 10.2
Approach LOS B B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.2 28.2 35.4 15.7
Change Period (Y+Rc), s 4.6 6.8 6.8 4.6
Max Green Setting (Gmax), s 6.0 60.0 60.0 18.0
Max Q Clear Time (g_c+I1), s 3.4 17.1 15.1 10.3
Green Ext Time (p_c), s 0.0 4.2 4.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

E.3.e
Packet Pg. 1227

HCM 6th TWSC Cumulative Plus Project Conditions
2: 4th St & SR 156B Timing Plan: AM Peak
1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Plus Project Conditions Synchro 10 Report Kimley-Horn Page 2
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 39 0 0 346 0 0
Future Vol, veh/h 39 0 0 346 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 26 2 2 2 2 2
Mvmt Flow 42 0 0 376 0 0

Major/Minor Minor2 Major1
Conflicting Flow All 188 - - 0
Stage 1 0 - - -
Stage 2 188 - - -
Critical Hdwy 7.32 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 6.32 - - -
Follow-up Hdwy 3.76 - - -
Pot Cap-1 Maneuver 720 0 0 -
Stage 1 - 0 0 -
Stage 2 758 0 0 -
Platoon blocked, %-
Mov Cap-1 Maneuver 720 - - -
Mov Cap-2 Maneuver 720 - - -
Stage 1 - - - -
Stage 2 758 - - -

Approach EB NB
HCM Control Delay, s 10.3 0

HCM LOS B

Minor Lane/Major Mvmt NBT EBLn1
Capacity (veh/h)- 720
HCM Lane V/C Ratio - 0.059
HCM Control Delay (s) - 10.3
HCM Lane LOS - B
HCM 95th %tile Q(veh) - 0.2
E.3.e
Packet Pg. 1228

HCM 6th TWSC Cumulative Plus Project Conditions
4: Project Driveway/Private Driveway & SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Plus Project Conditions Synchro 10 Report Kimley-Horn Page 3
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 495 8 10 647 3 22 0 26 9 0 6
Future Vol, veh/h 2 495 8 10 647 3 22 0 26 9 0 6
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 80 - - 80 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, %- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 3 2 2 4 2 2 2 2 2 2 2
Mvmt Flow 2 538 9 11 703 3 24 0 28 10 0 7

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 706 0 0 547 0 0 1277 1275 543 1288 1278 705 Stage 1 - - - - - - 547 547 - 727 727 -
Stage 2 - - - - - - 730 728 - 561 551 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 892 - - 1022 - - 143 167 540 141 166 436 Stage 1 - - - - - - 521 517 - 415 429 -
Stage 2 - - - - - - 414 429 - 512 515 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 892 - - 1022 - - 139 165 540 132 164 436 Mov Cap-2 Maneuver - - - - - - 139 165 - 132 164 -
Stage 1 - - - - - - 520 516 - 414 424 -
Stage 2 - - - - - - 403 424 - 484 514 -

Approach EB WB NB SB
HCM Control Delay, s 0 0.1 24.9 26.6

HCM LOS C D

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)233 892 - - 1022 - - 183
HCM Lane V/C Ratio 0.224 0.002 - - 0.011 - - 0.089
HCM Control Delay (s) 24.9 9 - - 8.6 - - 26.6
HCM Lane LOS C A - - A - - D
HCM 95th %tile Q(veh) 0.8 0 - - 0 - - 0.3
E.3.e
Packet Pg. 1229

HCM 6th Signalized Intersection Summary Cumulative Plus Project Conditions 5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Plus Project Conditions Synchro 10 Report Kimley-Horn Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 27 512 10 70 601 75 29 33 127 157 18 52 Future Volume (veh/h) 27 512 10 70 601 75 29 33 127 157 18 52 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1856 1856 1856 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 30 563 11 77 660 82 32 36 140 173 20 57 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 4 4 4 3 3 3 2 2 2 2 2 2
Cap, veh/h 47 696 14 232 795 99 110 92 263 317 39 73
Arrive On Green 0.03 0.39 0.39 0.13 0.49 0.49 0.23 0.23 0.23 0.23 0.23 0.23 Sat Flow, veh/h 1753 1799 35 1767 1618 201 154 402 1144 903 168 316 Grp Volume(v), veh/h 30 0 574 77 0 742 208 0 0 250 0 0
Grp Sat Flow(s),veh/h/ln 1753 0 1834 1767 0 1819 1700 0 0 1388 0 0 Q Serve(g_s), s 0.9 0.0 15.5 2.2 0.0 19.4 0.0 0.0 0.0 3.2 0.0 0.0 Cycle Q Clear(g_c), s 0.9 0.0 15.5 2.2 0.0 19.4 6.0 0.0 0.0 9.2 0.0 0.0 Prop In Lane 1.00 0.02 1.00 0.11 0.15 0.67 0.69 0.23
Lane Grp Cap(c), veh/h 47 0 710 232 0 894 465 0 0 428 0 0 V/C Ratio(X)0.64 0.00 0.81 0.33 0.00 0.83 0.45 0.00 0.00 0.58 0.00 0.00 Avail Cap(c_a), veh/h 948 0 1984 955 0 1967 956 0 0 838 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 26.7 0.0 15.2 21.9 0.0 12.1 18.8 0.0 0.0 19.9 0.0 0.0 Incr Delay (d2), s/veh 13.7 0.0 2.3 0.8 0.0 2.1 0.7 0.0 0.0 1.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 5.6 0.9 0.0 6.2 2.3 0.0 0.0 2.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.4 0.0 17.4 22.7 0.0 14.2 19.5 0.0 0.0 21.1 0.0 0.0 LnGrp LOS D A B C A B B A A C A A
Approach Vol, veh/h 604 819 208 250
Approach Delay, s/veh 18.6 15.0 19.5 21.1
Approach LOS B B B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.3 27.5 16.7 5.5 33.3 16.7
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 30.0 60.0 30.0 30.0 60.0 30.0 Max Q Clear Time (g_c+I1), s 4.2 17.5 11.2 2.9 21.4 8.0 Green Ext Time (p_c), s 0.2 4.0 1.6 0.0 5.8 1.3
Intersection Summary
HCM 6th Ctrl Delay 17.5
HCM 6th LOS B
E.3.e
Packet Pg. 1230

HCM 6th Signalized Intersection Summary Cumulative Plus Project Conditions 6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Plus Project Conditions Synchro 10 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 511 245 32 481 89 315 130 91 161 120 40 Future Volume (veh/h) 19 511 245 32 481 89 315 130 91 161 120 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1737 1870 1826 1796 1826 1900 1856 1870 1856 1870 1900 1841 Adj Flow Rate, veh/h 21 562 269 35 529 98 346 143 100 177 132 44 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 11 2 5 7 5 0 3 2 3 2 0 4
Cap, veh/h 32 702 581 49 702 619 406 211 148 227 197 162 Arrive On Green 0.02 0.38 0.38 0.03 0.38 0.38 0.23 0.21 0.21 0.13 0.10 0.10 Sat Flow, veh/h 1654 1870 1547 1711 1826 1610 1767 1025 717 1781 1900 1560 Grp Volume(v), veh/h 21 562 269 35 529 98 346 0 243 177 132 44 Grp Sat Flow(s),veh/h/ln1654 1870 1547 1711 1826 1610 1767 0 1741 1781 1900 1560 Q Serve(g_s), s 0.9 18.4 9.0 1.4 17.2 2.7 12.9 0.0 8.8 6.6 4.6 1.8 Cycle Q Clear(g_c), s 0.9 18.4 9.0 1.4 17.2 2.7 12.9 0.0 8.8 6.6 4.6 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.41 1.00 1.00
Lane Grp Cap(c), veh/h 32 702 581 49 702 619 406 0 359 227 197 162 V/C Ratio(X) 0.66 0.80 0.46 0.72 0.75 0.16 0.85 0.00 0.68 0.78 0.67 0.27 Avail Cap(c_a), veh/h 724 1637 1354 749 1598 1409 773 0 1016 780 1663 1365 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh33.4 19.1 16.2 33.0 18.3 13.8 25.3 0.0 25.1 29.0 29.6 28.3 Incr Delay (d2), s/veh 20.9 2.2 0.6 18.1 1.7 0.1 5.1 0.0 0.8 5.7 1.5 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 7.7 3.0 0.8 6.7 0.9 5.6 0.0 3.5 3.0 2.1 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.3 21.3 16.8 51.1 19.9 13.9 30.4 0.0 26.0 34.7 31.1 28.7 LnGrp LOS D C B D B B C A C C C C
Approach Vol, veh/h 852 662 589 353
Approach Delay, s/veh 20.7 20.7 28.6 32.6
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s5.9 31.7 19.7 11.1 5.3 32.4 12.7 18.1 Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Max Green Setting (Gmax), s30.0 60.0 30.0 60.0 30.0 60.0 30.0 40.0 Max Q Clear Time (g_c+I1), s3.4 20.4 14.9 6.6 2.9 19.2 8.6 10.8 Green Ext Time (p_c), s 0.1 5.4 0.9 0.5 0.0 4.1 0.4 0.9 Intersection Summary
HCM 6th Ctrl Delay 24.3
HCM 6th LOS C
E.3.e
Packet Pg. 1231

HCM 6th Signalized Intersection Summary Cumulative Plus Project Conditions 1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Plus Project Conditions Synchro 10 Report Kimley-Horn Page 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 402 54 552 0 76 611
Future Volume (veh/h) 402 54 552 0 76 611
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1796 1604 1870 1781 1500
Adj Flow Rate, veh/h 428 0 587 0 81 650
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 1 7 20 2 8 27
Cap, veh/h 581 716 0 135 922
Arrive On Green 0.17 0.00 0.45 0.00 0.08 0.61
Sat Flow, veh/h 3483 1522 1604 0 1697 1500
Grp Volume(v), veh/h 428 0 587 0 81 650
Grp Sat Flow(s),veh/h/ln 1742 1522 1604 0 1697 1500
Q Serve(g_s), s 6.1 0.0 16.6 0.0 2.4 15.4
Cycle Q Clear(g_c), s 6.1 0.0 16.6 0.0 2.4 15.4
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 581 716 0 135 922
V/C Ratio(X)0.74 0.82 0.00 0.60 0.71
Avail Cap(c_a), veh/h 1204 1848 0 195 1728
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 0.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 20.6 0.0 12.6 0.0 23.2 6.8
Incr Delay (d2), s/veh 0.7 0.0 2.9 0.0 1.6 1.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.2 0.0 4.3 0.0 0.8 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.3 0.0 15.5 0.0 24.8 8.0
LnGrp LOS C B A C A
Approach Vol, veh/h 428 A 587 731
Approach Delay, s/veh 21.3 15.5 9.9
Approach LOS C B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 8.7 30.1 38.8 13.3
Change Period (Y+Rc), s 4.6 6.8 6.8 4.6
Max Green Setting (Gmax), s 6.0 60.0 60.0 18.0
Max Q Clear Time (g_c+I1), s 4.4 18.6 17.4 8.1
Green Ext Time (p_c), s 0.0 4.6 5.4 0.6
Intersection Summary
HCM 6th Ctrl Delay 14.6
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

E.3.e
Packet Pg. 1232

HCM 6th TWSC Cumulative Plus Project Conditions
2: 4th St & SR 156B Timing Plan: PM Peak
1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Plus Project Conditions Synchro 10 Report Kimley-Horn Page 2
Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 76 0 0 661 0 0
Future Vol, veh/h 76 0 0 661 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, %0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 8 2 2 1 2 2
Mvmt Flow 83 0 0 718 0 0

Major/Minor Minor2 Major1
Conflicting Flow All 359 - - 0
Stage 1 0 - - -
Stage 2 359 - - -
Critical Hdwy 6.96 - - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 5.96 - - -
Follow-up Hdwy 3.58 - - -
Pot Cap-1 Maneuver 597 0 0 -
Stage 1 - 0 0 -
Stage 2 660 0 0 -
Platoon blocked, %-
Mov Cap-1 Maneuver 597 - - -
Mov Cap-2 Maneuver 597 - - -
Stage 1 - - - -
Stage 2 660 - - -

Approach EB NB
HCM Control Delay, s 12 0

HCM LOS B

Minor Lane/Major Mvmt NBT EBLn1
Capacity (veh/h)- 597
HCM Lane V/C Ratio - 0.138
HCM Control Delay (s) - 12
HCM Lane LOS - B
HCM 95th %tile Q(veh) - 0.5
E.3.e
Packet Pg. 1233

HCM 6th TWSC Cumulative Plus Project Conditions
4: Project Driveway/Private Driveway & SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Plus Project Conditions Synchro 10 Report Kimley-Horn Page 3
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 789 22 26 566 8 15 0 19 6 0 3
Future Vol, veh/h 8 789 22 26 566 8 15 0 19 6 0 3
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 80 - - 80 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, %- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 858 24 28 615 9 16 0 21 7 0 3

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 624 0 0 882 0 0 1565 1568 870 1575 1576 620 Stage 1 - - - - - - 888 888 - 676 676 -
Stage 2 - - - - - - 677 680 - 899 900 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 957 - - 767 - - 90 111 351 89 110 488 Stage 1 - - - - - - 338 362 - 443 453 -
Stage 2 - - - - - - 443 451 - 334 357 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 957 - - 767 - - 86 106 351 81 105 488 Mov Cap-2 Maneuver - - - - - - 86 106 - 81 105 -
Stage 1 - - - - - - 335 359 - 439 436 -
Stage 2 - - - - - - 424 434 - 311 354 -

Approach EB WB NB SB
HCM Control Delay, s 0.1 0.4 37 40.2

HCM LOS E E

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h)149 957 - - 767 - - 112
HCM Lane V/C Ratio 0.248 0.009 - - 0.037 - - 0.087
HCM Control Delay (s) 37 8.8 - - 9.9 - - 40.2
HCM Lane LOS E A - - A - - E
HCM 95th %tile Q(veh) 0.9 0 - - 0.1 - - 0.3
E.3.e
Packet Pg. 1234

HCM 6th Signalized Intersection Summary Cumulative Plus Project Conditions 5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Plus Project Conditions Synchro 10 Report Kimley-Horn Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 756 29 108 571 150 16 12 101 148 27 39 Future Volume (veh/h) 53 756 29 108 571 150 16 12 101 148 27 39 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 55 788 30 112 595 156 17 12 105 154 28 41 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 196 919 35 149 696 182 82 48 247 280 43 52
Arrive On Green 0.11 0.51 0.51 0.08 0.49 0.49 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1781 1790 68 1781 1428 375 108 254 1309 990 227 274 Grp Volume(v), veh/h 55 0 818 112 0 751 134 0 0 223 0 0 Grp Sat Flow(s),veh/h/ln 1781 0 1858 1781 0 1803 1671 0 0 1490 0 0 Q Serve(g_s), s 1.9 0.0 25.0 4.0 0.0 23.9 0.0 0.0 0.0 4.3 0.0 0.0 Cycle Q Clear(g_c), s 1.9 0.0 25.0 4.0 0.0 23.9 4.7 0.0 0.0 9.0 0.0 0.0 Prop In Lane 1.00 0.04 1.00 0.21 0.13 0.78 0.69 0.18
Lane Grp Cap(c), veh/h 196 0 954 149 0 878 378 0 0 375 0 0 V/C Ratio(X)0.28 0.00 0.86 0.75 0.00 0.86 0.35 0.00 0.00 0.60 0.00 0.00 Avail Cap(c_a), veh/h 817 0 1705 817 0 1654 801 0 0 747 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 26.7 0.0 13.8 29.3 0.0 14.7 23.4 0.0 0.0 25.0 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 2.4 7.5 0.0 2.5 0.6 0.0 0.0 1.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 8.7 1.9 0.0 8.3 1.8 0.0 0.0 3.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.5 0.0 16.2 36.8 0.0 17.3 24.0 0.0 0.0 26.5 0.0 0.0 LnGrp LOS C A B D A B C A A C A A
Approach Vol, veh/h 873 863 134 223
Approach Delay, s/veh 16.9 19.8 24.0 26.5
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.5 39.6 16.4 11.2 37.9 16.4
Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 6.0 4.0
Max Green Setting (Gmax), s 30.0 60.0 30.0 30.0 60.0 30.0 Max Q Clear Time (g_c+I1), s 6.0 27.0 11.0 3.9 25.9 6.7 Green Ext Time (p_c), s 0.3 6.6 1.3 0.1 5.9 0.8
Intersection Summary
HCM 6th Ctrl Delay 19.6
HCM 6th LOS B
E.3.e
Packet Pg. 1235

HCM 6th Signalized Intersection Summary Cumulative Plus Project Conditions 6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Plus Project Conditions Synchro 10 Report Kimley-Horn Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 666 265 91 656 119 206 96 60 102 120 38 Future Volume (veh/h) 39 666 265 91 656 119 206 96 60 102 120 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1900 1900 1885 1885 1870 1841 1900 1900 1885 1826 Adj Flow Rate, veh/h 41 701 279 96 691 125 217 101 63 107 126 40 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 2 0 0 1 1 2 4 0 0 1 5
Cap, veh/h 55 837 720 128 919 779 267 179 112 142 183 151 Arrive On Green 0.03 0.45 0.45 0.07 0.49 0.49 0.15 0.17 0.17 0.08 0.10 0.10 Sat Flow, veh/h 1810 1870 1610 1810 1885 1598 1781 1060 661 1810 1885 1547 Grp Volume(v), veh/h 41 701 279 96 691 125 217 0 164 107 126 40 Grp Sat Flow(s),veh/h/ln1810 1870 1610 1810 1885 1598 1781 0 1722 1810 1885 1547 Q Serve(g_s), s 1.7 25.4 8.9 4.0 22.7 3.3 9.0 0.0 6.7 4.4 5.0 1.8 Cycle Q Clear(g_c), s 1.7 25.4 8.9 4.0 22.7 3.3 9.0 0.0 6.7 4.4 5.0 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.38 1.00 1.00
Lane Grp Cap(c), veh/h 55 837 720 128 919 779 267 0 291 142 183 151 V/C Ratio(X) 0.75 0.84 0.39 0.75 0.75 0.16 0.81 0.00 0.56 0.75 0.69 0.27 Avail Cap(c_a), veh/h 709 1465 1262 709 1477 1252 698 0 899 709 1477 1212 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh36.8 18.7 14.1 34.9 15.9 10.9 31.5 0.0 29.2 34.6 33.4 32.0 Incr Delay (d2), s/veh 17.9 2.3 0.3 8.6 1.3 0.1 5.9 0.0 0.6 7.9 1.7 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.0 10.5 3.0 2.0 8.8 1.1 4.1 0.0 2.7 2.2 2.3 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.7 21.0 14.5 43.5 17.1 11.0 37.4 0.0 29.9 42.5 35.1 32.4 LnGrp LOS D C B D B B D A C D D C
Approach Vol, veh/h 1021 912 381 273
Approach Delay, s/veh 20.6 19.1 34.2 37.6
Approach LOS C B C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.4 40.3 15.5 11.4 6.3 43.3 10.0 16.9 Change Period (Y+Rc), s 4.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Max Green Setting (Gmax), s30.0 60.0 30.0 60.0 30.0 60.0 30.0 40.0 Max Q Clear Time (g_c+I1), s6.0 27.4 11.0 7.0 3.7 24.7 6.4 8.7 Green Ext Time (p_c), s 0.2 6.9 0.6 0.5 0.1 5.8 0.2 0.6 Intersection Summary
HCM 6th Ctrl Delay 23.9
HCM 6th LOS C
E.3.e
Packet Pg. 1236

Queues Cumulative Plus Project Conditions
1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Plus Project Conditions Synchro 10 Report Kimley-Horn Page 1
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 579 94 551 41 525
v/c Ratio 0.64 0.20 0.76 0.28 0.68
Control Delay 27.6 7.7 23.1 38.4 14.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 27.6 7.7 23.1 38.4 14.9
Queue Length 50th (ft) 113 0 198 17 134
Queue Length 95th (ft) #224 37 312 53 219
Internal Link Dist (ft) 920 727 794
Turn Bay Length (ft) 600 305 590
Base Capacity (vph) 1036 529 1416 148 1382
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.56 0.18 0.39 0.28 0.38
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E.3.e
Packet Pg. 1237

Queues Cumulative Plus Project Conditions
5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Plus Project Conditions Synchro 10 Report Kimley-Horn Page 2
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 30 574 77 742 208 250
v/c Ratio 0.22 0.80 0.30 0.84 0.37 0.68
Control Delay 50.1 36.0 40.2 30.8 21.4 42.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 50.1 36.0 40.2 30.8 21.4 42.3
Queue Length 50th (ft) 18 314 43 396 66 136
Queue Length 95th (ft) 52 503 91 586 155 #315
Internal Link Dist (ft)760 2083 226 678
Turn Bay Length (ft) 115 115
Base Capacity (vph) 574 1204 579 1199 567 365
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.05 0.48 0.13 0.62 0.37 0.68
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E.3.e
Packet Pg. 1238

Queues Cumulative Plus Project Conditions
6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: AM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Plus Project Conditions Synchro 10 Report Kimley-Horn Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 21 562 269 35 529 98 346 243 177 132 44 v/c Ratio 0.21 0.72 0.38 0.30 0.66 0.13 0.78 0.59 0.65 0.55 0.18 Control Delay 65.7 37.3 16.1 66.0 33.1 12.3 58.0 48.9 61.8 60.1 7.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.7 37.3 16.1 66.0 33.1 12.3 58.0 48.9 61.8 60.1 7.4 Queue Length 50th (ft) 16 356 76 26 325 20 251 161 130 99 0 Queue Length 95th (ft) 50 614 178 71 562 64 #543 298 241 180 22 Internal Link Dist (ft)2083 225 886 382
Turn Bay Length (ft) 210 210 105 210 125 125
Base Capacity (vph) 414 949 841 430 927 853 446 895 451 968 821 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.05 0.59 0.32 0.08 0.57 0.11 0.78 0.27 0.39 0.14 0.05 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E.3.e
Packet Pg. 1239

Queues Cumulative Plus Project Conditions
1: SR 156 & SR 156B/4th St/San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Plus Project Conditions Synchro 10 Report Kimley-Horn Page 1
Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 428 57 587 81 650
v/c Ratio 0.65 0.17 0.79 0.52 0.69
Control Delay 31.9 9.9 23.9 48.1 12.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 31.9 9.9 23.9 48.1 12.6
Queue Length 50th (ft) 82 0 184 32 142
Queue Length 95th (ft) 161 30 343 #119 300
Internal Link Dist (ft) 920 727 794
Turn Bay Length (ft) 600 305 590
Base Capacity (vph) 976 466 1393 157 1420
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.44 0.12 0.42 0.52 0.46
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E.3.e
Packet Pg. 1240

Queues Cumulative Plus Project Conditions
5: Live Oak Dr/Miller Rd & SR 156B/4th St Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Plus Project Conditions Synchro 10 Report Kimley-Horn Page 2
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 55 818 113 751 135 223
v/c Ratio 0.22 0.86 0.56 0.81 0.29 0.77
Control Delay 47.0 35.4 59.4 33.9 12.7 58.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.0 35.4 59.4 33.9 12.7 58.0
Queue Length 50th (ft) 36 516 82 509 17 149
Queue Length 95th (ft) 79 #836 142 #701 71 #283
Internal Link Dist (ft)760 2083 226 678
Turn Bay Length (ft) 115 115
Base Capacity (vph) 489 1023 489 997 515 325
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.11 0.80 0.23 0.75 0.26 0.69
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E.3.e
Packet Pg. 1241

Queues Cumulative Plus Project Conditions
6: Westside Blvd & SR 156B / 4th St/SR 156B / San Juan Rd Timing Plan: PM Peak 1550 San Juan Rd 7:00 am 08/21/2020 Cumulative Plus Project Conditions Synchro 10 Report Kimley-Horn Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 41 701 279 96 691 125 217 164 107 126 40 v/c Ratio 0.34 0.79 0.34 0.55 0.70 0.15 0.72 0.49 0.58 0.58 0.17 Control Delay 69.5 39.0 17.0 69.8 31.6 12.9 66.2 47.9 69.8 65.3 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.5 39.0 17.0 69.8 31.6 12.9 66.2 47.9 69.8 65.3 6.3 Queue Length 50th (ft) 32 467 86 76 423 30 168 110 84 100 0 Queue Length 95th (ft) 83 #965 213 156 #828 90 300 195 169 180 17 Internal Link Dist (ft)2083 225 886 382
Turn Bay Length (ft) 210 210 105 210 125 125
Base Capacity (vph) 428 883 817 428 983 861 419 836 428 892 761 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.79 0.34 0.22 0.70 0.15 0.52 0.20 0.25 0.14 0.05 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E.3.e
Packet Pg. 1242

Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft

H – SIDRA Outputs

E.3.e
Packet Pg. 1243

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 1 [San Juan Rd / Graf Road - Background AM (Site Folder:

General)]
New Site
Site Category: (None)
Roundabout
Approaches IntersectionEastNorthNorthwestWest

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

Roundabout LOS Method: Same as Sign Control.

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

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

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

Delay Model: HCM Delay Formula (Geometric Delay is not included).

E.3.e
Packet Pg. 1244

MOVEMENT SUMMARY
Site: 1 [San Juan Rd / Graf Road - Background AM (Site Folder:

General)]
New Site
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ][ Total HV ][ Veh.Dist ]
veh/h %veh/h %v/c sec veh ft mph
East: San Juan Road
6 T1 504 4.0 548 4.0 0.458 7.5 LOS A 3.2 82.2 0.22 0.08 0.22 33.1 16 R2 34 2.0 37 2.0 0.458 7.4 LOS A 3.2 82.2 0.22 0.08 0.22 21.6 Approach 538 3.9 585 3.9 0.458 7.5 LOS A 3.2 82.2 0.22 0.08 0.22 32.7 North: Graf Road
7 L2 99 2.0 108 2.0 0.250 7.6 LOS A 1.1 27.7 0.61 0.60 0.61 19.3 14 R2 75 2.0 82 2.0 0.250 7.6 LOS A 1.1 27.7 0.61 0.60 0.61 29.6 Approach 174 2.0 189 2.0 0.250 7.6 LOS A 1.1 27.7 0.61 0.60 0.61 25.3 NorthWest: Bridge Rd
7bx L3 1 2.0 1 2.0 0.077 6.7 LOS A 0.3 7.4 0.61 0.58 0.61 22.1 7ax L1 25 2.0 27 2.0 0.077 6.7 LOS A 0.3 7.4 0.61 0.58 0.61 20.5 14bx R3 18 2.0 20 2.0 0.077 6.7 LOS A 0.3 7.4 0.61 0.58 0.61 29.5 Approach 44 2.0 48 2.0 0.077 6.7 LOS A 0.3 7.4 0.61 0.58 0.61 25.5 West: San Juan Road
5 L2 33 2.0 36 2.0 0.334 6.3 LOS A 1.9 47.4 0.37 0.22 0.37 32.8 2 T1 324 3.0 352 3.0 0.334 6.3 LOS A 1.9 47.4 0.37 0.22 0.37 33.4 Approach 357 2.9 388 2.9 0.334 6.3 LOS A 1.9 47.4 0.37 0.22 0.37 33.4 All Vehicles 1113 3.2 1210 3.2 0.458 7.1 LOS A 3.2 82.2 0.34 0.23 0.34 31.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

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

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Wednesday, April 13, 2022 2:20:28 PM Project: K:\BAY_TPTO\San Jose Projects\Hollister 1550 San Juan Rd_2022 Update\Analysis\SIDRA\01 - San Juan&Graf Rd - Background AM.sip9 E.3.e
Packet Pg. 1245

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 1 [San Juan Rd / Graf Road - Background PM (Site Folder:

General)]
New Site
Site Category: (None)
Roundabout
Approaches IntersectionEastNorthNorthwestWest

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

Roundabout LOS Method: Same as Sign Control.

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

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

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

Delay Model: HCM Delay Formula (Geometric Delay is not included).

E.3.e
Packet Pg. 1246

MOVEMENT SUMMARY
Site: 1 [San Juan Rd / Graf Road - Background PM (Site Folder:

General)]
New Site
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ][ Total HV ][ Veh.Dist ]
veh/h %veh/h %v/c sec veh ft mph
East: San Juan Road
6 T1 372 4.0 404 4.0 0.441 7.8 LOS A 2.8 71.4 0.41 0.25 0.41 32.9 16 R2 98 2.0 107 2.0 0.441 7.7 LOS A 2.8 71.4 0.41 0.25 0.41 21.3 Approach 470 3.6 511 3.6 0.441 7.7 LOS A 2.8 71.4 0.41 0.25 0.41 31.5 North: Graf Road
7 L2 74 2.0 80 2.0 0.144 5.5 LOS A 0.6 15.6 0.51 0.42 0.51 20.2 14 R2 43 2.0 47 2.0 0.144 5.5 LOS A 0.6 15.6 0.51 0.42 0.51 30.4 Approach 117 2.0 127 2.0 0.144 5.5 LOS A 0.6 15.6 0.51 0.42 0.51 25.6 NorthWest: Bridge Rd
7bx L3 1 2.0 1 2.0 0.042 5.1 LOS A 0.2 4.2 0.53 0.43 0.53 22.9 7ax L1 18 2.0 20 2.0 0.042 5.1 LOS A 0.2 4.2 0.53 0.43 0.53 21.2 14bx R3 11 2.0 12 2.0 0.042 5.1 LOS A 0.2 4.2 0.53 0.43 0.53 30.0 Approach 30 2.0 33 2.0 0.042 5.1 LOS A 0.2 4.2 0.53 0.43 0.53 25.8 West: San Juan Road
5 L2 122 2.0 133 2.0 0.613 10.6 LOS B 5.3 135.8 0.48 0.28 0.48 30.6 2 T1 559 3.0 608 3.0 0.613 10.7 LOS B 5.3 135.8 0.48 0.28 0.48 31.1 Approach 681 2.8 740 2.8 0.613 10.7 LOS B 5.3 135.8 0.48 0.28 0.48 31.0 All Vehicles 1298 3.0 1411 3.0 0.613 9.0 LOS A 5.3 135.8 0.46 0.28 0.46 30.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

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

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Wednesday, April 13, 2022 2:23:52 PM Project: K:\BAY_TPTO\San Jose Projects\Hollister 1550 San Juan Rd_2022 Update\Analysis\SIDRA\02 - San Juan&Graf Rd - Background PM.sip9 E.3.e
Packet Pg. 1247

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 1 [San Juan Rd / Graf Road - Cumulative AM (Site Folder:

General)]
New Site
Site Category: (None)
Roundabout
Approaches IntersectionEastNorthNorthwestWest

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

Roundabout LOS Method: Same as Sign Control.

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

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

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

Delay Model: HCM Delay Formula (Geometric Delay is not included).

E.3.e
Packet Pg. 1248

MOVEMENT SUMMARY
Site: 1 [San Juan Rd / Graf Road - Cumulative AM (Site Folder:

General)]
New Site
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ][ Total HV ][ Veh.Dist ]
veh/h %veh/h %v/c sec veh ft mph
East: San Juan Road
6 T1 621 4.0 675 4.0 0.557 9.1 LOS A 4.6 119.2 0.26 0.10 0.26 32.2 16 R2 34 2.0 37 2.0 0.557 9.0 LOS A 4.6 119.2 0.26 0.10 0.26 20.6 Approach 655 3.9 712 3.9 0.557 9.1 LOS A 4.6 119.2 0.26 0.10 0.26 31.9 North: Graf Road
7 L2 101 2.0 110 2.0 0.290 9.1 LOS A 1.2 31.5 0.66 0.66 0.66 18.5 14 R2 75 2.0 82 2.0 0.290 9.1 LOS A 1.2 31.5 0.66 0.66 0.66 29.0 Approach 176 2.0 191 2.0 0.290 9.1 LOS A 1.2 31.5 0.66 0.66 0.66 24.6 NorthWest: Bridge Rd
7bx L3 1 2.0 1 2.0 0.088 7.7 LOS A 0.3 8.3 0.64 0.64 0.64 21.5 7ax L1 25 2.0 27 2.0 0.088 7.7 LOS A 0.3 8.3 0.64 0.64 0.64 20.0 14bx R3 18 2.0 20 2.0 0.088 7.7 LOS A 0.3 8.3 0.64 0.64 0.64 29.1 Approach 44 2.0 48 2.0 0.088 7.7 LOS A 0.3 8.3 0.64 0.64 0.64 25.0 West: San Juan Road
5 L2 33 2.0 36 2.0 0.378 6.8 LOS A 2.2 56.7 0.39 0.24 0.39 32.6 2 T1 371 3.0 403 3.0 0.378 6.9 LOS A 2.2 56.7 0.39 0.24 0.39 33.1 Approach 404 2.9 439 2.9 0.378 6.9 LOS A 2.2 56.7 0.39 0.24 0.39 33.1 All Vehicles 1279 3.3 1390 3.3 0.557 8.3 LOS A 4.6 119.2 0.37 0.24 0.37 31.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

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

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Wednesday, April 13, 2022 2:28:34 PM Project: K:\BAY_TPTO\San Jose Projects\Hollister 1550 San Juan Rd_2022 Update\Analysis\SIDRA\03 - San Juan&Graf Rd - Cumulative AM.sip9 E.3.e
Packet Pg. 1249

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 1 [San Juan Rd / Graf Road - Cumulative PM (Site Folder:

General)]
New Site
Site Category: (None)
Roundabout
Approaches IntersectionEastNorthNorthwestWest

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

Roundabout LOS Method: Same as Sign Control.

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

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

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

Delay Model: HCM Delay Formula (Geometric Delay is not included).

E.3.e
Packet Pg. 1250

MOVEMENT SUMMARY
Site: 1 [San Juan Rd / Graf Road - Cumulative PM (Site Folder:

General)]
New Site
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ][ Total HV ][ Veh.Dist ]
veh/h %veh/h %v/c sec veh ft mph
East: San Juan Road
6 T1 468 4.0 509 4.0 0.535 9.3 LOS A 3.9 99.1 0.47 0.30 0.47 32.1 16 R2 102 2.0 111 2.0 0.535 9.3 LOS A 3.9 99.1 0.47 0.30 0.47 20.4 Approach 570 3.6 620 3.6 0.535 9.3 LOS A 3.9 99.1 0.47 0.30 0.47 30.9 North: Graf Road
7 L2 77 2.0 84 2.0 0.165 6.3 LOS A 0.7 17.6 0.57 0.52 0.57 19.8 14 R2 43 2.0 47 2.0 0.165 6.3 LOS A 0.7 17.6 0.57 0.52 0.57 30.0 Approach 120 2.0 130 2.0 0.165 6.3 LOS A 0.7 17.6 0.57 0.52 0.57 25.0 NorthWest: Bridge Rd
7bx L3 1 2.0 1 2.0 0.049 5.7 LOS A 0.2 4.7 0.57 0.50 0.57 22.5 7ax L1 19 2.0 21 2.0 0.049 5.7 LOS A 0.2 4.7 0.57 0.50 0.57 20.9 14bx R3 11 2.0 12 2.0 0.049 5.7 LOS A 0.2 4.7 0.57 0.50 0.57 29.7 Approach 31 2.0 34 2.0 0.049 5.7 LOS A 0.2 4.7 0.57 0.50 0.57 25.3 West: San Juan Road
5 L2 122 2.0 133 2.0 0.746 14.9 LOS B 8.6 218.7 0.65 0.39 0.65 28.9 2 T1 703 3.0 764 3.0 0.746 15.0 LOS B 8.6 218.7 0.65 0.39 0.65 29.3 Approach 825 2.9 897 2.9 0.746 15.0 LOS B 8.6 218.7 0.65 0.39 0.65 29.3 All Vehicles 1546 3.1 1680 3.1 0.746 12.0 LOS B 8.6 218.7 0.58 0.37 0.58 29.5 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

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

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Wednesday, April 13, 2022 2:31:30 PM Project: K:\BAY_TPTO\San Jose Projects\Hollister 1550 San Juan Rd_2022 Update\Analysis\SIDRA\04 - San Juan&Graf Rd - Cumulative PM.sip9 E.3.e
Packet Pg. 1251

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 1 [San Juan Rd / Graf Road - Background+P AM (Site Folder: General)]
New Site
Site Category: (None)
Roundabout
Approaches IntersectionEastNorthNorthwestWest

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

Roundabout LOS Method: Same as Sign Control.

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

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

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

Delay Model: HCM Delay Formula (Geometric Delay is not included).

E.3.e
Packet Pg. 1252

MOVEMENT SUMMARY
Site: 1 [San Juan Rd / Graf Road - Background+P AM (Site Folder: General)]
New Site
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ][ Total HV ][ Veh.Dist ]
veh/h %veh/h %v/c sec veh ft mph
East: San Juan Road
6 T1 526 4.0 572 4.0 0.477 7.7 LOS A 3.4 88.2 0.22 0.08 0.22 32.9 16 R2 34 2.0 37 2.0 0.477 7.7 LOS A 3.4 88.2 0.22 0.08 0.22 21.4 Approach 560 3.9 609 3.9 0.477 7.7 LOS A 3.4 88.2 0.22 0.08 0.22 32.5 North: Graf Road
7 L2 99 2.0 108 2.0 0.257 7.8 LOS A 1.1 28.3 0.62 0.62 0.62 19.1 14 R2 75 2.0 82 2.0 0.257 7.8 LOS A 1.1 28.3 0.62 0.62 0.62 29.5 Approach 174 2.0 189 2.0 0.257 7.8 LOS A 1.1 28.3 0.62 0.62 0.62 25.2 NorthWest: Bridge Rd
7bx L3 1 2.0 1 2.0 0.079 6.8 LOS A 0.3 7.6 0.62 0.60 0.62 22.0 7ax L1 25 2.0 27 2.0 0.079 6.8 LOS A 0.3 7.6 0.62 0.60 0.62 20.4 14bx R3 18 2.0 20 2.0 0.079 6.8 LOS A 0.3 7.6 0.62 0.60 0.62 29.4 Approach 44 2.0 48 2.0 0.079 6.8 LOS A 0.3 7.6 0.62 0.60 0.62 25.4 West: San Juan Road
5 L2 33 2.0 36 2.0 0.341 6.4 LOS A 1.9 48.9 0.37 0.22 0.37 32.8 2 T1 332 3.0 361 3.0 0.341 6.4 LOS A 1.9 48.9 0.37 0.22 0.37 33.4 Approach 365 2.9 397 2.9 0.341 6.4 LOS A 1.9 48.9 0.37 0.22 0.37 33.3 All Vehicles 1143 3.2 1242 3.2 0.477 7.3 LOS A 3.4 88.2 0.35 0.23 0.35 31.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

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

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Wednesday, April 13, 2022 2:37:29 PM Project: K:\BAY_TPTO\San Jose Projects\Hollister 1550 San Juan Rd_2022 Update\Analysis\SIDRA\05 - San Juan&Graf Rd - Back+P AM.sip9 E.3.e
Packet Pg. 1253

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 1 [San Juan Rd / Graf Road - Background+P PM (Site Folder: General)]
New Site
Site Category: (None)
Roundabout
Approaches IntersectionEastNorthNorthwestWest

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

Roundabout LOS Method: Same as Sign Control.

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

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

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

Delay Model: HCM Delay Formula (Geometric Delay is not included).

E.3.e
Packet Pg. 1254

MOVEMENT SUMMARY
Site: 1 [San Juan Rd / Graf Road - Background+P PM (Site Folder: General)]
New Site
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ][ Total HV ][ Veh.Dist ]
veh/h %veh/h %v/c sec veh ft mph
East: San Juan Road
6 T1 386 4.0 420 4.0 0.454 8.0 LOS A 2.9 74.9 0.42 0.26 0.42 32.8 16 R2 98 2.0 107 2.0 0.454 7.9 LOS A 2.9 74.9 0.42 0.26 0.42 21.2 Approach 484 3.6 526 3.6 0.454 7.9 LOS A 2.9 74.9 0.42 0.26 0.42 31.4 North: Graf Road
7 L2 74 2.0 80 2.0 0.147 5.6 LOS A 0.6 15.8 0.52 0.44 0.52 20.2 14 R2 43 2.0 47 2.0 0.147 5.6 LOS A 0.6 15.8 0.52 0.44 0.52 30.3 Approach 117 2.0 127 2.0 0.147 5.6 LOS A 0.6 15.8 0.52 0.44 0.52 25.5 NorthWest: Bridge Rd
7bx L3 1 2.0 1 2.0 0.043 5.2 LOS A 0.2 4.2 0.54 0.44 0.54 22.8 7ax L1 18 2.0 20 2.0 0.043 5.2 LOS A 0.2 4.2 0.54 0.44 0.54 21.2 14bx R3 11 2.0 12 2.0 0.043 5.2 LOS A 0.2 4.2 0.54 0.44 0.54 30.0 Approach 30 2.0 33 2.0 0.043 5.2 LOS A 0.2 4.2 0.54 0.44 0.54 25.7 West: San Juan Road
5 L2 122 2.0 133 2.0 0.632 11.1 LOS B 5.7 145.2 0.50 0.29 0.50 30.4 2 T1 580 3.0 630 3.0 0.632 11.1 LOS B 5.7 145.2 0.50 0.29 0.50 30.9 Approach 702 2.8 763 2.8 0.632 11.1 LOS B 5.7 145.2 0.50 0.29 0.50 30.8 All Vehicles 1333 3.0 1449 3.0 0.632 9.3 LOS A 5.7 145.2 0.47 0.29 0.47 30.5 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

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

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Friday, April 15, 2022 9:54:31 AM Project: K:\BAY_TPTO\San Jose Projects\Hollister 1550 San Juan Rd_2022 Update\Analysis\SIDRA\06 - San Juan&Graf Rd - Back+P PM.sip9 E.3.e
Packet Pg. 1255

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 1 [San Juan Rd / Graf Road - Cumulative+P AM (Site Folder: General)]
New Site
Site Category: (None)
Roundabout
Approaches IntersectionEastNorthNorthwestWest

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

Roundabout LOS Method: Same as Sign Control.

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

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

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

Delay Model: HCM Delay Formula (Geometric Delay is not included).

E.3.e
Packet Pg. 1256

MOVEMENT SUMMARY
Site: 1 [San Juan Rd / Graf Road - Cumulative+P AM (Site Folder: General)]
New Site
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ][ Total HV ][ Veh.Dist ]
veh/h %veh/h %v/c sec veh ft mph
East: San Juan Road
6 T1 643 4.0 699 4.0 0.576 9.5 LOS A 5.0 127.8 0.27 0.10 0.27 32.1 16 R2 34 2.0 37 2.0 0.576 9.4 LOS A 5.0 127.8 0.27 0.10 0.27 20.4 Approach 677 3.9 736 3.9 0.576 9.5 LOS A 5.0 127.8 0.27 0.10 0.27 31.7 North: Graf Road
7 L2 101 2.0 110 2.0 0.297 9.4 LOS A 1.3 32.1 0.67 0.67 0.67 18.4 14 R2 75 2.0 82 2.0 0.297 9.4 LOS A 1.3 32.1 0.67 0.67 0.67 28.9 Approach 176 2.0 191 2.0 0.297 9.4 LOS A 1.3 32.1 0.67 0.67 0.67 24.4 NorthWest: Bridge Rd
7bx L3 1 2.0 1 2.0 0.091 7.9 LOS A 0.3 8.5 0.65 0.65 0.65 21.4 7ax L1 25 2.0 27 2.0 0.091 7.9 LOS A 0.3 8.5 0.65 0.65 0.65 19.9 14bx R3 18 2.0 20 2.0 0.091 7.9 LOS A 0.3 8.5 0.65 0.65 0.65 29.0 Approach 44 2.0 48 2.0 0.091 7.9 LOS A 0.3 8.5 0.65 0.65 0.65 24.9 West: San Juan Road
5 L2 33 2.0 36 2.0 0.386 6.9 LOS A 2.3 58.3 0.39 0.24 0.39 32.5 2 T1 379 3.0 412 3.0 0.386 7.0 LOS A 2.3 58.3 0.39 0.24 0.39 33.1 Approach 412 2.9 448 2.9 0.386 7.0 LOS A 2.3 58.3 0.39 0.24 0.39 33.0 All Vehicles 1309 3.3 1423 3.3 0.576 8.6 LOS A 5.0 127.8 0.37 0.24 0.37 31.1 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

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

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Wednesday, April 13, 2022 2:45:04 PM Project: K:\BAY_TPTO\San Jose Projects\Hollister 1550 San Juan Rd_2022 Update\Analysis\SIDRA\07 - San Juan&Graf Rd - Cu+P AM.sip9 E.3.e
Packet Pg. 1257

LANE LEVEL OF SERVICE
Lane Level of Service
Site: 1 [San Juan Rd / Graf Road - Cumulative+P PM (Site Folder: General)]
New Site
Site Category: (None)
Roundabout
Approaches IntersectionEastNorthNorthwestWest

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

Roundabout LOS Method: Same as Sign Control.

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

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

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

Delay Model: HCM Delay Formula (Geometric Delay is not included).

E.3.e
Packet Pg. 1258

MOVEMENT SUMMARY
Site: 1 [San Juan Rd / Graf Road - Cumulative+P PM (Site Folder: General)]
New Site
Site Category: (None)
Roundabout
Vehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
Turn Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Effective
Stop
Rate
Aver.

No.

Cycles
Aver.

Speed
[ Total HV ][ Total HV ][ Veh.Dist ]
veh/h %veh/h %v/c sec veh ft mph
East: San Juan Road
6 T1 482 4.0 524 4.0 0.548 9.6 LOS A 4.0 103.6 0.48 0.30 0.48 32.0 16 R2 102 2.0 111 2.0 0.548 9.5 LOS A 4.0 103.6 0.48 0.30 0.48 20.3 Approach 584 3.7 635 3.7 0.548 9.6 LOS A 4.0 103.6 0.48 0.30 0.48 30.8 North: Graf Road
7 L2 77 2.0 84 2.0 0.168 6.4 LOS A 0.7 17.8 0.57 0.53 0.57 19.7 14 R2 43 2.0 47 2.0 0.168 6.4 LOS A 0.7 17.8 0.57 0.53 0.57 30.0 Approach 120 2.0 130 2.0 0.168 6.4 LOS A 0.7 17.8 0.57 0.53 0.57 25.0 NorthWest: Bridge Rd
7bx L3 1 2.0 1 2.0 0.050 5.8 LOS A 0.2 4.8 0.58 0.51 0.58 22.4 7ax L1 19 2.0 21 2.0 0.050 5.8 LOS A 0.2 4.8 0.58 0.51 0.58 20.8 14bx R3 11 2.0 12 2.0 0.050 5.8 LOS A 0.2 4.8 0.58 0.51 0.58 29.7 Approach 31 2.0 34 2.0 0.050 5.8 LOS A 0.2 4.8 0.58 0.51 0.58 25.3 West: San Juan Road
5 L2 122 2.0 133 2.0 0.765 15.8 LOS C 9.2 235.4 0.68 0.41 0.68 28.6 2 T1 724 3.0 787 3.0 0.765 15.8 LOS C 9.2 235.4 0.68 0.41 0.68 29.0 Approach 846 2.9 920 2.9 0.765 15.8 LOS C 9.2 235.4 0.68 0.41 0.68 28.9 All Vehicles 1581 3.1 1718 3.1 0.765 12.6 LOS B 9.2 235.4 0.60 0.38 0.60 29.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap-Acceptance Capacity: Traditional M1.

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

SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: KIMLEY-HORN & ASSOCIATES INC | Licence: NETWORK / Enterprise | Processed: Friday, April 15, 2022 9:56:16 AM Project: K:\BAY_TPTO\San Jose Projects\Hollister 1550 San Juan Rd_2022 Update\Analysis\SIDRA\08 - San Juan&Graf Rd - Cu+P PM.sip9 E.3.e
Packet Pg. 1259

Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft

I – Queuing Summary

E.3.e
Packet Pg. 1260

1550 San Juan Road TIA Queuing Summary
Link AM PM Link AM PM Link AM PM Link AM PM Link AM PM Link AM PM EBL 360 42 102 80 <25 <25 115 <25 30 210 28 44
EBR 210 114 113
WBL 600 102 64 50 <25 <25 115 79 108 105 60 120
WBR 305 29 <25 105 <25 44 115 45 65
NBL 210 331 166
NBR
SBL 590 38 51 125 183 119
SBR 125 <25 <25
EBL 360 43 104 80 <25 <25 115 29 34 210 28 45
EBR 210 120 118
WBL 600 106 68 50 <25 <25 80 <25 <25 115 81 110 105 60 123 WBR 305 30 <25 105 <25 46 115 45 65
NBL 210 340 178
NBR
SBL 590 40 56 125 185 121
SBR 125 <25 <25
EBL 80 <25 <25 115 35 55 210 46 74
EBR 210 148 163
WBL 600 131 100 115 88 132 105 64 142
WBR 305 30 26
NBL 210 450 251
NBR
SBL 590 43 67 125 214 153
SBR 125 <25 <25
EBL 80 <25 <25 115 41 60 210 47 74
EBR 210 154 169
WBL 600 136 103 80 <25 <25 115 89 134 105 65 142
WBR 305 32 27 <25 <25 <25
NBL 210 467 260
NBR
SBL 590 46 81 125 216 153
SBR 125 <25 <25
EBL 80 <25 <25 115 44 75 210 50 83
EBR 210 170 209
WBL 600 215 156 115 89 142 105 71 156
WBR 305 36 29
NBL 210 537 289
NBR
SBL 590 50 106 125 241 169
SBR 125 <25 <25
EBL 80 <25 <25 115 52 79 210 50 83
EBR 210 178 213
WBL 600 224 161 80 <25 <25 115 91 142 105 71 156
WBR 305 37 30
NBL 210 543 300
NBR
SBL 590 53 119 125 241 169
SBR 125 <25 <25
Westside Blvd
#6
San Juan Rd/4th St
Graf Rd
#3
Project Dwy
#4
Miller Rd
#5
Note:

Existing
Traffic
Scenarios
Analyzed
Tu
r
n
i
n
g
Mo
v
e
m
e
n
t
SR-156
#1
SR-156B
#2
Existing + Project
Existing +
Background
Existing +
Background +
Project
Cumulative
Cumualtive +
Project
Queues that exceed the available storage are shown in BOLD and shown in gray shaded cells.

Queues that are a queuing deficiency are shown in red and BOLD and shown in gray shaded cells.

Kimley-Horn and Associates, Inc.

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Packet Pg. 1261

Transportation Impact Analysis │ 1550 San Juan Road
April 2022 │ Draft

J – Signal Warrants

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TRAFFIC SIGNAL VOLUME WARRANT ANALYSIS (2014 MUTCD)
MAJOR STREET: San Juan Rd EB WB # OF APPROACH LANES:2
MINOR STREET: Project Driveway NB SB # OF APPROACH LANES:1 CITY, STATE: Hollister, CA
COMMENTS: Signal Warrant for San Juan Road/Project Driveway (Back+P Conditions) Rural
N
Y
MAJOR ST MINOR ST WARRANT 2 WARRANT 3

TWO-WAY

TRAFFIC

HEAVY LEG
MAIN
LINE
SIDE
STREET
BOTH
MET
MAIN
LINE
SIDE
STREET
BOTH
MET
MAIN
LINE
SIDE
STREET
BOTH
MET
MAIN
LINE
SIDE
STREET
BOTH
MET
Four-Hour Peak Hour
THRESHOLD VALUES 294 73.5 441
04:00 AM TO 05:00 AM 0 0 Y
05:00 AM TO 06:00 AM 0 0 Y
06:00 AM TO 07:00 AM 0 0 Y
07:00 AM TO 08:00 AM 1,000 48 Y Y Y Y
08:00 AM TO 09:00 AM 0 0 Y
09:00 AM TO 10:00 AM 0 0 Y
10:00 AM TO 11:00 AM 0 0 Y
11:00 AM TO 12:00 PM 0 0 Y
12:00 PM TO 01:00 PM 0 0 Y
01:00 PM TO 02:00 PM 0 0 Y
02:00 PM TO 03:00 PM 0 0 Y
03:00 PM TO 04:00 PM 0 0 Y
04:00 PM TO 05:00 PM 1,171 34 Y Y Y Y
05:00 PM TO 06:00 PM 0 0 Y
06:00 PM TO 07:00 PM 0 0 Y
07:00 PM TO 08:00 PM 0 0 Y
2,171 82 2 0 0 2 16 2 0 0 0 0 0 0 0 0
4 HRS NEEDED 1 HR NEEDED
NOT

SATISFIED
NOT

SATISFIED
04/18/22
Kimley-Horn and Associates
Urban or Rural Community:

ISOLATED COMMUNITY WITH POPULATION LESS THAN 10,000 (Y OR N):
85TH PERCENTILE SPEED GREATER THAN 40 MPH ON MAJOR STREET (Y OR N):
8 HOURS NEEDED 8 HOURS NEEDED 8 HOURS NEEDED for both Condition A & B

NOT SATISFIED NOT SATISFIED NOT SATISFIED
WARRANT 1 - Condition A (100%) WARRANT 1 - Condition A (100%) WARRANT 1 - Condition A (80%) WARRANT 1 - Condition B (80%) E.3.e
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TRAFFIC SIGNAL VOLUME WARRANT ANALYSIS (2014 MUTCD)
MAJOR STREET: San Juan Rd EB WB # OF APPROACH LANES:2
MINOR STREET: Project Driveway NB SB # OF APPROACH LANES:1 CITY, STATE: Hollister, CA
COMMENTS: Signal Warrant for San Juan Road/Project Driveway (Cu+P Conditions) Rural
N
Y
MAJOR ST MINOR ST WARRANT 2 WARRANT 3

TWO-WAY

TRAFFIC

HEAVY LEG
MAIN
LINE
SIDE
STREET
BOTH
MET
MAIN
LINE
SIDE
STREET
BOTH
MET
MAIN
LINE
SIDE
STREET
BOTH
MET
MAIN
LINE
SIDE
STREET
BOTH
MET
Four-Hour Peak Hour
THRESHOLD VALUES 294 73.5 441
04:00 AM TO 05:00 AM 0 0 Y
05:00 AM TO 06:00 AM 0 0 Y
06:00 AM TO 07:00 AM 0 0 Y
07:00 AM TO 08:00 AM 1,165 48 Y Y Y Y
08:00 AM TO 09:00 AM 0 0 Y
09:00 AM TO 10:00 AM 0 0 Y
10:00 AM TO 11:00 AM 0 0 Y
11:00 AM TO 12:00 PM 0 0 Y
12:00 PM TO 01:00 PM 0 0 Y
01:00 PM TO 02:00 PM 0 0 Y
02:00 PM TO 03:00 PM 0 0 Y
03:00 PM TO 04:00 PM 0 0 Y
04:00 PM TO 05:00 PM 1,419 34 Y Y Y Y
05:00 PM TO 06:00 PM 0 0 Y
06:00 PM TO 07:00 PM 0 0 Y
07:00 PM TO 08:00 PM 0 0 Y
2,584 82 2 0 0 2 16 2 0 0 0 0 0 0 0 0
4 HRS NEEDED 1 HR NEEDED
NOT

SATISFIED
NOT

SATISFIED
04/18/22
Kimley-Horn and Associates

NOT SATISFIED NOT SATISFIED NOT SATISFIED
WARRANT 1 - Condition A (100%) WARRANT 1 - Condition A (100%) WARRANT 1 - Condition A (80%) WARRANT 1 - Condition B (80%) 8 HOURS NEEDED 8 HOURS NEEDED 8 HOURS NEEDED for both Condition A & B Urban or Rural Community:

ISOLATED COMMUNITY WITH POPULATION LESS THAN 10,000 (Y OR N):
85TH PERCENTILE SPEED GREATER THAN 40 MPH ON MAJOR STREET (Y OR N):

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Packet Pg. 1264

Exhibit B of Attachment 1
Responses to Comments Received on the
Mitigated Negative Declaration for the Mixed-Use
Development Located at 1550 San Juan Road

August 2023

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Exhibit B of Attachment 1
Introduction

On July 21, 2023, the City of Hollister distributed the Mitigated Negative Declaration (MND) for the mixed-use development located at 1550 San Juan Road (S&A 2021-11) to public agencies and the general public.

In accordance with the California Environmental Quality Act (CEQA) and the State CEQA Guidelines, the public comment period for the MND was 30 days. The review period began on July 21, 2023 and ended on August 21, 2023 at 5:00 pm. During the public review period the City received one comment letter from the San Benito High School District. The comment letter is included in this Responses to Comments and is followed by the response to comments.

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Exhibit B of Attachment 1
Response to San Benito High School District’s Comment Letter of August 21, 2023, on the San Juan Apartments Project Initial Study/Mitigated Negative Declaration (IS/MND) The District’s letter addresses a range of issues regarding school facility capacity and the environmental analysis prepared for the San Juan Apartment Projects at 1550 San Juan Road. While written responses to comments are not a CEQA requirement when an IS/MND is prepared, City staff have nonetheless made a good faith effort to respond to comments related directly to the environmental document.

References to the 2005 GP EIR. References to and information from the current (2005) General Plan are included in the IS/MND for two reasons. First, the project application has been in process since 2019 (with resubmittals), near the beginning of the General Plan update process. Application dates typically establish a baseline for environmental and policy considerations to be considered during application review. Second, the draft 2040 General Plan and its associated reports such as the Climate Action Plan and Agricultural Preservation Plan were not available when the analysis commenced and will not be in effect until the General Plan is adopted in final form.

Notice of Availability (NOA) and Project Name. The NOA identifies the project by its City file number.

The IS/MND identifies the project by City file number and the informal name of “San Juan Apartments”.

The NOA provides a description and location for the project. While some details such as the number of buildings were drawn from an earlier design, the Notice provides adequate notice to inform the public of the project and the availability of a CEQA document for the project proposed at that location. Public comments were invited on the IS/MND. The NOA did not provide a hearing date because a date was not known when the notice was published. The hearing on the project has subsequently been noticed consistent with CEQA requirements.

Environmental Setting. The environmental setting potentially affected by the project is described and characterized within each section of the Initial Study. The geographic extent of that environment is that area that may experience physical environmental effects, consistent with CEQA. The environmental setting also establishes the environmental baseline at the point where the environmental review began.

Public Services. Updated information regarding employees and enrollment within SBHSD is appreciated and noted for the record. This updated information and clarification does not affect the findings and conclusions of the Initial Study. As noted above, CEQA requires a lead agency to consider the physical environmental consequences of a project, such as the physical construction of facilities. The Initial Study discloses that the project could affect the capacity of existing school facilities. The treatment and analysis of school facilities in the Initial Study is consistent with CEQA standards because there is a mechanism in place to collect impact fees to be used toward the construction of new facilities. The Initial Study concludes:

While the proposed project would increase the student population in the City, which in turn could affect the capacity of existing school facilities, Section 65995(h) of the California Government Code has been adopted by the state to mitigate any school facilities impacts. Section 65995(h) states that the payment of statutory fees “is deemed to be full and complete mitigation of the impacts of any legislative or adjudicative act, or both, involving, but not limited to, the planning, use, or development of real property, or any change in governmental organization or reorganization as defined in Section 56021 or 56073, on the provision of adequate school facilities.” For this reason, development of the project would E.3.f
Packet Pg. 1310

Exhibit B of Attachment 1
have a less than significant impact related to school facilities. New facilities, if and when required by the school districts, would be developed and analyzed independent of this project review.

Cumulative Effects. Cumulative effects are discussed on page 105 of the Initial Study. The analysis requirements under CEQA are explained and the rationale for the conclusions are provided. An individual project’s effects relative to the area-wide effects analyzed in an agency’s adopted General Plan and programmatic EIR is an appropriate method for evaluating cumulative effects within an Initial Study.

Transportation and Circulation. Please note that since the passage of SB 743 in 2018, CEQA and its implementing guidelines (CEQA Guidelines) were significantly amended regarding the methods by which lead agencies are to evaluate a project’s transportation impacts. As explained in the Initial Study, CEQA now recognizes VMT as the primary analysis methodology for transportation impacts. Additional information provided in the Initial Study regarding traffic operations and/or congestion is informational only, to help the City understand near term and cumulative conditions on the roadway network.

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SAN JUAN APARTMENTS MITIGATION MONITORING AND REPORTING PROGRAM

CITY OF HOLLISTER
1 Exhibit C of Attachment 1
SECTION 1: AUTHORITY
This environmental Mitigation Monitoring and Reporting Program has been prepared pursuant to Section 21081.6 of the California Environmental Quality Act, known as CEQA (Public Resources Code Section 21000 et seq.), and CEQA Guidelines 15091(d) and 15097, to ensure implementation of and provide for the monitoring of mitigation measures required of the San Juan Apartments Project (Project), as set forth in the Final Mitigated Negative Declaration (Final MND) prepared for the Project. This report will be kept on file in the offices of the CEQA Lead Agency, City of Hollister Development Services. For all mitigation me asures noted below, the City may assign responsibility for implementation or monitoring to appropriate designees such as a construction manager or third-party monitor.

SECTION 2: CHANGES TO MITIGATION MEASURES
Any substantive change in the monitoring and reporting plan made by City staff shall be reported in writing to the Development Services Manager. Modifications to the mitigation measures may be made by City staff subject to one of the following findings, documented by evidence included in the record (any changes in the Project or mitigation mea sures must be evaluated by City staff in light of CEQA Guidelines §15162):
a. The mitigation measure included in the Final MND and the Mitigation Monitoring and Reporting Program is no longer required because the significant environmental impact identified in the Final MND has been found not to exist, or to occur at a level which makes the impact less than significant as a result of changes in the Project, changes in conditions of the environment, or other factors; OR

b. The modified or substitute mitigation measure to be included in the Mitigation Monitoring and Reporting Program either provides corrections to text without any substantive change in the intention or meaning of the original mitigation measure or provides a level of environmental protection equa l to or greater than that afforded by the mitigation measure included in the Final MND and the Mitigation Monitoring and Reporting Program. In addition, the modified or substitute mitigation measure must not have significant adverse effects on the environment that are new or substantially more severe than those which were considered by the Planning Commission in its decision on the Final MND and the proposed Project; and

c. The modified or substitute mitigation measure is feasible, and the City, through measures included in the Mitigation Monitoring and Reporting Program or other procedures, can assure its implementation.

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SAN JUAN APARTMENTS MITIGATION MONITORING AND REPORTING PROGRAM

CITY OF HOLLISTER
2 Exhibit C of Attachment 1
SECTION 3: FORMAT OF MITIGATION MONITORING MATRIX
The mitigation monitoring matrix on the following pages identifies the environmental issue areas for which monitoring is required, the required mitigation measures, the time frame for monitoring, and the responsible implementing and monitoring agencies.

Mitigation Measure Responsibility for
Implementation
Timing Responsibility for
Monitoring
Monitor
(Verifying Individual
and Date of
Compliance)
Biological Resources
MM BIO-1 Burrowing Owl.
a) A qualified biologist shall conduct a pre-
construction survey less than 30 days
prior to construction within the project
site in accordance with the CDFW
burrowing owl survey protocol (CDFG
1995). If no burrowing owls or signs of
their presence are detected in the vicinity
of the project site during the pre-
construction survey, a letter report
documenting survey methods and
findings shall be submitted to the City of
Hollister and CDFW, and no further
mitigation is required.
b) If unoccupied burrows are detected
during the non-breeding season
(September through January 31), the
applicant may collapse the unoccupied
burrows, or otherwise obstruct their
entrances to prevent owls from entering
and nesting in the burrows.

Project Applicant. Less than 30 days
prior to
construction.

City of Hollister
Development
Services
Department,
California
Department of Fish
and Wildlife (CDFW).

City of Hollister
Development Services
Department designee.

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Packet Pg. 1313

SAN JUAN APARTMENTS MITIGATION MONITORING AND REPORTING PROGRAM

CITY OF HOLLISTER
3 Exhibit C of Attachment 1
Mitigation Measure Responsibility for
Implementation
Timing Responsibility for
Monitoring
Monitor
(Verifying Individual
and Date of
Compliance)
c) If occupied burrowing owl burrows are
detected, impacts on burrows shall be
avoided by providing a buffer of 160 feet
during the non-breeding season
(September 1 through January 31) or 250
feet during the breeding season (February
1 through August 31). The size of the
buffer area may be adjusted if a qualified
biologist or the CDFW determine the
burrowing owl would not likely be
affected by the Proposed Project. Project
activities shall not commence within the
buffer area until a qualified biologist
confirms that the burrow is no longer
occupied. If the burrow is occupied by a
nesting pair, a minimum of 7.5 acres of
foraging habitat contiguous to the burrow
shall be maintained per pair until the
breeding season is finished.
d) If impacts to occupied burrows are
unavoidable, onsite passive relocation
techniques approved by the CDFW shall
be used to encourage burrowing owls to
move to alternative burrows outside of
the project site. No occupied burrows
shall be disturbed during the nesting
season unless a qualified biologist verifies
through non-invasive methods that
juveniles from the occupied burrows are
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SAN JUAN APARTMENTS MITIGATION MONITORING AND REPORTING PROGRAM

CITY OF HOLLISTER
4 Exhibit C of Attachment 1
Mitigation Measure Responsibility for
Implementation
Timing Responsibility for
Monitoring
Monitor
(Verifying Individual
and Date of
Compliance)
foraging independently and are capable of
independent survival. Mitigation for
foraging habitat for relocated pairs shall
follow the guidelines provided in the
California Burrowing Owl Survey Protocol
and Mitigation Guidelines (Burrowing Owl
Consortium, 1995). The mitigation for
foraging habitat for relocated pairs ranges
from 7.5 to 19.5 acres per pair.

MM BIO-2 San Joaquin Coachwhip. If construction
activities are to occur between March to
October, then a qualified biologist shall
conduct pre-construction San Joaquin
whipsnake surveys for active dens (within
mammal burrows and stockpiles) before any
construction activities occur in or adjacent to
suitable den habitat. The surveys shall be
conducted within 14 days prior to initiation of
construction activities. Should San Joaquin
whipsnake be observed within the project site,
the biologist shall note the location on a map
and resurvey the site prior to commencement
of construction activities ensure the snake
vacated the area. Should the San Joaquin
whipsnake still be present, then a 50-foot
buffer around the location shall be established
Project Applicant. No more than 14
days prior to
initiation of
construction
activities.

City of Hollister
Development
Services
Department.

City of Hollister
Development Services
Department designee.

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SAN JUAN APARTMENTS MITIGATION MONITORING AND REPORTING PROGRAM

CITY OF HOLLISTER
5 Exhibit C of Attachment 1
Mitigation Measure Responsibility for
Implementation
Timing Responsibility for
Monitoring
Monitor
(Verifying Individual
and Date of
Compliance)
and construction activities shall be prohibited
within the buffer zone until the snake has
vacated the project site.

MM BIO-3 Nesting Special Status Birds, Raptors, and
Other Protected Birds. For construction
activities occurring during the nesting season
(generally February 1 to August 31), surveys for
nesting birds covered by the CFGC (including,
but not limited to, tricolored blackbird,
Cooper’s hawk, and white-tailed kite) shall be
conducted by a qualified biologist no more
than 14 days prior to initiation of construction
activities, including construction staging and
vegetation removal. The surveys shall include
the entire disturbance areas plus a 100-foot
area south of the site (where no development
exists). If active nests are located, all
construction work shall be conducted outside a
buffer zone from the nest to be determined by
the qualified biologist. The buffer shall be a
minimum of 50 feet for non-raptor bird species
and at least 150 feet for raptor species. Larger
Project Applicant. No more than 14
days prior to
initiation of
construction
activities.

Qualified
biologist/City of
Hollister
Development
Services
Department.

City of Hollister
Development Services
Department designee.

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SAN JUAN APARTMENTS MITIGATION MONITORING AND REPORTING PROGRAM

CITY OF HOLLISTER
6 Exhibit C of Attachment 1
Mitigation Measure Responsibility for
Implementation
Timing Responsibility for
Monitoring
Monitor
(Verifying Individual
and Date of
Compliance)
buffers may be required depending upon the
status of the nest and the construction
activities occurring in the vicinity of the nest.

The biologist shall have full discretion for
establishing a suitable buffer. The buffer
area(s) shall be closed to all construction
personnel and equipment until the adults and
young are no longer reliant on the nest site. A
qualified biologist shall confirm that
breeding/nesting is completed, and young
have fledged the nest prior to removal of the
buffer.

MM BIO-4 Special Status Bats.
a) A qualified wildlife biologist shall conduct
pre-construction surveys for special-
status Townsend’s big-eared bat and
western red bat in the vicinity of existing
trees and shed structure no more than 14
days prior to commencement of
construction activities. If no active roosts
or evidence of Townsend’s big-eared bat
and western red bat presence are
detected during these surveys, no
additional mitigation is required.

Project Applicant. No more than 14
days prior to
initiation of
construction
activities.

City of Hollister
Development
Services
Department.

City of Hollister
Development Services
Department designee.

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SAN JUAN APARTMENTS MITIGATION MONITORING AND REPORTING PROGRAM

CITY OF HOLLISTER
7 Exhibit C of Attachment 1
Mitigation Measure Responsibility for
Implementation
Timing Responsibility for
Monitoring
Monitor
(Verifying Individual
and Date of
Compliance)
b) Should Townsend’s big-eared bat or
western red bat individuals or their active
roosts be detected during the pre-
construction survey, the staging area
should be situated at least 100 feet from
the roost. Construction activities should
be carried out in a short timeframe within
100 feet of the roost.

Cultural and Tribal Resources
MM CUL-1 During project construction, if any
archeological, paleontological or tribal
resources (e.g., evidence of past human
habitation or fossils) are found, the project
applicant and/or its contractor shall cease all
work within 50 feet of the discovery and notify
the City of Hollister Planning Division
immediately. The project applicant and/or its
contractor shall retain a qualified
archaeologist, paleontologist and Native
American representative to evaluate the finds
and recommend appropriate mitigation
measures for the inadvertently discovered
resources. The City and the applicant shall
consider the mitigation recommendations and
agree on implementation of the measure(s)
Project
Applicant/Contractor.

During Project
construction.

City of Hollister
Development
Services
Department.

City of Hollister
Development Services
Department designee.

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SAN JUAN APARTMENTS MITIGATION MONITORING AND REPORTING PROGRAM

CITY OF HOLLISTER
8 Exhibit C of Attachment 1
Mitigation Measure Responsibility for
Implementation
Timing Responsibility for
Monitoring
Monitor
(Verifying Individual
and Date of
Compliance)
that are feasible and appropriate. Such
measures may include avoidance, preservation
in place, excavation, documentation, curation,
or other appropriate measures. (Health and
Safety Code Section 7050.5)

MM CUL-2 If human remains or cultural resources
associated with a burial (i.e. grave goods) are
discovered during construction, the project
applicant and/or its contractor shall cease all
work within 50 feet of the find and notify the
City of Hollister Planning Division and the
County Coroner, according to California Health
and Safety Code Section 7050.5. If the remains
are determined to be Native American, the
coroner shall notify the Native American
Heritage Commission and shall follow the
procedures outlined in CEQA Guidelines
Section 15064.5(d) and (e) regarding treatment
and disposition of recovered cultural items.

The Commission will designate a Most Likely
Descendant (MLD) who will be authorized to
provide recommendations for management of
the Native American human remains and any
associated materials or objects (Public
Project
Applicant/Contractor.

During Project
construction.

City of Hollister
Development
Services
Department.

City of Hollister
Development Services
Department designee.

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SAN JUAN APARTMENTS MITIGATION MONITORING AND REPORTING PROGRAM

CITY OF HOLLISTER
9 Exhibit C of Attachment 1
Mitigation Measure Responsibility for
Implementation
Timing Responsibility for
Monitoring
Monitor
(Verifying Individual
and Date of
Compliance)
Resourced Code Section 5097.98 and Health
and Safety Code Section 7050.5).

Geology & Soils
MM GEO-1 Prior to issuance of any grading or building
permits for the project, the applicant shall
submit a final geotechnical report for review
and approval by the City. The project shall
conform with all engineering
recommendations within the final geotechnical
report.

Project Applicant. Prior to issuance
of any grading or
building permits
for the project.

City of Hollister
Development
Services
Department.

City of Hollister
Development Services
Department designee.

Transportation
MM TRA-1 The project entrance shall align with the
existing driveway located across the street
(APN 052-360-004 and -005). Prior to issuance
of a Building Permit, the Applicant for 1550 San
Juan Road shall enter into an Agreement, in a
form approved by the City, to relocate this
existing (off site) driveway with the new
driveway at 1550 San Juan Road. The existing
driveway shall be relocated prior to Final
Occupancy of the project located at 1550 San
Juan Road. Final design and alignment shall
Project Applicant. Prior to the
issuance of a
Building Permit.

City of Hollister
Development
Services
Department.

City of Hollister
Development Services
Department designee.

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SAN JUAN APARTMENTS MITIGATION MONITORING AND REPORTING PROGRAM

CITY OF HOLLISTER
10 Exhibit C of Attachment 1
Mitigation Measure Responsibility for
Implementation
Timing Responsibility for
Monitoring
Monitor
(Verifying Individual
and Date of
Compliance)
ensure adequate access into the existing
market and gas station.

MM TRA-2 The applicant shall allow for the future
extension of the internal road, located
between Building 4 and 8 and between
Building 6 and 7 (where the road comes to a T
intersection). The extension shall be designed
through the T intersection to connect to the
adjacent property located 1619 4th Street. The
parking spaces located in this area shall be
temporary until such time that a project is
under construction at 1619 4th Street. During
the construction of 1619 4th Street, the
property owner of 1550 San Juan Road shall
allow this property owner to connect with the
internal road to provide two entrance/exits for
1550 San Juan Road.

Project Applicant. Final
improvement
plans (design).

During
construction of
1619 4th Street
(physical
connection)
City of Hollister
Development
Services
Department.

City of Hollister
Development Services
Department designee.

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PLANNING COMMISSION RESOLUTION NO. 2023-20

A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF HOLLISTER ADOPTING A MITIGATED

NEGATIVE DECLARATION AND A MITIGATION MONITORING AND REPORTING PROGRAM FOR THE MIXED-USE DEVELOPMENT LOCATED AT 1550 SAN JUAN ROAD (S&A 2021-11) (APN 052-090-008)

WHEREAS, the Applicant, Laith Agha, proposes to construct a mixed-use development with 157 dwelling units and 3,750 square feet of commercial space; and

WHEREAS, the City prepared an Initial Study for the proposed project consistent with the California Environmental Quality Act (CEQA) Guidelines Section 15063 and determined further review under CEQA was required in order to analyze potential impacts related to the project; and

WHEREAS, based on the Initial Study, Kimley Horn, the City’s environmental consultant, prepared a Mitigated Negative Declaration dated July 2023 and incorporated herein by reference, which reflected the independent judgement of the City and the City’s environmental consultant and analysis of the potential environmental impacts of the project; and

WHEREAS, the Mitigated Negative Declaration was circulated for public review, as required by CEQA Guidelines Section 15073, from July 21, 2023 through August 21, 2023; and

WHEREAS, the City one comment letter during the public review period and the comments were addressed in the Responses to Comments (Exhibit B); and

WHEREAS, a Staff Report was submitted to the Planning Commission and incorporated herein by reference described and analyzed the Mitigated Negative Declaration and the proposed project; and

WHEREAS, the Planning Commission held a duly noticed public hearing on August 31, 2023 to consider Site and Architectural Review 2021-11 and the Mitigated Negative Declaration, review the City Staff Report, and receive written and oral testimony for and against the proposal; and

NOW THEREFORE IT IS RESOLVED that the foregoing recitals are true and correct and made part of this Resolution.

BE IT FURTHER RESOLVED that the Mitigated Negative Declaration adequately describes the impacts of the Project. There is no substantial evidence in light of the whole record before the City that the proposed Project as mitigated will have a significant impact on the environment.

BE IT FURTHER RESOLVED that the Hollister Planning Commission reviewed and considered the Mitigated Negative Declaration, attached as Exhibit A, and the Responses to Comments, attached as Exhibit B, before approving the Project and hereby adopts the Mitigated Negative Declaration, as complete, adequate and in compliance with CEQA and the State CEQA Guidelines.

BEIT FURTHER RESOLVED that the Planning Commission hereby adopts the Mitigation Monitoring and Reporting Program attached as Exhibit B.

E.3.h
Packet Pg. 1322

PC Resolution 2023-20
MND / 1550 San Juan Rd.

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Hollister City CouncilNovember 6, 2023

Hollister City Council
November 6, 2023