Agenda packet — Hanford City Council, March 18, 2025 (part 9 of 11)

Traffic Study 257-80
Silicon Valley Ranch
City of Hanford 25

SUMMARY
This study evaluated the potential traffic impacts of Silicon Valley Ranch, a proposed 324 single-family residential development located on the south side of Hanford Armona Road, between 13th Avenue and 12th Avenue, in the City of Hanford.

The scope of the study includes eight intersections and adjoining roadway segments. Traffic impact analyses include intersection level of service (LOS), roadway capacity and vehicle miles traveled (VMT). Traffic signal warrants were also analyzed. Analysis results are summarized below.

Intersection Level of Service
All study intersections are expected to operate with minimal delay (at or above LOS C) during peak hours through the year 2044, both with and without project traffic, or can be mitigated to operate at an acceptable level of service.

Traffic Signal Warrants
Peak hour signal warrants were applied to the three unsignalized study intersections. Signal warrant criteria were met for the following intersection for the peak hours and analysis scenarios indicated. 13th Ave/Hanford Armona Rd
PM peak hour 2026+Project, 2044 and 2044+Project
AM peak hour 2044 and 2044+Project
Roadway Capacity
All roadway segments within the scope of the study are expected to operate with minimal delay (at or above LOS C) during peak hours through the year 2044, both with and without project traffic.

VMT
The project’s VMT is greater than the significance threshold. Therefore, the project is expected to result in a significant transportation impact under CEQA and mitigation would be required.

Page 1209 of 1543 ends

Traffic Study 257-80
Silicon Valley Ranch
City of Hanford 26

REFERENCES

1. California Manual on Uniform Traffic Control Devices for Streets and Highways, 2014 Edition, California Department of Transportation (Caltrans)

2. Handbook for Analyzing Greenhouse Gas Emission Reductions, Assessing Climate Vulnerabilities, and Advancing Health Equity: Designed for Local Governments, Communities, and Project Developers, California Air Pollution Control Officers Association, December 2021

3. Highway Capacity Manual, Transportation Research Board

4. Trip Generation Manual, 11th Edition, Institute of Transportation Engineers (ITE), September 2021

5. VMT Thresholds and Implementation Guidelines, City of Hanford, dated November 2022

Page 1210 of 1543 ends

Traffic Study 257-80
Silicon Valley Ranch
City of Hanford 27

APPENDIX

Page 1211 of 1543 ends

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 6:00 AM - 6:15 AM 0 3 52 0 0 0 0 67 44 4 0 0 0 0 0 0 7 0 41 1 6:15 AM - 6:30 AM 0 11 50 0 0 0 0 45 29 2 0 0 0 0 0 0 10 0 44 3 6:30 AM - 6:45 AM 0 11 55 0 0 0 0 70 46 3 0 0 0 0 0 0 13 0 49 2 6:45 AM - 7:00 AM 0 3 110 0 0 0 0 89 39 0 0 0 0 0 0 0 16 0 83 4 7:00 AM - 7:15 AM 0 8 85 0 1 0 0 86 65 2 0 0 0 0 0 0 8 0 77 5 7:15 AM - 7:30 AM 0 5 151 0 4 0 0 120 69 4 0 0 0 0 0 0 10 0 65 6 7:30 AM - 7:45 AM 0 9 220 0 5 0 0 144 86 8 0 0 0 0 0 0 8 0 103 2 7:45 AM - 8:00 AM 0 7 280 0 1 0 0 144 56 8 0 0 0 0 0 0 19 0 151 4 TOTAL 0 57 1003 0 11 0 0 765 434 31 0 0 0 0 0 0 91 0 613 27 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 8 223 0 1 0 0 237 132 3 0 0 0 0 0 0 28 0 112 3 4:15 PM - 4:30 PM 0 12 260 0 2 0 0 245 134 5 0 0 0 0 0 0 39 0 106 2 4:30 PM - 4:45 PM 0 7 237 0 0 0 0 304 131 1 0 0 0 0 0 0 37 0 105 0 4:45 PM - 5:00 PM 0 11 267 0 0 0 0 282 134 4 0 0 0 0 0 0 33 0 130 1 5:00 PM - 5:15 PM 0 8 243 0 2 0 0 311 156 4 0 0 0 0 0 0 35 0 110 1 5:15 PM - 5:30 PM 0 4 241 0 1 0 0 278 142 0 0 0 0 0 0 0 50 0 108 0 5:30 PM - 5:45 PM 0 13 224 0 0 0 0 277 107 1 0 0 0 0 0 0 23 0 96 0 5:45 PM - 6:00 PM 0 11 213 0 0 0 0 218 125 0 0 0 0 0 0 0 32 0 90 0 TOTAL 0 74 1908 0 6 0 0 2152 1061 18 0 0 0 0 0 0 277 0 857 7 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 8:00 AM 0 29 736 0 11 0 0 494 276 22 0 0 0 0 0 0 45 0 396 17 4:30 PM - 5:30 PM 0 30 988 0 3 0 0 1175 563 9 0 0 0 0 0 0 155 0 453 2 PHF Trucks PHF
AM 0.752 2.5% PM 563 1175 0 0 0.93
PM 0.975 0.4% AM 276 494 0 0 0.837
PHF ##### #####
AM PM
0 0 396 453
0 0 0 0
0 0 45 155
0 0 0 0
PM AM
PHF

0.649 0.933 PHF

0.666 0 29 736 0 AM

0.915 0 30 988 0 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

SR198 Westbound Ramps
Northbound Westbound
SR198 Westbound Ramps
12th Ave
12th Ave
Turning Movement Report
12th Ave @ SR 198 WB Ramps
Kings
Thursday, May 04, 2023 Clear

36.3194
-119.6730

Page 1212 of 1543 ends

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 6:00 AM - 6:15 AM 0 0 36 19 0 0 0 35 42 4 0 18 0 0 0 0 0 0 0 0 6:15 AM - 6:30 AM 0 0 40 12 0 0 0 28 30 2 0 22 0 2 0 0 0 0 0 0 6:30 AM - 6:45 AM 0 0 39 26 0 0 0 40 49 6 0 28 0 0 0 0 0 0 0 0 6:45 AM - 7:00 AM 0 0 55 25 4 0 0 63 46 1 0 59 0 4 2 0 0 0 0 0 7:00 AM - 7:15 AM 0 0 64 18 1 0 0 40 56 3 0 31 0 4 0 0 0 0 0 0 7:15 AM - 7:30 AM 0 0 104 31 3 0 0 66 61 7 0 59 0 4 0 0 0 0 0 0 7:30 AM - 7:45 AM 0 0 151 23 4 0 0 76 78 8 0 86 0 6 2 0 0 0 0 0 7:45 AM - 8:00 AM 0 0 179 34 1 0 0 97 62 9 0 126 0 4 0 0 0 0 0 0 TOTAL 0 0 668 188 13 0 0 445 424 40 0 429 0 24 4 0 0 0 0 0 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 136 25 1 0 0 159 101 3 0 102 0 7 0 0 0 0 0 0 4:15 PM - 4:30 PM 0 0 142 28 0 0 0 188 83 6 0 134 0 9 2 0 0 0 0 0 4:30 PM - 4:45 PM 0 0 148 27 1 0 0 204 132 1 0 102 0 12 0 0 0 0 0 0 4:45 PM - 5:00 PM 0 0 164 35 1 0 0 195 109 3 0 118 0 9 0 0 0 0 0 0 5:00 PM - 5:15 PM 0 0 142 24 2 0 0 201 127 0 0 96 0 6 1 0 0 0 0 0 5:15 PM - 5:30 PM 0 0 127 29 1 0 0 217 119 0 0 121 0 7 0 0 0 0 0 0 5:30 PM - 5:45 PM 0 0 139 35 1 0 0 184 125 1 0 118 0 7 0 0 0 0 0 0 5:45 PM - 6:00 PM 0 0 131 22 1 0 0 169 85 0 0 91 0 3 0 0 0 0 0 0 TOTAL 0 0 1129 225 8 0 0 1517 881 14 0 882 0 60 3 0 0 0 0 0 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 8:00 AM 0 0 498 106 9 0 0 279 257 27 0 302 0 18 2 0 0 0 0 0 4:30 PM - 5:30 PM 0 0 581 115 5 0 0 817 487 4 0 437 0 34 1 0 0 0 0 0 PHF Trucks PHF
AM 0.727 2.6% PM 487 817 0 0 0.97
PM 0.981 0.4% AM 257 279 0 0 0.843
PHF 0.92 0.615
AM PM
0 0 0 0
437 302 0 0
0 0 0 0
34 18 0 0
PM AM
PHF
##### ##### PHF

0.709 0 0 498 106 AM

0.874 0 0 581 115 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

SR198 Eastbound Ramps
Northbound Westbound
SR198 Eastbound Ramps
12th Ave
12th Ave
Turning Movement Report
12th Ave @ SR198 EB Ramps
Kings
Thursday, May 04, 2023 Clear

36.3174
-119.6730

Page 1213 of 1543 ends

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 6:00 AM - 6:15 AM 1 22 19 9 0 0 2 10 1 1 0 0 0 0 0 0 8 18 3 0 6:15 AM - 6:30 AM 1 18 6 13 1 0 6 17 2 4 0 0 0 0 0 0 7 24 4 0 6:30 AM - 6:45 AM 0 33 15 11 0 0 2 21 0 0 0 0 0 0 0 0 5 32 8 1 6:45 AM - 7:00 AM 0 18 12 15 1 0 4 23 1 1 0 0 0 0 0 0 19 32 10 1 7:00 AM - 7:15 AM 0 23 9 20 1 0 6 21 1 0 0 0 0 0 0 0 21 44 14 3 7:15 AM - 7:30 AM 0 25 22 31 3 0 3 27 1 2 0 0 0 0 0 0 20 44 14 1 7:30 AM - 7:45 AM 0 36 45 35 3 0 9 37 0 0 0 0 0 0 0 0 25 54 16 1 7:45 AM - 8:00 AM 2 23 61 46 0 0 19 68 0 0 0 0 0 0 0 0 35 42 16 1 TOTAL 4 198 189 180 9 0 51 224 6 8 0 0 0 0 0 0 140 290 85 8 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 16 33 75 1 0 10 45 0 0 0 0 0 0 0 0 50 14 32 3 4:15 PM - 4:30 PM 0 21 15 76 1 0 11 54 1 2 0 0 0 0 0 0 36 17 30 0 4:30 PM - 4:45 PM 0 18 27 73 1 0 10 44 2 1 0 0 0 0 0 0 37 25 35 4 4:45 PM - 5:00 PM 0 23 26 78 2 0 8 44 2 1 0 0 0 0 0 0 36 23 29 1 5:00 PM - 5:15 PM 0 24 30 79 0 0 12 63 1 2 0 0 0 0 0 0 32 23 34 0 5:15 PM - 5:30 PM 0 14 22 74 0 0 9 49 0 0 0 0 0 0 0 0 36 19 26 0 5:30 PM - 5:45 PM 0 29 31 54 1 0 9 63 0 0 0 0 0 0 0 0 28 20 32 0 5:45 PM - 6:00 PM 0 17 18 50 2 0 8 49 0 0 0 0 0 0 0 0 31 17 25 2 TOTAL 0 162 202 559 8 0 77 411 6 6 0 0 0 0 0 0 286 158 243 10 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 8:00 AM 2 107 137 132 7 0 37 153 2 2 0 0 0 0 0 0 101 184 60 6 4:15 PM - 5:15 PM 0 86 98 306 4 0 41 205 6 6 0 0 0 0 0 0 141 88 128 5 PHF Trucks PHF
AM 0.733 1.6% PM 6 205 41 0 0.829
PM 0.922 1.4% AM 2 153 37 0 0.552
PHF ##### #####
AM PM
0 0 60 128
0 0 184 88
0 0 101 141
0 0 0 0
PM AM
PHF

0.908 0.92 PHF

0.716 2 107 137 132 AM

0.921 0 86 98 306 PM
Turning Movement Report
Hanford Armona Rd @ SR 198 WB Onramp (Roundabout)
Kings
Thursday, May 04, 2023 Clear

36.3144
-119.6935

Page 1 of 3 ends

13th Ave/SR198 WB Offramp
Northbound Westbound
SR198 WB On-ramp
Hanford Armona Rd
Hanford Armona Rd
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1214 of 1543 ends

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 6:00 AM - 6:15 AM 0 0 39 3 0 0 9 8 0 0 0 6 0 13 0 0 0 0 0 0 6:15 AM - 6:30 AM 0 0 30 1 1 0 13 8 0 2 0 11 0 5 0 0 0 0 0 0 6:30 AM - 6:45 AM 0 0 44 1 0 0 17 13 0 0 0 9 0 12 0 0 0 0 0 0 6:45 AM - 7:00 AM 0 0 37 0 1 0 27 16 0 0 0 12 0 5 0 0 0 0 0 0 7:00 AM - 7:15 AM 0 0 46 2 1 0 20 22 0 1 0 16 0 18 0 0 0 0 0 0 7:15 AM - 7:30 AM 0 0 67 2 1 0 21 29 0 2 0 10 0 19 2 0 0 0 0 0 7:30 AM - 7:45 AM 0 0 96 6 3 0 32 34 0 2 0 21 0 20 2 0 0 0 0 0 7:45 AM - 8:00 AM 0 0 101 7 0 0 49 56 0 1 0 33 0 24 1 0 0 0 0 0 TOTAL 0 0 460 22 7 0 188 186 0 8 0 118 0 116 5 0 0 0 0 0 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 65 4 1 0 31 60 0 0 0 60 1 32 1 0 0 0 0 0 4:15 PM - 4:30 PM 0 0 48 7 0 0 37 45 0 2 0 64 0 46 1 0 0 0 0 0 4:30 PM - 4:45 PM 0 0 56 7 2 0 36 43 0 0 0 59 1 41 0 0 0 0 0 0 4:45 PM - 5:00 PM 0 0 72 8 0 0 33 48 0 0 0 51 1 26 2 0 0 0 0 0 5:00 PM - 5:15 PM 0 0 73 8 0 0 42 51 0 1 0 62 0 40 3 0 0 0 0 0 5:15 PM - 5:30 PM 0 0 61 10 0 0 34 54 0 0 0 52 1 38 0 0 0 0 0 0 5:30 PM - 5:45 PM 0 0 83 12 0 0 41 52 0 0 0 28 0 28 1 0 0 0 0 0 5:45 PM - 6:00 PM 0 0 55 5 0 0 41 37 0 1 0 31 0 26 1 0 0 0 0 0 TOTAL 0 0 513 61 3 0 295 390 0 4 0 407 4 277 9 0 0 0 0 0 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 8:00 AM 0 0 310 17 5 0 122 141 0 6 0 80 0 81 5 0 0 0 0 0 4:45 PM - 5:45 PM 0 0 289 38 0 0 150 205 0 1 0 193 2 132 6 0 0 0 0 0 PHF Trucks PHF
AM 0.695 2.1% PM 0 205 150 0 0.954
PM 0.914 0.7% AM 0 141 122 0 0.626
PHF 0.801 0.706
AM PM
0 0 0 0
193 80 0 0
2 0 0 0
132 81 0 0
PM AM
PHF
##### ##### PHF

0.757 0 0 310 17 AM

0.861 0 0 289 38 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

SR198 EB Ramps
Northbound Westbound
SR198 EB Ramps
Hanford Armona Rd
Hanford Armona Rd
Turning Movement Report
Hanford Armona Rd @ SR198 EB Ramps
Kings
Thursday, May 04, 2023 Clear

36.3138
-119.6920

Page 1215 of 1543 ends

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 6:00 AM - 6:15 AM 0 3 0 1 0 0 0 0 0 0 0 0 17 4 0 0 2 40 0 0 6:15 AM - 6:30 AM 0 4 0 2 0 0 0 0 0 0 0 0 11 2 0 0 2 27 0 1 6:30 AM - 6:45 AM 0 2 0 1 0 0 0 0 0 0 0 0 20 5 0 0 2 46 0 0 6:45 AM - 7:00 AM 0 1 0 5 0 0 0 0 0 0 0 2 17 4 2 0 1 33 0 1 7:00 AM - 7:15 AM 0 6 0 1 1 0 0 0 0 0 0 5 28 7 0 0 6 38 0 0 7:15 AM - 7:30 AM 0 11 0 2 1 0 0 0 2 0 0 5 35 9 1 0 4 58 0 1 7:30 AM - 7:45 AM 0 9 0 6 0 0 0 2 4 0 0 2 47 7 3 0 7 80 0 2 7:45 AM - 8:00 AM 0 11 0 4 0 0 0 1 0 0 0 3 66 11 0 0 4 101 0 2 TOTAL 0 47 0 22 2 0 0 3 6 0 0 17 241 49 6 0 28 423 0 7
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 14 0 14 0 0 1 0 1 0 0 0 71 28 2 0 12 55 0 2 4:15 PM - 4:30 PM 0 15 0 3 0 0 0 0 1 0 0 1 75 17 1 0 4 43 0 0 4:30 PM - 4:45 PM 0 17 0 10 2 0 0 0 1 0 0 1 63 22 1 0 13 43 0 0 4:45 PM - 5:00 PM 0 30 0 8 0 0 0 0 0 0 0 0 47 28 1 0 8 51 0 0 5:00 PM - 5:15 PM 0 22 0 11 0 0 0 0 0 0 0 0 73 18 3 0 6 61 0 0 5:15 PM - 5:30 PM 0 24 0 7 0 0 0 0 0 0 0 0 76 15 0 0 6 49 0 0 5:30 PM - 5:45 PM 0 26 0 7 0 0 0 0 0 0 0 0 68 14 0 0 11 68 0 0 5:45 PM - 6:00 PM 0 16 0 9 0 0 0 0 0 0 0 0 51 13 2 0 15 44 0 1 TOTAL 0 164 0 69 2 0 1 0 3 0 0 2 524 155 10 0 75 414 0 3 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 8:00 AM 0 37 0 13 2 0 0 3 6 0 0 15 176 34 4 0 21 277 0 5 4:45 PM - 5:45 PM 0 102 0 33 0 0 0 0 0 0 0 0 264 75 4 0 31 229 0 0 PHF Trucks PHF
AM 0.724 1.9% PM 0 0 0 0 #####
PM 0.946 0.5% AM 6 3 0 0 0.375
PHF 0.931 0.703
AM PM
0 0 0 0
0 15 277 229
264 176 21 31
75 34 0 0
PM AM
PHF

0.71 0.823 PHF

0.833 0 37 0 13 AM

0.888 0 102 0 33 PM
Turning Movement Report
13th Ave @ Hanford Armona Rd
Kings
Thursday, May 04, 2023 Clear

36.3136
-119.6910

Page 1 of 3 ends

Hanford Armona Rd
Northbound Westbound
Hanford Armona Rd
Driveway
13th Ave
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1216 of 1543 ends

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 6:00 AM - 6:15 AM 0 8 26 3 0 0 8 23 1 0 0 5 17 4 0 0 1 24 22 0 6:15 AM - 6:30 AM 0 10 29 1 0 0 4 10 3 2 0 9 18 3 0 0 2 16 19 1 6:30 AM - 6:45 AM 0 14 33 8 1 0 8 14 5 4 0 9 25 2 0 0 5 26 23 0 6:45 AM - 7:00 AM 0 6 38 2 2 0 14 10 5 2 0 17 40 6 2 0 3 21 29 1 7:00 AM - 7:15 AM 0 14 36 8 2 0 18 23 2 2 0 11 21 8 0 0 8 25 30 1 7:15 AM - 7:30 AM 0 21 68 4 0 0 18 43 7 4 0 11 25 7 2 0 6 30 47 2 7:30 AM - 7:45 AM 0 21 116 12 3 1 19 47 8 5 0 29 39 11 3 0 6 54 57 4 7:45 AM - 8:00 AM 0 18 112 8 1 3 38 63 18 2 0 28 44 9 0 0 8 49 68 0 TOTAL 0 112 458 46 9 4 127 233 49 21 0 119 229 50 7 0 39 245 295 9 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 11 64 13 2 9 59 66 26 2 0 22 51 13 2 0 9 46 63 1 4:15 PM - 4:30 PM 0 2 75 8 1 2 74 93 19 4 0 15 40 23 0 0 7 43 54 0 4:30 PM - 4:45 PM 0 8 102 9 2 4 78 70 26 1 0 19 51 9 0 0 1 30 57 0 4:45 PM - 5:00 PM 0 9 79 10 1 6 81 91 25 1 0 17 39 8 0 0 17 33 73 0 5:00 PM - 5:15 PM 0 12 64 9 3 1 72 88 33 0 0 29 42 11 2 0 7 44 64 1 5:15 PM - 5:30 PM 0 11 63 9 1 4 82 89 25 0 0 33 62 16 1 0 11 47 53 1 5:30 PM - 5:45 PM 0 13 81 10 1 5 76 81 24 1 0 16 44 20 0 0 6 56 59 0 5:45 PM - 6:00 PM 0 8 71 11 1 2 76 74 33 0 0 23 32 19 0 0 10 40 50 1 TOTAL 0 74 599 79 12 33 598 652 211 9 0 174 361 119 5 0 68 339 473 4 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 8:00 AM 0 74 332 32 6 4 93 176 35 13 0 79 129 35 5 0 28 158 202 7 4:45 PM - 5:45 PM 0 45 287 38 6 16 311 349 107 2 0 95 187 55 3 0 41 180 249 2 PHF Trucks PHF
AM 0.739 2.3% PM 107 349 311 16 0.964
PM 0.970 0.7% AM 35 176 93 4 0.631
PHF 0.759 0.75
AM PM
0 0 202 249
95 79 158 180
187 129 28 41
55 35 0 0
PM AM
PHF

0.776 0.955 PHF

0.735 0 74 332 32 AM

0.889 0 45 287 38 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Hanford Armona Rd
Northbound Westbound
Hanford Armona Rd
12th Ave
12th Ave
Turning Movement Report
12th Ave @ Hanford Armona Rd
Kings
Thursday, May 04, 2023 Clear

36.3135
-119.6730

Page 1217 of 1543 ends

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 6:00 AM - 6:15 AM 0 3 31 7 0 0 4 28 2 1 0 9 12 3 0 0 5 9 4 2 6:15 AM - 6:30 AM 0 6 28 9 1 0 2 27 6 0 0 5 20 2 0 0 5 13 4 2 6:30 AM - 6:45 AM 0 5 42 9 0 0 4 19 9 1 0 10 19 5 0 0 5 12 11 2 6:45 AM - 7:00 AM 0 1 40 9 4 0 4 35 5 2 0 11 22 4 3 0 1 11 9 0 7:00 AM - 7:15 AM 0 4 38 8 2 0 3 38 10 6 0 21 31 6 2 0 11 23 6 1 7:15 AM - 7:30 AM 0 6 53 21 7 0 11 43 14 3 0 22 23 10 2 0 20 20 16 3 7:30 AM - 7:45 AM 0 12 93 29 1 0 15 55 19 4 0 49 43 13 8 0 23 27 17 2 7:45 AM - 8:00 AM 0 10 102 29 1 0 19 82 36 3 0 58 73 23 2 0 27 44 30 1 TOTAL 0 47 427 121 16 0 62 327 101 20 0 185 243 66 17 0 97 159 97 13 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 1 16 81 13 2 0 25 77 37 2 0 33 39 14 3 0 20 48 22 2 4:15 PM - 4:30 PM 0 15 65 13 2 1 20 91 45 1 0 40 41 12 2 0 23 49 11 4 4:30 PM - 4:45 PM 1 21 83 22 0 1 29 60 43 4 0 27 53 9 1 0 25 54 21 0 4:45 PM - 5:00 PM 0 12 94 14 2 1 30 81 47 1 0 35 46 8 2 0 21 51 23 0 5:00 PM - 5:15 PM 0 13 109 21 0 2 27 107 52 1 0 46 56 9 1 0 19 60 26 0 5:15 PM - 5:30 PM 1 11 71 18 2 0 22 84 48 0 0 38 64 11 1 0 18 50 21 2 5:30 PM - 5:45 PM 1 16 69 17 2 1 21 69 35 3 0 39 51 11 2 0 14 49 28 0 5:45 PM - 6:00 PM 0 9 76 18 1 2 17 61 34 0 0 18 47 4 1 0 15 50 23 1 TOTAL 4 113 648 136 11 8 191 630 341 12 0 276 397 78 13 0 155 411 175 9 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 8:00 AM 0 32 286 87 11 0 48 218 79 16 0 150 170 52 14 0 81 114 69 7 4:30 PM - 5:30 PM 2 57 357 75 4 4 108 332 190 6 0 146 219 37 5 0 83 215 91 2 PHF Trucks PHF
AM 0.650 3.5% PM 190 332 108 4 0.843
PM 0.876 0.9% AM 79 218 48 0 0.63
PHF 0.889 0.604
AM PM
0 0 69 91
146 150 114 215
219 170 81 83
37 52 0 0
PM AM
PHF

0.653 0.926 PHF

0.718 0 32 286 87 AM

0.858 2 57 357 75 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Hanford Armona Rd
Northbound Westbound
Hanford Armona Rd
11th Ave
11th Ave
Turning Movement Report
11th Ave @ Hanford Armona Rd
Kings
Thursday, May 04, 2023 Clear

36.3134
-119.6550

Page 1218 of 1543 ends

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 6:00 AM - 6:15 AM 0 0 9 2 0 0 10 16 0 0 0 0 0 0 0 0 2 0 15 0 6:15 AM - 6:30 AM 0 0 8 0 0 0 8 12 0 1 0 1 0 0 0 0 5 0 17 0 6:30 AM - 6:45 AM 0 0 11 1 1 0 10 23 2 3 0 0 0 0 0 0 1 0 27 1 6:45 AM - 7:00 AM 0 1 14 0 0 0 15 25 1 1 0 0 0 0 0 0 2 0 12 0 7:00 AM - 7:15 AM 0 0 13 0 0 0 9 22 1 2 0 0 0 0 0 0 5 0 29 2 7:15 AM - 7:30 AM 0 0 18 0 0 0 26 35 0 1 0 2 0 0 0 0 3 0 48 1 7:30 AM - 7:45 AM 0 0 33 4 1 0 28 25 3 6 0 0 0 1 0 0 5 0 80 2 7:45 AM - 8:00 AM 0 0 30 2 0 0 27 24 2 1 0 0 0 1 0 0 6 0 70 5 TOTAL 0 1 136 9 2 0 133 182 9 15 0 3 0 2 0 0 29 0 298 11 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 36 4 0 0 41 28 0 2 0 0 0 0 0 0 2 0 31 2 4:15 PM - 4:30 PM 0 0 37 1 1 0 49 40 1 2 0 0 0 0 0 0 3 0 25 0 4:30 PM - 4:45 PM 0 0 42 4 4 0 37 32 0 0 0 1 0 0 1 0 4 0 36 3 4:45 PM - 5:00 PM 0 0 43 4 0 0 56 36 1 0 0 1 1 0 0 0 1 0 29 0 5:00 PM - 5:15 PM 0 0 36 4 0 0 48 40 0 1 0 0 0 0 0 0 1 0 37 1 5:15 PM - 5:30 PM 0 0 25 6 0 0 39 47 0 0 0 0 0 0 0 0 3 0 37 0 5:30 PM - 5:45 PM 0 0 41 7 0 0 53 29 0 1 0 0 0 0 0 0 3 0 34 1 5:45 PM - 6:00 PM 0 0 32 4 1 0 39 30 0 0 0 0 0 0 0 0 0 0 22 0 TOTAL 0 0 292 34 6 0 362 282 2 6 0 2 1 0 1 0 17 0 251 7 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 8:00 AM 0 0 94 6 1 0 90 106 6 10 0 2 0 2 0 0 19 0 227 10 4:45 PM - 5:45 PM 0 0 145 21 0 0 196 152 1 2 0 1 1 0 0 0 8 0 137 2 PHF Trucks PHF
AM 0.771 3.8% PM 1 152 196 0 0.938
PM 0.962 0.6% AM 6 106 90 0 0.828
PHF 0.25 0.5
AM PM
0 0 227 137
1 2 0 0
1 0 19 8
0 2 0 0
PM AM
PHF

0.724 0.906 PHF

0.676 0 0 94 6 AM

0.865 0 0 145 21 PM
Turning Movement Report
12th Ave @ Hume Ave
Kings
Thursday, May 04, 2023 Clear

36.3057
-119.6729

Page 1 of 3 ends

Hume Ave
Northbound Westbound
Dirt Rd
12th Ave
12th Ave
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1219 of 1543 ends

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 6:00 AM - 6:15 AM 0 0 10 0 1 0 0 0 34 0 0 0 0 0 0 0 0 5 12 0 6:15 AM - 6:30 AM 0 0 18 0 1 0 0 0 33 0 0 0 0 0 0 0 0 1 4 0 6:30 AM - 6:45 AM 0 0 21 0 0 0 0 0 40 0 0 0 0 0 0 0 0 4 9 1 6:45 AM - 7:00 AM 0 0 16 0 1 0 0 0 49 0 0 0 0 0 0 0 0 9 13 0 7:00 AM - 7:15 AM 0 0 24 0 0 0 0 0 79 1 0 0 0 0 0 0 0 11 9 0 7:15 AM - 7:30 AM 0 0 24 0 2 0 0 0 61 0 0 0 0 0 0 0 0 11 22 0 7:30 AM - 7:45 AM 0 0 51 0 3 0 0 0 94 0 0 0 0 0 0 0 0 12 30 0 7:45 AM - 8:00 AM 0 0 72 0 1 0 0 0 82 2 0 0 0 0 0 0 0 22 48 0 TOTAL 0 0 236 0 9 0 0 0 472 3 0 0 0 0 0 0 0 75 147 1
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 83 0 2 0 0 0 92 1 0 0 0 0 0 0 0 27 23 0 4:15 PM - 4:30 PM 0 0 84 0 0 0 0 0 50 0 0 0 0 0 0 0 0 31 20 1 4:30 PM - 4:45 PM 0 0 77 0 0 0 0 0 78 0 0 0 0 0 0 0 0 28 27 3 4:45 PM - 5:00 PM 0 0 81 0 0 0 0 0 75 0 0 0 0 0 0 0 0 23 24 0 5:00 PM - 5:15 PM 0 0 86 0 0 0 0 0 57 1 0 0 0 0 0 0 0 23 24 2 5:15 PM - 5:30 PM 0 0 78 0 0 0 0 0 67 0 0 0 0 0 0 0 0 29 30 1 5:30 PM - 5:45 PM 0 0 69 0 0 0 0 0 68 1 0 0 0 0 0 0 0 21 30 0 5:45 PM - 6:00 PM 0 0 73 0 0 0 0 0 58 0 0 0 0 0 0 0 0 29 29 1 TOTAL 0 0 631 0 2 0 0 0 545 3 0 0 0 0 0 0 0 211 207 8
PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 8:00 AM 0 0 171 0 6 0 0 0 316 3 0 0 0 0 0 0 0 56 109 0 4:00 PM - 5:00 PM 0 0 325 0 2 0 0 0 295 1 0 0 0 0 0 0 0 109 94 4 PHF Trucks PHF
AM 0.728 1.4% PM 295 0 0 0 0.802
PM 0.914 0.9% AM 316 0 0 0 0.84
PHF ##### #####
AM PM
0 0 109 94
0 0 56 109
0 0 0 0
0 0 0 0
PM AM
PHF

0.589 0.923 PHF

0.594 0 0 171 0 AM

0.967 0 0 325 0 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

SR198 WB Off-ramp
Northbound Westbound
13th Ave
13th Ave/Hanford Armona Rd
Turning Movement Report
13th Ave @ SR198 WB Offramp
Kings
Tuesday, May 09, 2023 Clear

36.3151
-119.6910

Page 1220 of 1543 ends

ITE Trip Generation Manual , 11th Edition
ITE Development Variable ADT ADT Rate IN OUT Rate IN OUT Code Type Rate Split Split Split Split
Trips Trips Trips Trips
210 313 eq 2,883 eq 26% 74% eq 63% 37%
Dwelling Units =EXP(0.92*LN(313)+2.68) 210 55 156 290 183 107

TRIP GENERATION
Land Use Daily Trips AM Peak Hour Trips PM Peak Hour Trips

LIVE OAK DEVELOPMENT
TRACTS 1 AND 2
Single-Family
Detached Housing

Page 1221 of 1543 ends

.I:.
..
~
...
. '-
. . I
' ....
- ---• t-+H
-···· !···
-·--- ·--·
Figure 3-1
Land Use Illustrative
Ceqencl
c;;.,
Land Use Acres Units
0 1811~1-1181 136
.1 1,542 1W
D """' tl.9 !Pl •
D __ .. 0
IC)
0o .. s.c1-.111rc
IOSl

31.& 0
Total 390.0 1,542
N
0 200 400 600 800

Page 1222 of 1543 ends

ITE Trip Generation Manual , 11th Edition
ITE Development Variable ADT ADT Rate IN OUT Rate IN OUT Code Type Rate Split Split Split Split
Trips Trips Trips Trips
210 1,542 eq 12,501 eq 26% 74% eq 63% 37%
Dwelling Units =EXP(0.92*LN(1542)+2.68) 898 233 665 1300 819 481 Single-Family
Detached Housing

TRIP GENERATION
Land Use Daily Trips AM Peak Hour Trips PM Peak Hour Trips

FULL BUILDOUT

LIVE OAK DEVELOPMENT

Page 1223 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2024 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 155 0 453 30 988 0 0 1175 563 Future Volume (veh/h) 0 0 0 155 0 453 30 988 0 0 1175 563 Number 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 0 1723 1723 1870 0 0 1870 1723 Adj Flow Rate, veh/h 168 0 492 33 1074 0 0 1277 612
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 2 2 2 0 0 2 2
Opposing Right Turn Influence Yes Yes No
Cap, veh/h 714 0 576 41 2445 0 0 3159 903
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.22 0.00 0.22 0.01 0.23 0.00 0.00 0.62 0.62 Unsig. Movement Delay
Ln Grp Delay, s/veh 28.8 0.0 42.4 71.0 20.4 0.0 0.0 9.1 15.3 Ln Grp LOS C D E C A B
Approach Vol, veh/h 660 1107 1889
Approach Delay, s/veh 38.9 21.9 11.1
Approach LOS D C B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 8 5 6
Case No 4.0 9.0 2.0 7.0
Phs Duration (G+Y+Rc), s 65.9 24.1 6.2 59.7
Change Period (Y+Rc), s 5.5 4.0 4.0 5.5
Max Green (Gmax), s 56.5 24.0 6.0 46.5
Max Allow Headway (MAH), s 4.0 4.3 4.1 4.1
Max Q Clear (g_c+l1), s 25.4 18.5 3.8 26.8
Green Ext Time (g_e), s 5.3 1.5 0.0 9.3
Prob of Phs Call (p_c) 1.00 1.00 0.56 1.00
Prob of Max Out (p_x) 0.00 0.69 1.00 0.32
Left-Turn Movement Data
Assigned Mvmt 3 5 1
Mvmt Sat Flow, veh/h 3183 1641 0
Through Movement Data
Assigned Mvmt 2 8 6
Mvmt Sat Flow, veh/h 3647 0 5274
Right-Turn Movement Data
Assigned Mvmt 12 18 16
Mvmt Sat Flow, veh/h 0 2569 1460
Left Lane Group Data
Assigned Mvmt 0 0 3 0 5 1 0 0

Page 1224 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2024 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L (Prot)
Lanes in Grp 0 0 2 0 1 0 0 0
Grp Vol (v), veh/h 0 0 168 0 33 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1591 0 1641 0 0 0
Q Serve Time (g_s), s 0.0 0.0 3.9 0.0 1.8 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 3.9 0.0 1.8 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1591 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 55.7 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 714 0 41 0 0 0
V/C Ratio (X) 0.00 0.00 0.24 0.00 0.81 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 852 0 109 0 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.88 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 28.6 0.0 44.4 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.2 0.0 26.6 0.0 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 Control Delay (d), s/veh 0.0 0.0 28.8 0.0 71.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 1.4 0.0 0.7 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 1.4 0.0 1.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.13 0.00 0.06 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 8 0 0 6 0 0
Lane Assignment T T
Lanes in Grp 0 2 0 0 0 3 0 0
Grp Vol (v), veh/h 0 1074 0 0 0 1277 0 0
Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1702 0 0
Q Serve Time (g_s), s 0.0 23.4 0.0 0.0 0.0 11.4 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 23.4 0.0 0.0 0.0 11.4 0.0 0.0 Lane Grp Cap (c), veh/h 0 2445 0 0 0 3159 0 0
V/C Ratio (X) 0.00 0.44 0.00 0.00 0.00 0.40 0.00 0.00
Avail Cap (c_a), veh/h 0 2445 0 0 0 3159 0 0
Upstream Filter (I) 0.00 0.88 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 19.9 0.0 0.0 0.0 8.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 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 Control Delay (d), s/veh 0.0 20.4 0.0 0.0 0.0 9.1 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 10.7 0.0 0.0 0.0 3.1 0.0 0.0

Page 1225 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2024 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 10.9 0.0 0.0 0.0 3.2 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.50 0.00 0.00 0.00 0.02 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 18 0 0 16 0 0
Lane Assignment R R
Lanes in Grp 0 0 2 0 0 1 0 0
Grp Vol (v), veh/h 0 0 492 0 0 612 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1285 0 0 1460 0 0
Q Serve Time (g_s), s 0.0 0.0 16.5 0.0 0.0 24.8 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 16.5 0.0 0.0 24.8 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 576 0 0 903 0 0
V/C Ratio (X) 0.00 0.00 0.85 0.00 0.00 0.68 0.00 0.00
Avail Cap (c_a), veh/h 0 0 688 0 0 903 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 33.5 0.0 0.0 11.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 8.9 0.0 0.0 4.1 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 Control Delay (d), s/veh 0.0 0.0 42.4 0.0 0.0 15.3 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 4.7 0.0 0.0 5.8 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.7 0.0 0.0 1.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 5.4 0.0 0.0 6.9 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.33 0.00 0.00 1.40 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 19.4
HCM 7th LOS B

Page 1226 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2024 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 437 0 34 0 0 0 0 581 115 0 817 0 Future Volume (veh/h) 437 0 34 0 0 0 0 581 115 0 817 0
Number 7 4 14 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 0 1723 0 1870 1723 0 1870 1723 Adj Flow Rate, veh/h 475 0 37 0 632 125 0 888 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Opposing Right Turn Influence Yes No No
Cap, veh/h 598 0 274 0 2143 423 0 2574 1057
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 2.00 2.00 Prop Arrive On Green 0.19 0.00 0.19 0.00 1.00 1.00 0.00 1.00 0.00 Unsig. Movement Delay
Ln Grp Delay, s/veh 37.3 0.0 30.7 0.0 0.5 0.5 0.0 0.3 0.0 Ln Grp LOS D C A A A
Approach Vol, veh/h 512 757 888
Approach Delay, s/veh 36.8 0.5 0.3
Approach LOS D A A
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Case No 8.0 9.0 7.0
Phs Duration (G+Y+Rc), s 69.2 20.8 69.2
Change Period (Y+Rc), s 5.5 4.0 5.5
Max Green (Gmax), s 48.5 32.0 48.5
Max Allow Headway (MAH), s 4.0 4.1 4.0
Max Q Clear (g_c+l1), s 2.0 14.8 2.0
Green Ext Time (g_e), s 2.9 2.0 4.2
Prob of Phs Call (p_c) 1.00 1.00 1.00
Prob of Max Out (p_x) 0.00 0.00 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1
Mvmt Sat Flow, veh/h 0 3183 0
Through Movement Data
Assigned Mvmt 2 4 6
Mvmt Sat Flow, veh/h 3052 0 3647
Right-Turn Movement Data
Assigned Mvmt 12 14 16
Mvmt Sat Flow, veh/h 584 1460 1460
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 0

Page 1227 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2024 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L
Lanes in Grp 0 0 0 2 0 0 0 0
Grp Vol (v), veh/h 0 0 0 475 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1591 0 0 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 12.8 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 12.8 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 1591 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 65.2 0.0 0.0 0.0 65.2 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 598 0 0 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.79 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 1135 0 0 0 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 34.9 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 2.4 0.0 0.0 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 Control Delay (d), s/veh 0.0 0.0 0.0 37.3 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 4.5 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 4.7 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.24 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 0
Lane Assignment T T
Lanes in Grp 0 1 0 0 0 2 0 0
Grp Vol (v), veh/h 0 379 0 0 0 888 0 0
Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1777 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 1287 0 0 0 2574 0 0
V/C Ratio (X) 0.00 0.29 0.00 0.00 0.00 0.34 0.00 0.00
Avail Cap (c_a), veh/h 0 1287 0 0 0 2574 0 0
Upstream Filter (I) 0.00 0.93 0.00 0.00 0.00 0.93 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.0 0.3 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 Control Delay (d), s/veh 0.0 0.5 0.0 0.0 0.0 0.3 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2024 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.0 0.0 0.1 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 0
Lane Assignment T+R R R
Lanes in Grp 0 1 0 1 0 1 0 0
Grp Vol (v), veh/h 0 378 0 37 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1765 0 1460 0 1460 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 1.9 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 1.9 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.33 0.00 1.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 1279 0 274 0 1057 0 0
V/C Ratio (X) 0.00 0.30 0.00 0.13 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 1279 0 521 0 1057 0 0
Upstream Filter (I) 0.00 0.93 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 30.5 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.2 0.0 0.0 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 Control Delay (d), s/veh 0.0 0.5 0.0 30.7 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.6 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 9.1
HCM 7th LOS A

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HCM 7th Roundabout PM 2024
3: SR 198 WB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 3.4
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 530 386 0 264
Demand Flow Rate, veh/h 541 394 0 269
Vehicles Circulating, veh/h 420 88 247 256
Vehicles Exiting, veh/h 100 159 377 88
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 2.4 3.0 0.0 5.7
Approach LOS A A - A
Lane Left Bypass Left Bypass Left Left Bypass
Designated Moves LT R LT R LTR LT R
Assumed Moves LT LT LTR LT
RT Channelized Free Free Free
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
A (Intercept) 1380 1380 1380 1380
B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3
Entry Flow, veh/h 204 337 256 138 0 264 5
Cap Entry Lane, veh/h 899 1938 1261 1938 1073 1063 1938 Entry HV Adj Factor 0.979 0.980 0.981 0.980 1.000 0.980 0.980 Flow Entry, veh/h 200 330 251 135 0 259 5
Cap Entry, veh/h 880 1900 1237 1900 1073 1041 1900
V/C Ratio 0.227 0.174 0.203 0.071 0.000 0.248 0.003
Control Delay, s/veh 6.4 0.0 4.7 0.0 3.4 5.8 0.0

LOS A A A A A A A
95th %tile Queue, veh 1 1 1 0 0 1 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2024 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 224 3 145 0 0 0 0 262 33 145 196 0 Future Volume (veh/h) 224 3 145 0 0 0 0 262 33 145 196 0 Number 7 4 14 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 0 1870 1723 1723 1870 0 Adj Flow Rate, veh/h 243 3 158 0 285 36 158 213 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Opposing Right Turn Influence Yes No Yes
Cap, veh/h 295 0 263 0 1190 150 462 601 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.18 0.18 0.18 0.00 0.73 0.71 0.73 0.73 0.00 Unsig. Movement Delay
Ln Grp Delay, s/veh 41.3 0.0 36.1 0.0 0.0 4.4 5.6 0.0 0.0 Ln Grp LOS D D A A
Approach Vol, veh/h 401 321 371
Approach Delay, s/veh 39.2 4.4 5.6
Approach LOS D A A
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Case No 8.0 9.0 8.0
Phs Duration (G+Y+Rc), s 69.8 20.2 69.8
Change Period (Y+Rc), s 5.5 4.1 5.5
Max Green (Gmax), s 51.5 28.9 51.5
Max Allow Headway (MAH), s 4.0 4.2 4.4
Max Q Clear (g_c+l1), s 7.2 14.8 12.8
Green Ext Time (g_e), s 1.2 1.3 1.6
Prob of Phs Call (p_c) 1.00 1.00 1.00
Prob of Max Out (p_x) 0.00 0.01 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1
Mvmt Sat Flow, veh/h 0 1641 553
Through Movement Data
Assigned Mvmt 2 4 6
Mvmt Sat Flow, veh/h 1628 0 823
Right-Turn Movement Data
Assigned Mvmt 12 14 16
Mvmt Sat Flow, veh/h 206 1460 0
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2024 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L+T
Lanes in Grp 0 0 0 1 0 1 0 0
Grp Vol (v), veh/h 0 0 0 243 0 371 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 0 1376 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 12.8 0.0 5.6 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 12.8 0.0 10.8 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 1641 0 1075 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 65.8 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 60.6 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 5.6 0.0 0.0 Time to First Blk (g_f), s 0.0 65.8 0.0 0.0 0.0 2.7 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 2.7 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 0.00 0.43 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 295 0 1063 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.82 0.00 0.35 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 529 0 1063 0 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 35.5 0.0 4.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 5.7 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 Control Delay (d), s/veh 0.0 0.0 0.0 41.3 0.0 5.6 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 4.7 0.0 1.2 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.5 0.0 0.3 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 5.2 0.0 1.5 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.37 0.00 0.31 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 0
Lane Assignment
Lanes in Grp 0 0 0 0 0 0 0 0
Grp Vol (v), veh/h 0 0 0 0 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 0 0 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 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 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2024 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 0
Lane Assignment T+R R
Lanes in Grp 0 1 0 1 0 0 0 0
Grp Vol (v), veh/h 0 321 0 158 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1833 0 1460 0 0 0 0
Q Serve Time (g_s), s 0.0 5.2 0.0 9.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 5.2 0.0 9.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.11 0.00 1.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 1341 0 263 0 0 0 0
V/C Ratio (X) 0.00 0.24 0.00 0.60 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 1341 0 470 0 0 0 0
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 4.0 0.0 33.9 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.4 0.0 2.2 0.0 0.0 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 Control Delay (d), s/veh 0.0 4.4 0.0 36.1 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 1.1 0.0 2.9 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.2 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 1.2 0.0 3.1 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.11 0.00 0.22 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 17.6
HCM 7th LOS B

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HCM 7th TWSC PM 2024
5: 13th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 3.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 259 83 33 204 0 93 0 36 0 0 0
Future Vol, veh/h 0 259 83 33 204 0 93 0 36 0 0 0
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 - - - - - - - - - - - -
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 0 282 90 36 222 0 101 0 39 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 222 0 0 372 0 0 620 620 327 575 665 222 Stage 1 - - - - - - 327 327 - 293 293 -
Stage 2 - - - - - - 293 293 - 282 372 -
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 1347 - - 1187 - - 400 404 715 429 381 818 Stage 1 - - - - - - 686 648 - 715 670 -
Stage 2 - - - - - - 715 670 - 725 619 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1347 - - 1187 - - 386 390 715 392 367 818 Mov Cap-2 Maneuver - - - - - - 386 390 - 392 367 -
Stage 1 - - - - - - 686 648 - 690 647 -
Stage 2 - - - - - - 690 647 - 686 619 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 1.13 16.83 0

HCM LOS C A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 443 1347 - - 251 - - -
HCM Lane V/C Ratio 0.316 - - - 0.03 - - -
HCM Control Delay (s/veh) 16.8 0 - - 8.1 0 - 0
HCM Lane LOS C A - - A A - A
HCM 95th %tile Q(veh) 1.3 0 - - 0.1 - - -

Page 1234 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2024 6: 12th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 98 194 44 36 154 247 40 308 37 328 338 109 Future Volume (veh/h) 98 194 44 36 154 247 40 308 37 328 338 109 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 107 211 48 39 167 268 43 335 40 357 367 118 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 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 122 287 224 235 416 325 202 1823 216 453 1068 339 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.67 1.67 1.67 Prop Arrive On Green 0.07 0.15 0.15 0.14 0.22 0.22 0.25 1.00 1.00 0.67 0.67 0.64 Unsig. Movement Delay
Ln Grp Delay, s/veh 87.2 40.0 33.8 34.1 30.5 44.1 31.0 0.4 0.4 26.4 10.9 11.5 Ln Grp LOS F D C C C D C A A C B B
Approach Vol, veh/h 366 474 418 842
Approach Delay, s/veh 53.0 38.5 3.5 17.6
Approach LOS D D A B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 3 6 5 7 8
Case No 4.0 3.0 2.0 6.4 2.0 2.0 3.0
Phs Duration (G+Y+Rc), s 55.3 17.8 16.9 40.2 15.1 10.7 24.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5
Max Green (Gmax), s 45.4 22.9 5.2 35.9 4.0 5.2 22.9
Max Allow Headway (MAH), s 4.0 4.1 4.1 4.6 4.1 4.1 4.2
Max Q Clear (g_c+l1), s 2.0 11.7 3.9 33.8 3.9 7.8 17.7
Green Ext Time (g_e), s 1.3 0.6 0.0 0.9 0.0 0.0 0.8
Prob of Phs Call (p_c) 1.00 1.00 0.62 1.00 0.66 0.93 1.00 Prob of Max Out (p_x) 0.00 0.01 1.00 1.00 1.00 1.00 0.67 Left-Turn Movement Data
Assigned Mvmt 3 1 5 7
Mvmt Sat Flow, veh/h 1641 928 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3200 1870 2654 1870
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 379 1460 842 1460
Left Lane Group Data
Assigned Mvmt 0 0 0 3 1 5 7 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2024 6: 12th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L (Prot) L L (Prot) L (Prot)
Lanes in Grp 0 0 0 1 1 1 1 0
Grp Vol (v), veh/h 0 0 0 39 357 43 107 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 928 1641 1641 0
Q Serve Time (g_s), s 0.0 0.0 0.0 1.9 31.8 1.9 5.8 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 1.9 31.8 1.9 5.8 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 928 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 36.2 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 36.2 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 31.8 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 235 453 202 122 0
V/C Ratio (X) 0.00 0.00 0.00 0.17 0.79 0.21 0.88 0.00
Avail Cap (c_a), veh/h 0 0 0 235 466 202 122 0
Upstream Filter (I) 0.00 0.00 0.00 0.95 0.95 0.95 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 33.8 14.0 30.5 41.2 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 12.4 0.5 46.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 34.1 26.4 31.0 87.2 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.7 2.7 0.7 2.2 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 1.6 0.0 1.6 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.7 4.3 0.7 3.7 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.36 0.54 0.09 0.63 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 4 0 6 0 0 8
Lane Assignment T T T T
Lanes in Grp 0 1 1 0 1 0 0 1
Grp Vol (v), veh/h 0 185 211 0 244 0 0 167
Grp Sat Flow (s), veh/h/ln 0 1777 1870 0 1777 0 0 1870
Q Serve Time (g_s), s 0.0 0.0 9.7 0.0 5.3 0.0 0.0 6.9
Cycle Q Clear Time (g_c), s 0.0 0.0 9.7 0.0 5.3 0.0 0.0 6.9 Lane Grp Cap (c), veh/h 0 1012 287 0 715 0 0 416
V/C Ratio (X) 0.00 0.18 0.73 0.00 0.34 0.00 0.00 0.40
Avail Cap (c_a), veh/h 0 1012 507 0 738 0 0 507
Upstream Filter (I) 0.00 0.95 1.00 0.00 0.95 0.00 0.00 0.95 Uniform Delay (d1), s/veh 0.0 0.0 36.3 0.0 9.7 0.0 0.0 29.9 Incr Delay (d2), s/veh 0.0 0.4 3.6 0.0 1.2 0.0 0.0 0.6
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.4 40.0 0.0 10.9 0.0 0.0 30.5 1st-Term Q (Q1), veh/ln 0.0 0.0 4.1 0.0 1.6 0.0 0.0 2.8

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HCM 7th Signalized Intersection Capacity Analysis PM 2024 6: 12th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.1 0.3 0.0 0.2 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.1 4.4 0.0 1.8 0.0 0.0 2.9 %ile Storage Ratio (RQ%) 0.00 0.00 0.02 0.00 0.03 0.00 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 14 0 16 0 0 18
Lane Assignment T+R R T+R R
Lanes in Grp 0 1 1 0 1 0 0 1
Grp Vol (v), veh/h 0 190 48 0 241 0 0 268
Grp Sat Flow (s), veh/h/ln 0 1802 1460 0 1719 0 0 1460
Q Serve Time (g_s), s 0.0 0.0 2.6 0.0 5.6 0.0 0.0 15.7
Cycle Q Clear Time (g_c), s 0.0 0.0 2.6 0.0 5.6 0.0 0.0 15.7 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.21 1.00 0.00 0.49 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 1027 224 0 691 0 0 325
V/C Ratio (X) 0.00 0.19 0.21 0.00 0.35 0.00 0.00 0.82
Avail Cap (c_a), veh/h 0 1027 396 0 714 0 0 396
Upstream Filter (I) 0.00 0.95 1.00 0.00 0.95 0.00 0.00 0.95 Uniform Delay (d1), s/veh 0.0 0.0 33.3 0.0 10.1 0.0 0.0 33.3 Incr Delay (d2), s/veh 0.0 0.4 0.5 0.0 1.3 0.0 0.0 10.8 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.4 33.8 0.0 11.5 0.0 0.0 44.1 1st-Term Q (Q1), veh/ln 0.0 0.0 0.9 0.0 1.6 0.0 0.0 5.1 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.3 0.0 0.0 1.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.1 0.9 0.0 1.9 0.0 0.0 6.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.22 0.00 0.03 0.00 0.00 3.06 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 25.7
HCM 7th LOS C

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HCM 7th Signalized Intersection Capacity Analysis PM 2024 7: 11th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 146 219 37 83 215 91 59 357 75 112 332 190 Future Volume (veh/h) 146 219 37 83 215 91 59 357 75 112 332 190 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 159 238 40 90 234 99 64 388 82 122 361 207 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 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 508 1026 801 570 684 289 243 678 529 247 678 529 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 Prop Arrive On Green 0.55 0.55 0.55 0.55 0.55 0.53 0.36 0.36 0.36 0.36 0.36 0.36 Unsig. Movement Delay
Ln Grp Delay, s/veh 17.8 10.9 9.5 13.8 0.0 12.4 31.2 23.8 19.5 35.5 23.3 21.8 Ln Grp LOS B B A B B C C B D C C
Approach Vol, veh/h 437 423 534 690
Approach Delay, s/veh 13.3 12.7 24.0 25.0
Approach LOS B B C C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Case No 5.0 5.0 5.0 6.0
Phs Duration (G+Y+Rc), s 36.6 53.4 36.6 53.4
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5
Max Green (Gmax), s 37.5 41.5 37.5 41.5
Max Allow Headway (MAH), s 4.3 4.5 4.4 4.3
Max Q Clear (g_c+l1), s 22.1 21.4 29.1 12.5
Green Ext Time (g_e), s 1.9 1.8 2.0 1.7
Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00
Prob of Max Out (p_x) 0.02 0.00 0.35 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1 3
Mvmt Sat Flow, veh/h 777 964 850 1014
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1870 1870 1870 1248
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 528
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 3

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HCM 7th Signalized Intersection Capacity Analysis PM 2024 7: 11th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L L L
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 64 0 159 0 122 0 90
Grp Sat Flow (s), veh/h/ln 0 777 0 964 0 850 0 1014
Q Serve Time (g_s), s 0.0 6.4 0.0 9.9 0.0 12.1 0.0 4.5
Cycle Q Clear Time (g_c), s 0.0 20.1 0.0 19.4 0.0 27.1 0.0 10.5 Perm LT Sat Flow (s_l), veh/h/ln 0 777 0 964 0 850 0 1014 Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 32.6 0.0 49.4 0.0 32.6 0.0 49.4 Perm LT Serve Time (g_u), s 0.0 18.9 0.0 39.9 0.0 17.6 0.0 43.4 Perm LT Q Serve Time (g_ps), s 0.0 6.4 0.0 9.9 0.0 12.1 0.0 4.5 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 243 0 508 0 247 0 570
V/C Ratio (X) 0.00 0.26 0.00 0.31 0.00 0.49 0.00 0.16
Avail Cap (c_a), veh/h 0 298 0 508 0 307 0 570
Upstream Filter (I) 0.00 1.00 0.00 0.69 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 30.6 0.0 16.7 0.0 34.0 0.0 13.2 Incr Delay (d2), s/veh 0.0 0.6 0.0 1.1 0.0 1.5 0.0 0.6
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 31.2 0.0 17.8 0.0 35.5 0.0 13.8 1st-Term Q (Q1), veh/ln 0.0 1.1 0.0 1.9 0.0 2.3 0.0 0.9 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.2 0.0 0.1 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.1 0.0 2.0 0.0 2.4 0.0 1.0 %ile Storage Ratio (RQ%) 0.00 0.26 0.00 0.52 0.00 0.87 0.00 0.25 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T T
Lanes in Grp 0 1 0 1 0 1 0 0
Grp Vol (v), veh/h 0 388 0 238 0 361 0 0
Grp Sat Flow (s), veh/h/ln 0 1870 0 1870 0 1870 0 0
Q Serve Time (g_s), s 0.0 15.0 0.0 5.9 0.0 13.7 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 15.0 0.0 5.9 0.0 13.7 0.0 0.0 Lane Grp Cap (c), veh/h 0 678 0 1026 0 678 0 0
V/C Ratio (X) 0.00 0.57 0.00 0.23 0.00 0.53 0.00 0.00
Avail Cap (c_a), veh/h 0 810 0 1026 0 810 0 0
Upstream Filter (I) 0.00 1.00 0.00 0.69 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 23.1 0.0 10.5 0.0 22.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.8 0.0 0.4 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 Control Delay (d), s/veh 0.0 23.8 0.0 10.9 0.0 23.3 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 5.8 0.0 2.0 0.0 5.3 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2024 7: 11th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.1 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 6.0 0.0 2.1 0.0 5.5 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.09 0.00 0.01 0.00 0.06 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R R R T+R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 82 0 40 0 207 0 333
Grp Sat Flow (s), veh/h/ln 0 1460 0 1460 0 1460 0 1775
Q Serve Time (g_s), s 0.0 3.4 0.0 1.1 0.0 9.5 0.0 9.5
Cycle Q Clear Time (g_c), s 0.0 3.4 0.0 1.1 0.0 9.5 0.0 9.5 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.30 Lane Grp Cap (c), veh/h 0 529 0 801 0 529 0 974
V/C Ratio (X) 0.00 0.15 0.00 0.05 0.00 0.39 0.00 0.34
Avail Cap (c_a), veh/h 0 633 0 801 0 633 0 974
Upstream Filter (I) 0.00 1.00 0.00 0.69 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 19.4 0.0 9.4 0.0 21.3 0.0 11.4 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.1 0.0 0.5 0.0 1.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 19.5 0.0 9.5 0.0 21.8 0.0 12.4 1st-Term Q (Q1), veh/ln 0.0 1.0 0.0 0.3 0.0 2.9 0.0 3.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.3 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.1 0.0 0.3 0.0 2.9 0.0 3.3 %ile Storage Ratio (RQ%) 0.00 0.27 0.00 0.16 0.00 0.37 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 19.8
HCM 7th LOS B

Page 1240 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2024 8: 12th Ave & Hume Ave 07/16/2024
Baseline Synchro 9 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 9 139 146 18 180 155
Future Volume (veh/h) 9 139 146 18 180 155
Number 3 18 2 12 1 6
Initial Q, veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1723 1870 1723 1723 1870
Adj Flow Rate, veh/h 10 151 159 20 196 168
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes
Cap, veh/h 207 184 1278 161 925 1468
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.67 1.67
Prop Arrive On Green 0.13 0.13 0.78 0.78 1.00 1.00
Unsig. Movement Delay
Ln Grp Delay, s/veh 34.7 47.0 0.0 2.5 0.6 0.2
Ln Grp LOS C D A A A
Approach Vol, veh/h 161 179 364
Approach Delay, s/veh 46.2 2.5 0.4
Approach LOS D A A
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 8 6
Case No 8.0 9.0 6.0
Phs Duration (G+Y+Rc), s 74.6 15.4 74.6
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green (Gmax), s 53.0 29.0 53.0
Max Allow Headway (MAH), s 4.0 4.3 4.4
Max Q Clear (g_c+l1), s 4.1 11.1 4.7
Green Ext Time (g_e), s 0.6 0.5 1.5
Prob of Phs Call (p_c) 1.00 0.98 1.00
Prob of Max Out (p_x) 0.00 0.00 0.00
Left-Turn Movement Data
Assigned Mvmt 5 3 1
Mvmt Sat Flow, veh/h 0 1641 1110
Through Movement Data
Assigned Mvmt 2 8 6
Mvmt Sat Flow, veh/h 1629 0 1870
Right-Turn Movement Data
Assigned Mvmt 12 18 16
Mvmt Sat Flow, veh/h 205 1460 0
Left Lane Group Data
Assigned Mvmt 0 5 3 0 0 1 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2024 8: 12th Ave & Hume Ave 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L
Lanes in Grp 0 0 1 0 0 1 0 0
Grp Vol (v), veh/h 0 0 10 0 0 196 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1641 0 0 1110 0 0
Q Serve Time (g_s), s 0.0 0.0 0.5 0.0 0.0 0.6 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.5 0.0 0.0 2.7 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1641 0 0 1110 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 70.6 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 68.5 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 Time to First Blk (g_f), s 0.0 70.6 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 207 0 0 925 0 0
V/C Ratio (X) 0.00 0.00 0.05 0.00 0.00 0.21 0.00 0.00
Avail Cap (c_a), veh/h 0 0 529 0 0 925 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.98 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 34.6 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 0.5 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 Control Delay (d), s/veh 0.0 0.0 34.7 0.0 0.0 0.6 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.2 0.0 0.0 0.1 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.00 0.02 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 8 0 0 6 0 0
Lane Assignment T
Lanes in Grp 0 0 0 0 0 1 0 0
Grp Vol (v), veh/h 0 0 0 0 0 168 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 1870 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 1468 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.11 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 1468 0 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.98 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.2 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 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2024 8: 12th Ave & Hume Ave 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 18 0 0 16 0 0
Lane Assignment T+R R
Lanes in Grp 0 1 1 0 0 0 0 0
Grp Vol (v), veh/h 0 179 151 0 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1833 1460 0 0 0 0 0
Q Serve Time (g_s), s 0.0 2.1 9.1 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 2.1 9.1 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.11 1.00 0.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 1439 184 0 0 0 0 0
V/C Ratio (X) 0.00 0.12 0.82 0.00 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 1439 470 0 0 0 0 0
Upstream Filter (I) 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 2.3 38.3 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 8.6 0.0 0.0 0.0 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 Control Delay (d), s/veh 0.0 2.5 47.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.3 3.0 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.4 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.3 3.4 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.01 0.03 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 11.4
HCM 7th LOS B

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HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 179 0 453 30 1012 0 0 1215 563 Future Volume (veh/h) 0 0 0 179 0 453 30 1012 0 0 1215 563 Number 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 0 1723 1723 1870 0 0 1870 1723 Adj Flow Rate, veh/h 195 0 492 33 1100 0 0 1321 612
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 2 2 2 0 0 2 2
Opposing Right Turn Influence Yes Yes No
Cap, veh/h 716 0 578 41 2443 0 0 3156 902
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.22 0.00 0.22 0.01 0.23 0.00 0.00 0.62 0.62 Unsig. Movement Delay
Ln Grp Delay, s/veh 29.0 0.0 42.2 71.0 20.7 0.0 0.0 9.3 15.4 Ln Grp LOS C D E C A B
Approach Vol, veh/h 687 1133 1933
Approach Delay, s/veh 38.5 22.1 11.2
Approach LOS D C B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 8 5 6
Case No 4.0 9.0 2.0 7.0
Phs Duration (G+Y+Rc), s 65.9 24.1 6.2 59.6
Change Period (Y+Rc), s 5.5 4.0 4.0 5.5
Max Green (Gmax), s 56.5 24.0 6.0 46.5
Max Allow Headway (MAH), s 4.0 4.3 4.1 4.1
Max Q Clear (g_c+l1), s 26.0 18.5 3.8 26.8
Green Ext Time (g_e), s 5.5 1.6 0.0 9.5
Prob of Phs Call (p_c) 1.00 1.00 0.56 1.00
Prob of Max Out (p_x) 0.01 0.69 1.00 0.33
Left-Turn Movement Data
Assigned Mvmt 3 5 1
Mvmt Sat Flow, veh/h 3183 1641 0
Through Movement Data
Assigned Mvmt 2 8 6
Mvmt Sat Flow, veh/h 3647 0 5274
Right-Turn Movement Data
Assigned Mvmt 12 18 16
Mvmt Sat Flow, veh/h 0 2569 1460
Left Lane Group Data
Assigned Mvmt 0 0 3 0 5 1 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L (Prot)
Lanes in Grp 0 0 2 0 1 0 0 0
Grp Vol (v), veh/h 0 0 195 0 33 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1591 0 1641 0 0 0
Q Serve Time (g_s), s 0.0 0.0 4.6 0.0 1.8 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 4.6 0.0 1.8 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1591 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 55.6 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 716 0 41 0 0 0
V/C Ratio (X) 0.00 0.00 0.27 0.00 0.81 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 852 0 109 0 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.88 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 28.8 0.0 44.4 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.2 0.0 26.6 0.0 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 Control Delay (d), s/veh 0.0 0.0 29.0 0.0 71.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 1.6 0.0 0.7 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 1.6 0.0 1.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.15 0.00 0.06 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 8 0 0 6 0 0
Lane Assignment T T
Lanes in Grp 0 2 0 0 0 3 0 0
Grp Vol (v), veh/h 0 1100 0 0 0 1321 0 0
Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1702 0 0
Q Serve Time (g_s), s 0.0 24.0 0.0 0.0 0.0 12.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 24.0 0.0 0.0 0.0 12.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 2443 0 0 0 3156 0 0
V/C Ratio (X) 0.00 0.45 0.00 0.00 0.00 0.42 0.00 0.00
Avail Cap (c_a), veh/h 0 2443 0 0 0 3156 0 0
Upstream Filter (I) 0.00 0.88 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 20.1 0.0 0.0 0.0 8.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 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 Control Delay (d), s/veh 0.0 20.7 0.0 0.0 0.0 9.3 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 11.1 0.0 0.0 0.0 3.3 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 11.2 0.0 0.0 0.0 3.4 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.51 0.00 0.00 0.00 0.02 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 18 0 0 16 0 0
Lane Assignment R R
Lanes in Grp 0 0 2 0 0 1 0 0
Grp Vol (v), veh/h 0 0 492 0 0 612 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1285 0 0 1460 0 0
Q Serve Time (g_s), s 0.0 0.0 16.5 0.0 0.0 24.8 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 16.5 0.0 0.0 24.8 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 578 0 0 902 0 0
V/C Ratio (X) 0.00 0.00 0.85 0.00 0.00 0.68 0.00 0.00
Avail Cap (c_a), veh/h 0 0 688 0 0 902 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 33.4 0.0 0.0 11.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 8.8 0.0 0.0 4.1 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 Control Delay (d), s/veh 0.0 0.0 42.2 0.0 0.0 15.4 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 4.7 0.0 0.0 5.8 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.7 0.0 0.0 1.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 5.4 0.0 0.0 6.9 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.33 0.00 0.00 1.40 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 19.5
HCM 7th LOS B

Page 1247 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 437 0 34 0 0 0 0 605 129 0 881 0 Future Volume (veh/h) 437 0 34 0 0 0 0 605 129 0 881 0
Number 7 4 14 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 0 1723 0 1870 1723 0 1870 1723 Adj Flow Rate, veh/h 475 0 37 0 658 140 0 958 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Opposing Right Turn Influence Yes No No
Cap, veh/h 596 0 273 0 2114 449 0 2577 1059
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 2.00 2.00 Prop Arrive On Green 0.19 0.00 0.19 0.00 1.00 1.00 0.00 1.00 0.00 Unsig. Movement Delay
Ln Grp Delay, s/veh 37.5 0.0 30.7 0.0 0.6 0.6 0.0 0.4 0.0 Ln Grp LOS D C A A A
Approach Vol, veh/h 512 798 958
Approach Delay, s/veh 37.0 0.6 0.4
Approach LOS D A A
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Case No 8.0 9.0 7.0
Phs Duration (G+Y+Rc), s 69.3 20.7 69.3
Change Period (Y+Rc), s 5.5 4.0 5.5
Max Green (Gmax), s 50.5 30.0 50.5
Max Allow Headway (MAH), s 4.1 4.1 4.0
Max Q Clear (g_c+l1), s 2.0 14.8 2.0
Green Ext Time (g_e), s 3.1 1.9 4.7
Prob of Phs Call (p_c) 1.00 1.00 1.00
Prob of Max Out (p_x) 0.00 0.01 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1
Mvmt Sat Flow, veh/h 0 3183 0
Through Movement Data
Assigned Mvmt 2 4 6
Mvmt Sat Flow, veh/h 3009 0 3647
Right-Turn Movement Data
Assigned Mvmt 12 14 16
Mvmt Sat Flow, veh/h 620 1460 1460
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L
Lanes in Grp 0 0 0 2 0 0 0 0
Grp Vol (v), veh/h 0 0 0 475 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1591 0 0 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 12.8 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 12.8 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 1591 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 65.3 0.0 0.0 0.0 65.3 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 596 0 0 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.80 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 1065 0 0 0 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 34.9 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 2.5 0.0 0.0 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 Control Delay (d), s/veh 0.0 0.0 0.0 37.5 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 4.6 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 4.8 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.24 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 0
Lane Assignment T T
Lanes in Grp 0 1 0 0 0 2 0 0
Grp Vol (v), veh/h 0 401 0 0 0 958 0 0
Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1777 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 1288 0 0 0 2577 0 0
V/C Ratio (X) 0.00 0.31 0.00 0.00 0.00 0.37 0.00 0.00
Avail Cap (c_a), veh/h 0 1288 0 0 0 2577 0 0
Upstream Filter (I) 0.00 0.89 0.00 0.00 0.00 0.93 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.6 0.0 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 Control Delay (d), s/veh 0.0 0.6 0.0 0.0 0.0 0.4 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Page 1249 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.0 0.0 0.1 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 0
Lane Assignment T+R R R
Lanes in Grp 0 1 0 1 0 1 0 0
Grp Vol (v), veh/h 0 397 0 37 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1759 0 1460 0 1460 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 1.9 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 1.9 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.35 0.00 1.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 1275 0 273 0 1059 0 0
V/C Ratio (X) 0.00 0.31 0.00 0.14 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 1275 0 488 0 1059 0 0
Upstream Filter (I) 0.00 0.89 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 30.5 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.6 0.0 0.2 0.0 0.0 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 Control Delay (d), s/veh 0.0 0.6 0.0 30.7 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.6 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 8.7
HCM 7th LOS A

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HCM 7th Roundabout PM 2024+Project
3: SR 198 WB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 3.5
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 539 411 0 264
Demand Flow Rate, veh/h 550 419 0 269
Vehicles Circulating, veh/h 440 88 256 281
Vehicles Exiting, veh/h 105 168 397 88
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 2.6 3.3 0.0 5.9
Approach LOS A A - A
Lane Left Bypass Left Bypass Left Left Bypass
Designated Moves LT R LT R LTR LT R
Assumed Moves LT LT LTR LT
RT Channelized Free Free Free
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
A (Intercept) 1380 1380 1380 1380
B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3
Entry Flow, veh/h 213 337 281 138 0 264 5
Cap Entry Lane, veh/h 881 1938 1261 1938 1063 1036 1938 Entry HV Adj Factor 0.979 0.980 0.982 0.980 1.000 0.980 0.980 Flow Entry, veh/h 209 330 276 135 0 259 5
Cap Entry, veh/h 863 1900 1239 1900 1063 1015 1900
V/C Ratio 0.242 0.174 0.223 0.071 0.000 0.255 0.003
Control Delay, s/veh 6.7 0.0 4.9 0.0 3.4 6.0 0.0

LOS A A A A A A A
95th %tile Queue, veh 1 1 1 0 0 1 0

Page 1251 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 224 11 145 0 0 0 0 262 65 145 196 0 Future Volume (veh/h) 224 11 145 0 0 0 0 262 65 145 196 0 Number 7 4 14 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 0 1870 1723 1723 1870 0 Adj Flow Rate, veh/h 243 12 158 0 285 71 158 213 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Opposing Right Turn Influence Yes No Yes
Cap, veh/h 295 0 262 0 1057 263 449 585 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.18 0.18 0.18 0.00 0.73 0.71 0.73 0.73 0.00 Unsig. Movement Delay
Ln Grp Delay, s/veh 41.4 0.0 36.2 0.0 0.0 4.6 5.9 0.0 0.0 Ln Grp LOS D D A A
Approach Vol, veh/h 401 356 371
Approach Delay, s/veh 39.3 4.6 5.9
Approach LOS D A A
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Case No 8.0 9.0 8.0
Phs Duration (G+Y+Rc), s 69.8 20.2 69.8
Change Period (Y+Rc), s 5.5 4.1 5.5
Max Green (Gmax), s 52.5 27.9 52.5
Max Allow Headway (MAH), s 4.1 4.2 4.4
Max Q Clear (g_c+l1), s 8.0 14.8 14.1
Green Ext Time (g_e), s 1.3 1.2 1.7
Prob of Phs Call (p_c) 1.00 1.00 1.00
Prob of Max Out (p_x) 0.00 0.02 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1
Mvmt Sat Flow, veh/h 0 1641 536
Through Movement Data
Assigned Mvmt 2 4 6
Mvmt Sat Flow, veh/h 1445 0 799
Right-Turn Movement Data
Assigned Mvmt 12 14 16
Mvmt Sat Flow, veh/h 360 1460 0
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 0

Page 1252 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L+T
Lanes in Grp 0 0 0 1 0 1 0 0
Grp Vol (v), veh/h 0 0 0 243 0 371 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 0 1335 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 12.8 0.0 6.1 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 12.8 0.0 12.1 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 1641 0 1042 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 65.8 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 59.8 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 6.1 0.0 0.0 Time to First Blk (g_f), s 0.0 65.8 0.0 0.0 0.0 2.7 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 2.7 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 0.00 0.43 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 295 0 1034 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.82 0.00 0.36 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 510 0 1034 0 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 35.6 0.0 4.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 5.8 0.0 1.0 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 Control Delay (d), s/veh 0.0 0.0 0.0 41.4 0.0 5.9 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 4.7 0.0 1.2 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.5 0.0 0.3 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 5.2 0.0 1.5 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.37 0.00 0.31 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 0
Lane Assignment
Lanes in Grp 0 0 0 0 0 0 0 0
Grp Vol (v), veh/h 0 0 0 0 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 0 0 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 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 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Page 1253 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 0
Lane Assignment T+R R
Lanes in Grp 0 1 0 1 0 0 0 0
Grp Vol (v), veh/h 0 356 0 158 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1806 0 1460 0 0 0 0
Q Serve Time (g_s), s 0.0 6.0 0.0 9.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 6.0 0.0 9.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.20 0.00 1.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 1321 0 262 0 0 0 0
V/C Ratio (X) 0.00 0.27 0.00 0.60 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 1321 0 454 0 0 0 0
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 4.1 0.0 34.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 2.2 0.0 0.0 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 Control Delay (d), s/veh 0.0 4.6 0.0 36.2 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 1.2 0.0 2.9 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.2 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 1.4 0.0 3.1 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.13 0.00 0.22 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 17.4
HCM 7th LOS B

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HCM 7th TWSC PM 2024+Project
5: 13th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 3.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 299 83 33 227 0 93 0 36 0 0 0
Future Vol, veh/h 0 299 83 33 227 0 93 0 36 0 0 0
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 - - - - - - - - - - - -
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 0 325 90 36 247 0 101 0 39 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 247 0 0 415 0 0 689 689 370 643 734 247 Stage 1 - - - - - - 370 370 - 318 318 -
Stage 2 - - - - - - 318 318 - 325 415 -
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 1319 - - 1144 - - 360 369 676 386 347 792 Stage 1 - - - - - - 650 620 - 693 653 -
Stage 2 - - - - - - 693 653 - 687 592 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1319 - - 1144 - - 347 356 676 351 335 792 Mov Cap-2 Maneuver - - - - - - 347 356 - 351 335 -
Stage 1 - - - - - - 650 620 - 668 630 -
Stage 2 - - - - - - 668 630 - 648 592 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 1.05 18.7 0

HCM LOS C A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 402 1319 - - 228 - - -
HCM Lane V/C Ratio 0.349 - - - 0.031 - - -
HCM Control Delay (s/veh) 18.7 0 - - 8.2 0 - 0
HCM Lane LOS C A - - A A - A
HCM 95th %tile Q(veh) 1.5 0 - - 0.1 - - -

Page 1255 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 6: 12th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 136 239 55 36 230 247 59 308 37 328 338 173 Future Volume (veh/h) 136 239 55 36 230 247 59 308 37 328 338 173 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 148 260 60 39 250 268 64 335 40 357 367 188 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 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 153 337 263 225 419 327 177 1757 208 448 907 457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.67 1.67 1.67 Prop Arrive On Green 0.09 0.18 0.18 0.14 0.22 0.22 0.22 1.00 1.00 0.66 0.66 0.63 Unsig. Movement Delay
Ln Grp Delay, s/veh 103.1 38.9 32.0 34.6 32.5 43.3 33.8 0.4 0.4 27.5 11.9 12.7 Ln Grp LOS F D C C C D C A A C B B
Approach Vol, veh/h 468 557 439 912
Approach Delay, s/veh 58.3 37.9 5.3 18.2
Approach LOS E D A B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 3 6 5 7 8
Case No 4.0 3.0 2.0 6.4 2.0 2.0 3.0
Phs Duration (G+Y+Rc), s 53.4 20.2 16.4 39.7 13.7 12.4 24.2 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5
Max Green (Gmax), s 43.7 24.6 5.2 34.2 4.0 6.9 22.9
Max Allow Headway (MAH), s 4.0 4.1 4.1 4.6 4.1 4.1 4.2
Max Q Clear (g_c+l1), s 2.0 13.9 3.9 34.7 5.0 10.1 17.7 Green Ext Time (g_e), s 1.3 0.8 0.0 0.0 0.0 0.0 1.0
Prob of Phs Call (p_c) 1.00 1.00 0.62 1.00 0.80 0.98 1.00 Prob of Max Out (p_x) 0.00 0.03 1.00 1.00 1.00 1.00 0.68 Left-Turn Movement Data
Assigned Mvmt 3 1 5 7
Mvmt Sat Flow, veh/h 1641 928 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3200 1870 2287 1870
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 379 1460 1153 1460
Left Lane Group Data
Assigned Mvmt 0 0 0 3 1 5 7 0

Page 1256 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 6: 12th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L (Prot) L L (Prot) L (Prot)
Lanes in Grp 0 0 0 1 1 1 1 0
Grp Vol (v), veh/h 0 0 0 39 357 64 148 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 928 1641 1641 0
Q Serve Time (g_s), s 0.0 0.0 0.0 1.9 32.7 3.0 8.1 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 1.9 32.7 3.0 8.1 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 928 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 35.7 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 35.7 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 32.7 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 225 448 177 153 0
V/C Ratio (X) 0.00 0.00 0.00 0.17 0.80 0.36 0.97 0.00
Avail Cap (c_a), veh/h 0 0 0 225 448 177 153 0
Upstream Filter (I) 0.00 0.00 0.00 0.93 0.93 0.95 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 34.3 14.7 32.6 40.7 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 12.8 1.2 62.5 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 34.6 27.5 33.8 103.1 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.7 2.8 1.1 3.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 1.6 0.1 2.7 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.7 4.4 1.1 5.7 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.37 0.56 0.14 0.96 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 4 0 6 0 0 8
Lane Assignment T T T T
Lanes in Grp 0 1 1 0 1 0 0 1
Grp Vol (v), veh/h 0 185 260 0 284 0 0 250
Grp Sat Flow (s), veh/h/ln 0 1777 1870 0 1777 0 0 1870
Q Serve Time (g_s), s 0.0 0.0 11.9 0.0 6.6 0.0 0.0 10.8 Cycle Q Clear Time (g_c), s 0.0 0.0 11.9 0.0 6.6 0.0 0.0 10.8 Lane Grp Cap (c), veh/h 0 976 337 0 705 0 0 419
V/C Ratio (X) 0.00 0.19 0.77 0.00 0.40 0.00 0.00 0.60
Avail Cap (c_a), veh/h 0 976 542 0 705 0 0 507
Upstream Filter (I) 0.00 0.95 1.00 0.00 0.93 0.00 0.00 0.93 Uniform Delay (d1), s/veh 0.0 0.0 35.1 0.0 10.3 0.0 0.0 31.3 Incr Delay (d2), s/veh 0.0 0.4 3.8 0.0 1.6 0.0 0.0 1.3
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.4 38.9 0.0 11.9 0.0 0.0 32.5 1st-Term Q (Q1), veh/ln 0.0 0.0 5.0 0.0 1.9 0.0 0.0 4.4

Page 1257 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 6: 12th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.1 0.4 0.0 0.3 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.1 5.3 0.0 2.2 0.0 0.0 4.6 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.04 0.00 0.00 0.02 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 14 0 16 0 0 18
Lane Assignment T+R R T+R R
Lanes in Grp 0 1 1 0 1 0 0 1
Grp Vol (v), veh/h 0 190 60 0 271 0 0 268
Grp Sat Flow (s), veh/h/ln 0 1802 1460 0 1663 0 0 1460
Q Serve Time (g_s), s 0.0 0.0 3.2 0.0 7.1 0.0 0.0 15.7
Cycle Q Clear Time (g_c), s 0.0 0.0 3.2 0.0 7.1 0.0 0.0 15.7 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.21 1.00 0.00 0.69 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 990 263 0 660 0 0 327
V/C Ratio (X) 0.00 0.19 0.23 0.00 0.41 0.00 0.00 0.82
Avail Cap (c_a), veh/h 0 990 423 0 660 0 0 396
Upstream Filter (I) 0.00 0.95 1.00 0.00 0.93 0.00 0.00 0.93 Uniform Delay (d1), s/veh 0.0 0.0 31.5 0.0 11.0 0.0 0.0 33.2 Incr Delay (d2), s/veh 0.0 0.4 0.4 0.0 1.8 0.0 0.0 10.1 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.4 32.0 0.0 12.7 0.0 0.0 43.3 1st-Term Q (Q1), veh/ln 0.0 0.0 1.0 0.0 2.0 0.0 0.0 5.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.3 0.0 0.0 0.9 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.1 1.1 0.0 2.3 0.0 0.0 6.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.27 0.00 0.04 0.00 0.00 3.03 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 28.3
HCM 7th LOS C

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HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 7: 11th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 168 235 44 83 244 91 70 357 75 112 332 226 Future Volume (veh/h) 168 235 44 83 244 91 70 357 75 112 332 226 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 183 255 48 90 265 99 76 388 82 122 361 246 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 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 487 1029 803 555 714 267 236 675 527 245 675 527 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 Prop Arrive On Green 0.55 0.55 0.55 0.55 0.55 0.53 0.36 0.36 0.36 0.36 0.36 0.36 Unsig. Movement Delay
Ln Grp Delay, s/veh 19.3 10.9 9.5 14.1 0.0 12.7 32.2 24.0 19.6 35.7 23.4 22.7 Ln Grp LOS B B A B B C C B D C C
Approach Vol, veh/h 486 454 546 729
Approach Delay, s/veh 13.9 12.9 24.5 25.3
Approach LOS B B C C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Case No 5.0 5.0 5.0 6.0
Phs Duration (G+Y+Rc), s 36.5 53.5 36.5 53.5
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5
Max Green (Gmax), s 35.5 43.5 35.5 43.5
Max Allow Headway (MAH), s 4.3 4.5 4.4 4.3
Max Q Clear (g_c+l1), s 23.8 24.8 29.2 13.1
Green Ext Time (g_e), s 1.8 2.0 1.8 1.9
Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00
Prob of Max Out (p_x) 0.09 0.00 0.62 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1 3
Mvmt Sat Flow, veh/h 749 937 850 991
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1870 1870 1870 1298
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 485
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 3

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HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 7: 11th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L L L
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 76 0 183 0 122 0 90
Grp Sat Flow (s), veh/h/ln 0 749 0 937 0 850 0 991
Q Serve Time (g_s), s 0.0 8.0 0.0 12.4 0.0 12.2 0.0 4.7 Cycle Q Clear Time (g_c), s 0.0 21.8 0.0 22.8 0.0 27.2 0.0 11.1 Perm LT Sat Flow (s_l), veh/h/ln 0 749 0 937 0 850 0 991 Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 32.5 0.0 49.5 0.0 32.5 0.0 49.5 Perm LT Serve Time (g_u), s 0.0 18.7 0.0 39.0 0.0 17.4 0.0 43.1 Perm LT Q Serve Time (g_ps), s 0.0 8.0 0.0 12.4 0.0 12.2 0.0 4.7 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 236 0 487 0 245 0 555
V/C Ratio (X) 0.00 0.32 0.00 0.38 0.00 0.50 0.00 0.16
Avail Cap (c_a), veh/h 0 274 0 487 0 287 0 555
Upstream Filter (I) 0.00 1.00 0.00 0.62 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 31.4 0.0 17.9 0.0 34.2 0.0 13.4 Incr Delay (d2), s/veh 0.0 0.8 0.0 1.4 0.0 1.6 0.0 0.6
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 32.2 0.0 19.3 0.0 35.7 0.0 14.1 1st-Term Q (Q1), veh/ln 0.0 1.3 0.0 2.3 0.0 2.3 0.0 0.9 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.2 0.0 0.1 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.4 0.0 2.5 0.0 2.4 0.0 1.0 %ile Storage Ratio (RQ%) 0.00 0.32 0.00 0.63 0.00 0.87 0.00 0.25 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T T
Lanes in Grp 0 1 0 1 0 1 0 0
Grp Vol (v), veh/h 0 388 0 255 0 361 0 0
Grp Sat Flow (s), veh/h/ln 0 1870 0 1870 0 1870 0 0
Q Serve Time (g_s), s 0.0 15.1 0.0 6.4 0.0 13.8 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 15.1 0.0 6.4 0.0 13.8 0.0 0.0 Lane Grp Cap (c), veh/h 0 675 0 1029 0 675 0 0
V/C Ratio (X) 0.00 0.57 0.00 0.25 0.00 0.53 0.00 0.00
Avail Cap (c_a), veh/h 0 769 0 1029 0 769 0 0
Upstream Filter (I) 0.00 1.00 0.00 0.62 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 23.2 0.0 10.5 0.0 22.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.8 0.0 0.4 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 Control Delay (d), s/veh 0.0 24.0 0.0 10.9 0.0 23.4 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 5.9 0.0 2.1 0.0 5.4 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 7: 11th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.1 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 6.0 0.0 2.2 0.0 5.5 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.09 0.00 0.01 0.00 0.06 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R R R T+R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 82 0 48 0 246 0 364
Grp Sat Flow (s), veh/h/ln 0 1460 0 1460 0 1460 0 1783
Q Serve Time (g_s), s 0.0 3.4 0.0 1.4 0.0 11.7 0.0 10.5 Cycle Q Clear Time (g_c), s 0.0 3.4 0.0 1.4 0.0 11.7 0.0 10.5 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.27 Lane Grp Cap (c), veh/h 0 527 0 803 0 527 0 981
V/C Ratio (X) 0.00 0.16 0.00 0.06 0.00 0.47 0.00 0.37
Avail Cap (c_a), veh/h 0 600 0 803 0 600 0 981
Upstream Filter (I) 0.00 1.00 0.00 0.62 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 19.5 0.0 9.4 0.0 22.1 0.0 11.6 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.1 0.0 0.6 0.0 1.1
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 19.6 0.0 9.5 0.0 22.7 0.0 12.7 1st-Term Q (Q1), veh/ln 0.0 1.0 0.0 0.4 0.0 3.5 0.0 3.3 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.3 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.1 0.0 0.4 0.0 3.6 0.0 3.6 %ile Storage Ratio (RQ%) 0.00 0.27 0.00 0.19 0.00 0.46 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 20.1
HCM 7th LOS C

Page 1261 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 8: 12th Ave & Hume Ave 07/16/2024
Baseline Synchro 9 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 9 139 146 18 180 155
Future Volume (veh/h) 9 139 146 18 180 155
Number 3 18 2 12 1 6
Initial Q, veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1723 1870 1723 1723 1870
Adj Flow Rate, veh/h 10 151 159 20 196 168
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes
Cap, veh/h 207 184 1278 161 925 1468
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.67 1.67
Prop Arrive On Green 0.13 0.13 0.78 0.78 1.00 1.00
Unsig. Movement Delay
Ln Grp Delay, s/veh 34.7 47.0 0.0 2.5 0.5 0.2
Ln Grp LOS C D A A A
Approach Vol, veh/h 161 179 364
Approach Delay, s/veh 46.2 2.5 0.4
Approach LOS D A A
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 8 6
Case No 8.0 9.0 6.0
Phs Duration (G+Y+Rc), s 74.6 15.4 74.6
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green (Gmax), s 53.0 29.0 53.0
Max Allow Headway (MAH), s 4.0 4.3 4.4
Max Q Clear (g_c+l1), s 4.1 11.1 4.7
Green Ext Time (g_e), s 0.6 0.5 1.5
Prob of Phs Call (p_c) 1.00 0.98 1.00
Prob of Max Out (p_x) 0.00 0.00 0.00
Left-Turn Movement Data
Assigned Mvmt 5 3 1
Mvmt Sat Flow, veh/h 0 1641 1110
Through Movement Data
Assigned Mvmt 2 8 6
Mvmt Sat Flow, veh/h 1629 0 1870
Right-Turn Movement Data
Assigned Mvmt 12 18 16
Mvmt Sat Flow, veh/h 205 1460 0
Left Lane Group Data
Assigned Mvmt 0 5 3 0 0 1 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 8: 12th Ave & Hume Ave 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L
Lanes in Grp 0 0 1 0 0 1 0 0
Grp Vol (v), veh/h 0 0 10 0 0 196 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1641 0 0 1110 0 0
Q Serve Time (g_s), s 0.0 0.0 0.5 0.0 0.0 0.6 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.5 0.0 0.0 2.7 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1641 0 0 1110 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 70.6 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 68.5 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 Time to First Blk (g_f), s 0.0 70.6 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 207 0 0 925 0 0
V/C Ratio (X) 0.00 0.00 0.05 0.00 0.00 0.21 0.00 0.00
Avail Cap (c_a), veh/h 0 0 529 0 0 925 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.96 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 34.6 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 0.5 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 Control Delay (d), s/veh 0.0 0.0 34.7 0.0 0.0 0.5 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.2 0.0 0.0 0.1 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.00 0.02 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 8 0 0 6 0 0
Lane Assignment T
Lanes in Grp 0 0 0 0 0 1 0 0
Grp Vol (v), veh/h 0 0 0 0 0 168 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 1870 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 1468 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.11 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 1468 0 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.96 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.2 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 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2024+Project 8: 12th Ave & Hume Ave 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 18 0 0 16 0 0
Lane Assignment T+R R
Lanes in Grp 0 1 1 0 0 0 0 0
Grp Vol (v), veh/h 0 179 151 0 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1833 1460 0 0 0 0 0
Q Serve Time (g_s), s 0.0 2.1 9.1 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 2.1 9.1 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.11 1.00 0.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 1439 184 0 0 0 0 0
V/C Ratio (X) 0.00 0.12 0.82 0.00 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 1439 470 0 0 0 0 0
Upstream Filter (I) 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 2.3 38.3 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 8.6 0.0 0.0 0.0 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 Control Delay (d), s/veh 0.0 2.5 47.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.3 3.0 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.4 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.3 3.4 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.01 0.03 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 11.4
HCM 7th LOS B

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HCM 7th Signalized Intersection Capacity Analysis PM 2026 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 182 0 469 31 1049 0 0 1256 584 Future Volume (veh/h) 0 0 0 182 0 469 31 1049 0 0 1256 584 Number 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 0 1723 1723 1870 0 0 1870 1723 Adj Flow Rate, veh/h 198 0 510 34 1140 0 0 1365 635
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 2 2 2 0 0 2 2
Opposing Right Turn Influence Yes Yes No
Cap, veh/h 732 0 591 42 2428 0 0 3135 896
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.23 0.00 0.23 0.01 0.23 0.00 0.00 0.61 0.61 Unsig. Movement Delay
Ln Grp Delay, s/veh 29.0 0.0 43.7 72.3 21.5 0.0 0.0 9.7 16.7 Ln Grp LOS C D E C A B
Approach Vol, veh/h 708 1174 2000
Approach Delay, s/veh 39.6 23.0 11.9
Approach LOS D C B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 8 5 6
Case No 4.0 9.0 2.0 7.0
Phs Duration (G+Y+Rc), s 66.2 24.8 6.3 59.9
Change Period (Y+Rc), s 5.5 4.0 4.0 5.5
Max Green (Gmax), s 57.5 24.0 6.0 47.5
Max Allow Headway (MAH), s 4.0 4.3 4.1 4.1
Max Q Clear (g_c+l1), s 27.3 19.4 3.9 29.0
Green Ext Time (g_e), s 5.8 1.5 0.0 9.6
Prob of Phs Call (p_c) 1.00 1.00 0.58 1.00
Prob of Max Out (p_x) 0.01 0.89 1.00 0.39
Left-Turn Movement Data
Assigned Mvmt 3 5 1
Mvmt Sat Flow, veh/h 3183 1641 0
Through Movement Data
Assigned Mvmt 2 8 6
Mvmt Sat Flow, veh/h 3647 0 5274
Right-Turn Movement Data
Assigned Mvmt 12 18 16
Mvmt Sat Flow, veh/h 0 2569 1460
Left Lane Group Data
Assigned Mvmt 0 0 3 0 5 1 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L (Prot)
Lanes in Grp 0 0 2 0 1 0 0 0
Grp Vol (v), veh/h 0 0 198 0 34 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1591 0 1641 0 0 0
Q Serve Time (g_s), s 0.0 0.0 4.6 0.0 1.9 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 4.6 0.0 1.9 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1591 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 55.9 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 732 0 42 0 0 0
V/C Ratio (X) 0.00 0.00 0.27 0.00 0.82 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 843 0 108 0 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.87 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 28.8 0.0 44.9 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.2 0.0 27.4 0.0 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 Control Delay (d), s/veh 0.0 0.0 29.0 0.0 72.3 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 1.6 0.0 0.7 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 1.6 0.0 1.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.16 0.00 0.07 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 8 0 0 6 0 0
Lane Assignment T T
Lanes in Grp 0 2 0 0 0 3 0 0
Grp Vol (v), veh/h 0 1140 0 0 0 1365 0 0
Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1702 0 0
Q Serve Time (g_s), s 0.0 25.3 0.0 0.0 0.0 12.8 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 25.3 0.0 0.0 0.0 12.8 0.0 0.0 Lane Grp Cap (c), veh/h 0 2428 0 0 0 3135 0 0
V/C Ratio (X) 0.00 0.47 0.00 0.00 0.00 0.44 0.00 0.00
Avail Cap (c_a), veh/h 0 2428 0 0 0 3135 0 0
Upstream Filter (I) 0.00 0.87 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 21.0 0.0 0.0 0.0 9.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.6 0.0 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 Control Delay (d), s/veh 0.0 21.5 0.0 0.0 0.0 9.7 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 11.7 0.0 0.0 0.0 3.6 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 11.9 0.0 0.0 0.0 3.7 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.54 0.00 0.00 0.00 0.03 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 18 0 0 16 0 0
Lane Assignment R R
Lanes in Grp 0 0 2 0 0 1 0 0
Grp Vol (v), veh/h 0 0 510 0 0 635 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1285 0 0 1460 0 0
Q Serve Time (g_s), s 0.0 0.0 17.4 0.0 0.0 27.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 17.4 0.0 0.0 27.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 591 0 0 896 0 0
V/C Ratio (X) 0.00 0.00 0.86 0.00 0.00 0.71 0.00 0.00
Avail Cap (c_a), veh/h 0 0 680 0 0 896 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 33.7 0.0 0.0 12.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 10.0 0.0 0.0 4.7 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 Control Delay (d), s/veh 0.0 0.0 43.7 0.0 0.0 16.7 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 4.9 0.0 0.0 6.5 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.8 0.0 0.0 1.2 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 5.7 0.0 0.0 7.7 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.35 0.00 0.00 1.56 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 20.3
HCM 7th LOS C

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HCM 7th Signalized Intersection Capacity Analysis PM 2026 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 452 0 35 0 0 0 0 630 133 0 907 0 Future Volume (veh/h) 452 0 35 0 0 0 0 630 133 0 907 0
Number 7 4 14 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 0 1723 0 1870 1723 0 1870 1723 Adj Flow Rate, veh/h 491 0 38 0 685 145 0 986 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Opposing Right Turn Influence Yes No No
Cap, veh/h 612 0 281 0 2104 445 0 2561 1052
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 2.00 2.00 Prop Arrive On Green 0.19 0.00 0.19 0.00 1.00 1.00 0.00 1.00 0.00 Unsig. Movement Delay
Ln Grp Delay, s/veh 37.6 0.0 30.7 0.0 0.6 0.6 0.0 0.4 0.0 Ln Grp LOS D C A A A
Approach Vol, veh/h 529 830 986
Approach Delay, s/veh 37.1 0.6 0.4
Approach LOS D A A
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Case No 8.0 9.0 7.0
Phs Duration (G+Y+Rc), s 69.6 21.4 69.6
Change Period (Y+Rc), s 5.5 4.0 5.5
Max Green (Gmax), s 50.5 31.0 50.5
Max Allow Headway (MAH), s 4.1 4.1 4.0
Max Q Clear (g_c+l1), s 2.0 15.4 2.0
Green Ext Time (g_e), s 3.3 2.0 4.9
Prob of Phs Call (p_c) 1.00 1.00 1.00
Prob of Max Out (p_x) 0.00 0.01 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1
Mvmt Sat Flow, veh/h 0 3183 0
Through Movement Data
Assigned Mvmt 2 4 6
Mvmt Sat Flow, veh/h 3012 0 3647
Right-Turn Movement Data
Assigned Mvmt 12 14 16
Mvmt Sat Flow, veh/h 617 1460 1460
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L
Lanes in Grp 0 0 0 2 0 0 0 0
Grp Vol (v), veh/h 0 0 0 491 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1591 0 0 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 13.4 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 13.4 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 1591 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 65.6 0.0 0.0 0.0 65.6 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 612 0 0 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.80 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 1088 0 0 0 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 35.1 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 2.5 0.0 0.0 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 Control Delay (d), s/veh 0.0 0.0 0.0 37.6 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 4.8 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 5.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.25 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 0
Lane Assignment T T
Lanes in Grp 0 1 0 0 0 2 0 0
Grp Vol (v), veh/h 0 417 0 0 0 986 0 0
Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1777 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 1281 0 0 0 2561 0 0
V/C Ratio (X) 0.00 0.33 0.00 0.00 0.00 0.38 0.00 0.00
Avail Cap (c_a), veh/h 0 1281 0 0 0 2561 0 0
Upstream Filter (I) 0.00 0.89 0.00 0.00 0.00 0.92 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.6 0.0 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 Control Delay (d), s/veh 0.0 0.6 0.0 0.0 0.0 0.4 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.0 0.0 0.1 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 0
Lane Assignment T+R R R
Lanes in Grp 0 1 0 1 0 1 0 0
Grp Vol (v), veh/h 0 413 0 38 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1759 0 1460 0 1460 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.35 0.00 1.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 1268 0 281 0 1052 0 0
V/C Ratio (X) 0.00 0.33 0.00 0.14 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 1268 0 499 0 1052 0 0
Upstream Filter (I) 0.00 0.89 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 30.5 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.6 0.0 0.2 0.0 0.0 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 Control Delay (d), s/veh 0.0 0.6 0.0 30.7 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.7 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 8.8
HCM 7th LOS A

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HCM 7th Roundabout PM 2026
3: SR 198 WB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 3.7
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 552 430 0 278
Demand Flow Rate, veh/h 564 439 0 284
Vehicles Circulating, veh/h 463 90 264 294
Vehicles Exiting, veh/h 110 174 417 90
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 2.7 3.3 0.0 6.2
Approach LOS A A - A
Lane Left Bypass Left Bypass Left Left Bypass
Designated Moves LT R LT R LTR LT R
Assumed Moves LT LT LTR LT
RT Channelized Free Free Free
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
A (Intercept) 1380 1380 1380 1380
B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3
Entry Flow, veh/h 218 346 294 145 0 279 5
Cap Entry Lane, veh/h 861 1938 1259 1938 1054 1022 1938 Entry HV Adj Factor 0.979 0.980 0.979 0.980 1.000 0.980 0.980 Flow Entry, veh/h 213 339 288 142 0 273 5
Cap Entry, veh/h 843 1900 1232 1900 1054 1002 1900
V/C Ratio 0.253 0.178 0.234 0.075 0.000 0.273 0.003
Control Delay, s/veh 7.0 0.0 5.0 0.0 3.4 6.3 0.0

LOS A A A A A A A
95th %tile Queue, veh 1 1 1 0 0 1 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 236 10 153 0 0 0 0 271 64 150 203 0 Future Volume (veh/h) 236 10 153 0 0 0 0 271 64 150 203 0 Number 7 4 14 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 0 1870 1723 1723 1870 0 Adj Flow Rate, veh/h 257 11 166 0 295 70 163 221 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Opposing Right Turn Influence Yes No Yes
Cap, veh/h 425 0 378 0 662 157 368 390 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.26 0.26 0.26 0.00 0.45 0.40 0.45 0.45 0.00 Unsig. Movement Delay
Ln Grp Delay, s/veh 10.4 0.0 9.4 0.0 0.0 5.7 6.6 0.0 0.0 Ln Grp LOS B A A A
Approach Vol, veh/h 423 365 384
Approach Delay, s/veh 10.0 5.7 6.6
Approach LOS B A A
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Case No 8.0 9.0 8.0
Phs Duration (G+Y+Rc), s 16.6 11.2 16.6
Change Period (Y+Rc), s 5.5 4.1 5.5
Max Green (Gmax), s 52.5 27.9 52.5
Max Allow Headway (MAH), s 4.1 4.2 4.4
Max Q Clear (g_c+l1), s 5.9 5.8 9.3
Green Ext Time (g_e), s 1.4 1.5 1.8
Prob of Phs Call (p_c) 1.00 0.96 1.00
Prob of Max Out (p_x) 0.00 0.00 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1
Mvmt Sat Flow, veh/h 0 1641 404
Through Movement Data
Assigned Mvmt 2 4 6
Mvmt Sat Flow, veh/h 1461 0 861
Right-Turn Movement Data
Assigned Mvmt 12 14 16
Mvmt Sat Flow, veh/h 347 1460 0
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L+T
Lanes in Grp 0 0 0 1 0 1 0 0
Grp Vol (v), veh/h 0 0 0 257 0 384 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 0 1265 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 3.8 0.0 3.4 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 3.8 0.0 7.3 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 1641 0 1033 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 12.6 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 8.7 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 3.4 0.0 0.0 Time to First Blk (g_f), s 0.0 12.6 0.0 0.0 0.0 2.1 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 2.1 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 0.00 0.42 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 425 0 757 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.61 0.00 0.51 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 1656 0 2817 0 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 9.0 0.0 6.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 1.4 0.0 0.5 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 Control Delay (d), s/veh 0.0 0.0 0.0 10.4 0.0 6.6 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.5 0.0 0.1 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.2 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.7 0.0 0.2 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.05 0.00 0.04 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 0
Lane Assignment
Lanes in Grp 0 0 0 0 0 0 0 0
Grp Vol (v), veh/h 0 0 0 0 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 0 0 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 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 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 0
Lane Assignment T+R R
Lanes in Grp 0 1 0 1 0 0 0 0
Grp Vol (v), veh/h 0 365 0 166 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1808 0 1460 0 0 0 0
Q Serve Time (g_s), s 0.0 3.9 0.0 2.6 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 3.9 0.0 2.6 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.19 0.00 1.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 819 0 378 0 0 0 0
V/C Ratio (X) 0.00 0.45 0.00 0.44 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 3518 0 1473 0 0 0 0
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 5.3 0.0 8.6 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.8 0.0 0.0 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 Control Delay (d), s/veh 0.0 5.7 0.0 9.4 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.1 0.0 0.3 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.1 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.4 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.03 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 7.5
HCM 7th LOS A

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HCM 7th TWSC PM 2026
5: 13th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 3.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 323 87 34 231 0 99 0 38 0 0 0
Future Vol, veh/h 0 323 87 34 231 0 99 0 38 0 0 0
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 - - - - - - - - - - - -
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 0 351 95 37 251 0 108 0 41 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 251 0 0 446 0 0 723 723 398 676 771 251 Stage 1 - - - - - - 398 398 - 325 325 -
Stage 2 - - - - - - 325 325 - 351 446 -
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 1314 - - 1115 - - 341 352 651 367 331 788 Stage 1 - - - - - - 628 603 - 687 649 -
Stage 2 - - - - - - 687 649 - 666 574 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1314 - - 1115 - - 328 339 651 331 318 788 Mov Cap-2 Maneuver - - - - - - 328 339 - 331 318 -
Stage 1 - - - - - - 628 603 - 661 624 -
Stage 2 - - - - - - 661 624 - 623 574 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 1.07 20.41 0

HCM LOS C A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 381 1314 - - 231 - - -
HCM Lane V/C Ratio 0.391 - - - 0.033 - - -
HCM Control Delay (s/veh) 20.4 0 - - 8.3 0 - 0
HCM Lane LOS C A - - A A - A
HCM 95th %tile Q(veh) 1.8 0 - - 0.1 - - -

Page 1276 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2026 6: 12th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 136 246 54 37 234 254 59 320 38 340 351 171 Future Volume (veh/h) 136 246 54 37 234 254 59 320 38 340 351 171 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 148 267 59 40 254 276 64 348 41 370 382 186 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 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 151 343 268 225 427 333 164 1755 205 449 939 451 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.67 1.67 1.67 Prop Arrive On Green 0.09 0.18 0.18 0.14 0.23 0.23 0.20 1.00 1.00 0.67 0.67 0.65 Unsig. Movement Delay
Ln Grp Delay, s/veh 107.3 39.2 32.0 35.1 32.6 44.7 35.4 0.4 0.4 29.7 11.5 12.3 Ln Grp LOS F D C D C D D A A C B B
Approach Vol, veh/h 474 570 453 938
Approach Delay, s/veh 59.6 38.7 5.4 18.9
Approach LOS E D A B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 3 6 5 7 8
Case No 4.0 3.0 2.0 6.4 2.0 2.0 3.0
Phs Duration (G+Y+Rc), s 53.8 20.7 16.5 40.7 13.1 12.4 24.8 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5
Max Green (Gmax), s 44.7 24.5 5.3 35.2 4.0 6.9 22.9
Max Allow Headway (MAH), s 4.0 4.1 4.1 4.6 4.1 4.1 4.2
Max Q Clear (g_c+l1), s 2.0 14.4 4.0 38.7 5.1 10.2 18.4 Green Ext Time (g_e), s 1.3 0.8 0.0 0.0 0.0 0.0 0.9
Prob of Phs Call (p_c) 1.00 1.00 0.64 1.00 0.80 0.98 1.00 Prob of Max Out (p_x) 0.00 0.04 1.00 1.00 1.00 1.00 0.88 Left-Turn Movement Data
Assigned Mvmt 3 1 5 7
Mvmt Sat Flow, veh/h 1641 916 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3205 1870 2328 1870
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 375 1460 1118 1460
Left Lane Group Data
Assigned Mvmt 0 0 0 3 1 5 7 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026 6: 12th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L (Prot) L L (Prot) L (Prot)
Lanes in Grp 0 0 0 1 1 1 1 0
Grp Vol (v), veh/h 0 0 0 40 370 64 148 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 916 1641 1641 0
Q Serve Time (g_s), s 0.0 0.0 0.0 2.0 36.7 3.1 8.2 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 2.0 36.7 3.1 8.2 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 916 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 36.7 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 36.7 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 36.7 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 225 449 164 151 0
V/C Ratio (X) 0.00 0.00 0.00 0.18 0.82 0.39 0.98 0.00
Avail Cap (c_a), veh/h 0 0 0 225 449 164 151 0
Upstream Filter (I) 0.00 0.00 0.00 0.93 0.93 0.95 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 34.7 14.9 34.0 41.2 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 14.8 1.4 66.1 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 35.1 29.7 35.4 107.3 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.7 2.9 1.1 3.1 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 1.8 0.1 2.8 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.8 4.7 1.2 5.9 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.38 0.60 0.15 0.99 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 4 0 6 0 0 8
Lane Assignment T T T T
Lanes in Grp 0 1 1 0 1 0 0 1
Grp Vol (v), veh/h 0 192 267 0 290 0 0 254
Grp Sat Flow (s), veh/h/ln 0 1777 1870 0 1777 0 0 1870
Q Serve Time (g_s), s 0.0 0.0 12.4 0.0 6.7 0.0 0.0 11.0 Cycle Q Clear Time (g_c), s 0.0 0.0 12.4 0.0 6.7 0.0 0.0 11.0 Lane Grp Cap (c), veh/h 0 973 343 0 717 0 0 427
V/C Ratio (X) 0.00 0.20 0.78 0.00 0.40 0.00 0.00 0.59
Avail Cap (c_a), veh/h 0 973 534 0 717 0 0 502
Upstream Filter (I) 0.00 0.95 1.00 0.00 0.93 0.00 0.00 0.93 Uniform Delay (d1), s/veh 0.0 0.0 35.4 0.0 10.0 0.0 0.0 31.3 Incr Delay (d2), s/veh 0.0 0.4 3.8 0.0 1.6 0.0 0.0 1.3
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.4 39.2 0.0 11.5 0.0 0.0 32.6 1st-Term Q (Q1), veh/ln 0.0 0.0 5.2 0.0 1.9 0.0 0.0 4.6

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HCM 7th Signalized Intersection Capacity Analysis PM 2026 6: 12th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.1 0.4 0.0 0.3 0.0 0.0 0.2 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.1 5.6 0.0 2.2 0.0 0.0 4.7 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.04 0.00 0.00 0.02 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 14 0 16 0 0 18
Lane Assignment T+R R T+R R
Lanes in Grp 0 1 1 0 1 0 0 1
Grp Vol (v), veh/h 0 197 59 0 278 0 0 276
Grp Sat Flow (s), veh/h/ln 0 1803 1460 0 1669 0 0 1460
Q Serve Time (g_s), s 0.0 0.0 3.1 0.0 7.2 0.0 0.0 16.4
Cycle Q Clear Time (g_c), s 0.0 0.0 3.1 0.0 7.2 0.0 0.0 16.4 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.21 1.00 0.00 0.67 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 987 268 0 673 0 0 333
V/C Ratio (X) 0.00 0.20 0.22 0.00 0.41 0.00 0.00 0.83
Avail Cap (c_a), veh/h 0 987 417 0 673 0 0 391
Upstream Filter (I) 0.00 0.95 1.00 0.00 0.93 0.00 0.00 0.93 Uniform Delay (d1), s/veh 0.0 0.0 31.6 0.0 10.6 0.0 0.0 33.4 Incr Delay (d2), s/veh 0.0 0.4 0.4 0.0 1.7 0.0 0.0 11.3 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.4 32.0 0.0 12.3 0.0 0.0 44.7 1st-Term Q (Q1), veh/ln 0.0 0.0 1.0 0.0 2.0 0.0 0.0 5.3 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.3 0.0 0.0 1.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.1 1.1 0.0 2.3 0.0 0.0 6.3 %ile Storage Ratio (RQ%) 0.00 0.00 0.27 0.00 0.04 0.00 0.00 3.21 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 28.9
HCM 7th LOS C

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HCM 7th Signalized Intersection Capacity Analysis PM 2026 7: 11th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 174 249 45 85 247 94 72 371 78 116 345 231 Future Volume (veh/h) 174 249 45 85 247 94 72 371 78 116 345 231 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 189 271 49 92 268 102 78 403 85 126 375 251 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 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 469 1010 788 530 697 265 237 696 543 246 696 543 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 Prop Arrive On Green 0.54 0.54 0.54 0.54 0.54 0.52 0.37 0.37 0.37 0.37 0.37 0.37 Unsig. Movement Delay
Ln Grp Delay, s/veh 20.8 11.6 10.1 15.3 0.0 13.5 32.2 23.7 19.2 35.9 23.1 22.3 Ln Grp LOS C B B B B C C B D C C
Approach Vol, veh/h 509 462 566 752
Approach Delay, s/veh 14.9 13.8 24.2 25.0
Approach LOS B B C C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Case No 5.0 5.0 5.0 6.0
Phs Duration (G+Y+Rc), s 37.9 53.1 37.9 53.1
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5
Max Green (Gmax), s 36.5 43.5 36.5 43.5
Max Allow Headway (MAH), s 4.4 4.5 4.4 4.3
Max Q Clear (g_c+l1), s 24.8 26.5 30.6 14.2
Green Ext Time (g_e), s 1.9 2.1 1.8 1.9
Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00
Prob of Max Out (p_x) 0.10 0.00 0.70 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1 3
Mvmt Sat Flow, veh/h 736 932 836 976
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1870 1870 1870 1291
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 491
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 3

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HCM 7th Signalized Intersection Capacity Analysis PM 2026 7: 11th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L L L
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 78 0 189 0 126 0 92
Grp Sat Flow (s), veh/h/ln 0 736 0 932 0 836 0 976
Q Serve Time (g_s), s 0.0 8.5 0.0 13.5 0.0 12.9 0.0 5.1 Cycle Q Clear Time (g_c), s 0.0 22.8 0.0 24.5 0.0 28.6 0.0 12.2 Perm LT Sat Flow (s_l), veh/h/ln 0 736 0 932 0 836 0 976 Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 33.9 0.0 49.1 0.0 33.9 0.0 49.1 Perm LT Serve Time (g_u), s 0.0 19.5 0.0 38.1 0.0 18.2 0.0 42.0 Perm LT Q Serve Time (g_ps), s 0.0 8.5 0.0 13.5 0.0 12.9 0.0 5.1 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 237 0 469 0 246 0 530
V/C Ratio (X) 0.00 0.33 0.00 0.40 0.00 0.51 0.00 0.17
Avail Cap (c_a), veh/h 0 271 0 469 0 284 0 530
Upstream Filter (I) 0.00 1.00 0.00 0.57 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 31.4 0.0 19.3 0.0 34.3 0.0 14.5 Incr Delay (d2), s/veh 0.0 0.8 0.0 1.5 0.0 1.6 0.0 0.7
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 32.2 0.0 20.8 0.0 35.9 0.0 15.3 1st-Term Q (Q1), veh/ln 0.0 1.4 0.0 2.5 0.0 2.4 0.0 1.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.2 0.0 0.1 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.4 0.0 2.7 0.0 2.5 0.0 1.1 %ile Storage Ratio (RQ%) 0.00 0.33 0.00 0.69 0.00 0.91 0.00 0.27 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T T
Lanes in Grp 0 1 0 1 0 1 0 0
Grp Vol (v), veh/h 0 403 0 271 0 375 0 0
Grp Sat Flow (s), veh/h/ln 0 1870 0 1870 0 1870 0 0
Q Serve Time (g_s), s 0.0 15.7 0.0 7.1 0.0 14.3 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 15.7 0.0 7.1 0.0 14.3 0.0 0.0 Lane Grp Cap (c), veh/h 0 696 0 1010 0 696 0 0
V/C Ratio (X) 0.00 0.58 0.00 0.27 0.00 0.54 0.00 0.00
Avail Cap (c_a), veh/h 0 781 0 1010 0 781 0 0
Upstream Filter (I) 0.00 1.00 0.00 0.57 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 22.9 0.0 11.3 0.0 22.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.9 0.0 0.4 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 Control Delay (d), s/veh 0.0 23.7 0.0 11.6 0.0 23.1 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 6.1 0.0 2.4 0.0 5.6 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026 7: 11th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.1 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 6.3 0.0 2.5 0.0 5.7 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.09 0.00 0.01 0.00 0.06 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R R R T+R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 85 0 49 0 251 0 370
Grp Sat Flow (s), veh/h/ln 0 1460 0 1460 0 1460 0 1782
Q Serve Time (g_s), s 0.0 3.5 0.0 1.5 0.0 11.9 0.0 11.1 Cycle Q Clear Time (g_c), s 0.0 3.5 0.0 1.5 0.0 11.9 0.0 11.1 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.28 Lane Grp Cap (c), veh/h 0 543 0 788 0 543 0 962
V/C Ratio (X) 0.00 0.16 0.00 0.06 0.00 0.46 0.00 0.38
Avail Cap (c_a), veh/h 0 610 0 788 0 610 0 962
Upstream Filter (I) 0.00 1.00 0.00 0.57 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 19.0 0.0 10.0 0.0 21.7 0.0 12.3 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.1 0.0 0.6 0.0 1.2
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 19.2 0.0 10.1 0.0 22.3 0.0 13.5 1st-Term Q (Q1), veh/ln 0.0 1.1 0.0 0.4 0.0 3.6 0.0 3.6 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.3 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.1 0.0 0.4 0.0 3.7 0.0 3.9 %ile Storage Ratio (RQ%) 0.00 0.28 0.00 0.21 0.00 0.47 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 20.3
HCM 7th LOS C

Page 1282 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2026 8: 12th Ave & Hume Ave 07/16/2024
Baseline Synchro 9 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 9 142 172 19 193 175
Future Volume (veh/h) 9 142 172 19 193 175
Number 3 18 2 12 1 6
Initial Q, veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1723 1870 1723 1723 1870
Adj Flow Rate, veh/h 10 154 187 21 210 190
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes
Cap, veh/h 210 187 1295 145 897 1466
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Prop Arrive On Green 0.13 0.13 0.78 0.78 0.78 0.78
Unsig. Movement Delay
Ln Grp Delay, s/veh 34.9 47.4 0.0 2.6 3.9 2.5
Ln Grp LOS C D A A A
Approach Vol, veh/h 164 208 400
Approach Delay, s/veh 46.6 2.6 3.3
Approach LOS D A A
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 8 6
Case No 8.0 9.0 6.0
Phs Duration (G+Y+Rc), s 75.3 15.7 75.3
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green (Gmax), s 55.0 28.0 55.0
Max Allow Headway (MAH), s 4.0 4.3 4.4
Max Q Clear (g_c+l1), s 4.5 11.4 9.9
Green Ext Time (g_e), s 0.7 0.5 1.7
Prob of Phs Call (p_c) 1.00 0.98 1.00
Prob of Max Out (p_x) 0.00 0.00 0.00
Left-Turn Movement Data
Assigned Mvmt 5 3 1
Mvmt Sat Flow, veh/h 0 1641 1081
Through Movement Data
Assigned Mvmt 2 8 6
Mvmt Sat Flow, veh/h 1652 0 1870
Right-Turn Movement Data
Assigned Mvmt 12 18 16
Mvmt Sat Flow, veh/h 185 1460 0
Left Lane Group Data
Assigned Mvmt 0 5 3 0 0 1 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026 8: 12th Ave & Hume Ave 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L
Lanes in Grp 0 0 1 0 0 1 0 0
Grp Vol (v), veh/h 0 0 10 0 0 210 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1641 0 0 1081 0 0
Q Serve Time (g_s), s 0.0 0.0 0.5 0.0 0.0 5.3 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.5 0.0 0.0 7.9 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1641 0 0 1081 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 71.3 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 68.8 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 5.3 0.0 0.0 Time to First Blk (g_f), s 0.0 71.3 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 210 0 0 897 0 0
V/C Ratio (X) 0.00 0.00 0.05 0.00 0.00 0.23 0.00 0.00
Avail Cap (c_a), veh/h 0 0 505 0 0 897 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.95 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 34.8 0.0 0.0 3.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.1 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 Control Delay (d), s/veh 0.0 0.0 34.9 0.0 0.0 3.9 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.2 0.0 0.0 0.6 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.2 0.0 0.0 0.7 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.00 0.09 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 8 0 0 6 0 0
Lane Assignment T
Lanes in Grp 0 0 0 0 0 1 0 0
Grp Vol (v), veh/h 0 0 0 0 0 190 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 1870 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 2.2 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 2.2 0.0 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 1466 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.13 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 1466 0 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.95 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 2.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.2 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 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 2.5 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026 8: 12th Ave & Hume Ave 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 18 0 0 16 0 0
Lane Assignment T+R R
Lanes in Grp 0 1 1 0 0 0 0 0
Grp Vol (v), veh/h 0 208 154 0 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1837 1460 0 0 0 0 0
Q Serve Time (g_s), s 0.0 2.5 9.4 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 2.5 9.4 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.10 1.00 0.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 1440 187 0 0 0 0 0
V/C Ratio (X) 0.00 0.14 0.82 0.00 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 1440 449 0 0 0 0 0
Upstream Filter (I) 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 2.4 38.7 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 8.7 0.0 0.0 0.0 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 Control Delay (d), s/veh 0.0 2.6 47.4 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.3 3.1 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.5 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.4 3.6 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.01 0.03 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 12.3
HCM 7th LOS B

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HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 206 0 469 31 1073 0 0 1296 584 Future Volume (veh/h) 0 0 0 206 0 469 31 1073 0 0 1296 584 Number 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 0 1723 1723 1870 0 0 1870 1723 Adj Flow Rate, veh/h 224 0 510 34 1166 0 0 1409 635
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 2 2 2 0 0 2 2
Opposing Right Turn Influence Yes Yes No
Cap, veh/h 729 0 589 41 2470 0 0 3225 922
HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.23 0.00 0.23 0.02 0.47 0.00 0.00 0.63 0.63 Unsig. Movement Delay
Ln Grp Delay, s/veh 33.5 0.0 48.5 79.7 15.3 0.0 0.0 10.2 16.7 Ln Grp LOS C D E B B B
Approach Vol, veh/h 734 1200 2044
Approach Delay, s/veh 43.9 17.1 12.2
Approach LOS D B B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 8 5 6
Case No 4.0 9.0 2.0 7.0
Phs Duration (G+Y+Rc), s 76.3 27.7 6.6 69.7
Change Period (Y+Rc), s 5.5 4.0 4.0 5.5
Max Green (Gmax), s 66.5 28.0 6.0 56.5
Max Allow Headway (MAH), s 4.0 4.3 4.1 4.1
Max Q Clear (g_c+l1), s 25.4 21.9 4.1 31.5
Green Ext Time (g_e), s 6.2 1.9 0.0 11.5
Prob of Phs Call (p_c) 1.00 1.00 0.63 1.00
Prob of Max Out (p_x) 0.00 0.59 1.00 0.27
Left-Turn Movement Data
Assigned Mvmt 3 5 1
Mvmt Sat Flow, veh/h 3183 1641 0
Through Movement Data
Assigned Mvmt 2 8 6
Mvmt Sat Flow, veh/h 3647 0 5274
Right-Turn Movement Data
Assigned Mvmt 12 18 16
Mvmt Sat Flow, veh/h 0 2569 1460
Left Lane Group Data
Assigned Mvmt 0 0 3 0 5 1 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L (Prot)
Lanes in Grp 0 0 2 0 1 0 0 0
Grp Vol (v), veh/h 0 0 224 0 34 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1591 0 1641 0 0 0
Q Serve Time (g_s), s 0.0 0.0 6.1 0.0 2.1 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 6.1 0.0 2.1 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1591 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 65.7 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 729 0 41 0 0 0
V/C Ratio (X) 0.00 0.00 0.31 0.00 0.83 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 860 0 95 0 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.86 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 33.2 0.0 50.9 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.2 0.0 28.8 0.0 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 Control Delay (d), s/veh 0.0 0.0 33.5 0.0 79.7 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 2.2 0.0 0.8 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 2.2 0.0 1.2 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.21 0.00 0.07 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 8 0 0 6 0 0
Lane Assignment T T
Lanes in Grp 0 2 0 0 0 3 0 0
Grp Vol (v), veh/h 0 1166 0 0 0 1409 0 0
Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1702 0 0
Q Serve Time (g_s), s 0.0 23.4 0.0 0.0 0.0 14.6 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 23.4 0.0 0.0 0.0 14.6 0.0 0.0 Lane Grp Cap (c), veh/h 0 2470 0 0 0 3225 0 0
V/C Ratio (X) 0.00 0.47 0.00 0.00 0.00 0.44 0.00 0.00
Avail Cap (c_a), veh/h 0 2470 0 0 0 3225 0 0
Upstream Filter (I) 0.00 0.86 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 14.7 0.0 0.0 0.0 9.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.6 0.0 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 Control Delay (d), s/veh 0.0 15.3 0.0 0.0 0.0 10.2 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 9.6 0.0 0.0 0.0 4.3 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 9.7 0.0 0.0 0.0 4.4 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.45 0.00 0.00 0.00 0.03 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 18 0 0 16 0 0
Lane Assignment R R
Lanes in Grp 0 0 2 0 0 1 0 0
Grp Vol (v), veh/h 0 0 510 0 0 635 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1285 0 0 1460 0 0
Q Serve Time (g_s), s 0.0 0.0 19.9 0.0 0.0 29.5 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 19.9 0.0 0.0 29.5 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 589 0 0 922 0 0
V/C Ratio (X) 0.00 0.00 0.87 0.00 0.00 0.69 0.00 0.00
Avail Cap (c_a), veh/h 0 0 694 0 0 922 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 38.6 0.0 0.0 12.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 9.9 0.0 0.0 4.2 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 Control Delay (d), s/veh 0.0 0.0 48.5 0.0 0.0 16.7 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 5.8 0.0 0.0 7.5 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.8 0.0 0.0 1.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 6.6 0.0 0.0 8.6 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.41 0.00 0.00 1.74 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 19.5
HCM 7th LOS B

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HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 452 0 35 0 0 0 0 654 147 0 971 0 Future Volume (veh/h) 452 0 35 0 0 0 0 654 147 0 971 0
Number 7 4 14 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 0 1723 0 1870 1723 0 1870 1723 Adj Flow Rate, veh/h 491 0 38 0 711 160 0 1055 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Opposing Right Turn Influence Yes No No
Cap, veh/h 599 0 275 0 2121 477 0 2615 1074
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 Prop Arrive On Green 0.19 0.00 0.19 0.00 0.74 0.72 0.00 1.00 0.00 Unsig. Movement Delay
Ln Grp Delay, s/veh 43.4 0.0 35.4 0.0 5.4 5.5 0.0 0.4 0.0 Ln Grp LOS D D A A A
Approach Vol, veh/h 529 871 1055
Approach Delay, s/veh 42.8 5.4 0.4
Approach LOS D A A
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Case No 8.0 9.0 7.0
Phs Duration (G+Y+Rc), s 80.5 23.5 80.5
Change Period (Y+Rc), s 5.5 4.0 5.5
Max Green (Gmax), s 59.5 35.0 59.5
Max Allow Headway (MAH), s 4.1 4.1 4.0
Max Q Clear (g_c+l1), s 11.2 17.4 2.0
Green Ext Time (g_e), s 3.5 2.1 5.4
Prob of Phs Call (p_c) 1.00 1.00 1.00
Prob of Max Out (p_x) 0.00 0.00 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1
Mvmt Sat Flow, veh/h 0 3183 0
Through Movement Data
Assigned Mvmt 2 4 6
Mvmt Sat Flow, veh/h 2976 0 3647
Right-Turn Movement Data
Assigned Mvmt 12 14 16
Mvmt Sat Flow, veh/h 648 1460 1460
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L
Lanes in Grp 0 0 0 2 0 0 0 0
Grp Vol (v), veh/h 0 0 0 491 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1591 0 0 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 15.4 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 15.4 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 1591 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 76.5 0.0 0.0 0.0 76.5 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 599 0 0 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.82 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 1074 0 0 0 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 40.5 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 2.8 0.0 0.0 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 Control Delay (d), s/veh 0.0 0.0 0.0 43.4 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 5.6 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 5.9 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.29 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 0
Lane Assignment T T
Lanes in Grp 0 1 0 0 0 2 0 0
Grp Vol (v), veh/h 0 438 0 0 0 1055 0 0
Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1777 0 0
Q Serve Time (g_s), s 0.0 9.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 9.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 1307 0 0 0 2615 0 0
V/C Ratio (X) 0.00 0.34 0.00 0.00 0.00 0.40 0.00 0.00
Avail Cap (c_a), veh/h 0 1307 0 0 0 2615 0 0
Upstream Filter (I) 0.00 0.78 0.00 0.00 0.00 0.91 0.00 0.00 Uniform Delay (d1), s/veh 0.0 4.8 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 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 Control Delay (d), s/veh 0.0 5.4 0.0 0.0 0.0 0.4 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 2.1 0.0 0.0 0.0 0.0 0.0 0.0

Page 1291 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.2 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 2.3 0.0 0.0 0.0 0.2 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.04 0.00 0.00 0.00 0.01 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 0
Lane Assignment T+R R R
Lanes in Grp 0 1 0 1 0 1 0 0
Grp Vol (v), veh/h 0 433 0 38 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1754 0 1460 0 1460 0 0
Q Serve Time (g_s), s 0.0 9.2 0.0 2.3 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 9.2 0.0 2.3 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.37 0.00 1.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 1290 0 275 0 1074 0 0
V/C Ratio (X) 0.00 0.34 0.00 0.14 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 1290 0 493 0 1074 0 0
Upstream Filter (I) 0.00 0.78 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 4.9 0.0 35.2 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.2 0.0 0.0 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 Control Delay (d), s/veh 0.0 5.5 0.0 35.4 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 2.1 0.0 0.8 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 2.3 0.0 0.8 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.04 0.00 0.02 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 11.3
HCM 7th LOS B

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HCM 7th Roundabout PM 2026+Project
3: SR 198 WB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 3.9
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 561 455 0 278
Demand Flow Rate, veh/h 573 464 0 284
Vehicles Circulating, veh/h 483 90 273 319
Vehicles Exiting, veh/h 115 183 437 90
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 2.9 3.6 0.0 6.4
Approach LOS A A - A
Lane Left Bypass Left Bypass Left Left Bypass
Designated Moves LT R LT R LTR LT R
Assumed Moves LT LT LTR LT
RT Channelized Free Free Free
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
A (Intercept) 1380 1380 1380 1380
B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3
Entry Flow, veh/h 227 346 319 145 0 279 5
Cap Entry Lane, veh/h 843 1938 1259 1938 1045 997 1938
Entry HV Adj Factor 0.979 0.980 0.980 0.980 1.000 0.980 0.980 Flow Entry, veh/h 222 339 313 142 0 273 5
Cap Entry, veh/h 826 1900 1234 1900 1045 977 1900
V/C Ratio 0.269 0.178 0.253 0.075 0.000 0.280 0.003
Control Delay, s/veh 7.3 0.0 5.2 0.0 3.4 6.5 0.0

LOS A A A A A A A
95th %tile Queue, veh 1 1 1 0 0 1 0

Page 1293 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 236 18 153 0 0 0 0 271 96 150 203 0 Future Volume (veh/h) 236 18 153 0 0 0 0 271 96 150 203 0 Number 7 4 14 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 0 1870 1723 1723 1870 0 Adj Flow Rate, veh/h 257 20 166 0 295 104 163 221 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Opposing Right Turn Influence Yes No Yes
Cap, veh/h 421 0 375 0 612 216 356 388 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.26 0.25 0.26 0.00 0.46 0.41 0.46 0.46 0.00 Unsig. Movement Delay
Ln Grp Delay, s/veh 10.8 0.0 9.7 0.0 0.0 5.9 6.7 0.0 0.0 Ln Grp LOS B A A A
Approach Vol, veh/h 423 399 384
Approach Delay, s/veh 10.4 5.9 6.7
Approach LOS B A A
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Case No 8.0 9.0 8.0
Phs Duration (G+Y+Rc), s 17.3 11.3 17.3
Change Period (Y+Rc), s 5.5 4.1 5.5
Max Green (Gmax), s 52.5 27.9 52.5
Max Allow Headway (MAH), s 4.1 4.2 4.5
Max Q Clear (g_c+l1), s 6.5 5.9 10.0
Green Ext Time (g_e), s 1.5 1.5 1.8
Prob of Phs Call (p_c) 1.00 0.97 1.00
Prob of Max Out (p_x) 0.00 0.00 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1
Mvmt Sat Flow, veh/h 0 1641 380
Through Movement Data
Assigned Mvmt 2 4 6
Mvmt Sat Flow, veh/h 1321 0 836
Right-Turn Movement Data
Assigned Mvmt 12 14 16
Mvmt Sat Flow, veh/h 466 1460 0
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 0

Page 1294 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L+T
Lanes in Grp 0 0 0 1 0 1 0 0
Grp Vol (v), veh/h 0 0 0 257 0 384 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 0 1217 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 3.9 0.0 3.5 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 3.9 0.0 8.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 1641 0 1001 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 13.3 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 8.8 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 3.5 0.0 0.0 Time to First Blk (g_f), s 0.0 13.3 0.0 0.0 0.0 2.3 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 2.3 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 0.00 0.42 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 421 0 743 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.61 0.00 0.52 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 1606 0 2672 0 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 9.4 0.0 6.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 1.4 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 Control Delay (d), s/veh 0.0 0.0 0.0 10.8 0.0 6.7 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.6 0.0 0.1 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.2 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.7 0.0 0.2 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.05 0.00 0.05 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 0
Lane Assignment
Lanes in Grp 0 0 0 0 0 0 0 0
Grp Vol (v), veh/h 0 0 0 0 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 0 0 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 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 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Page 1295 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 0
Lane Assignment T+R R
Lanes in Grp 0 1 0 1 0 0 0 0
Grp Vol (v), veh/h 0 399 0 166 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1787 0 1460 0 0 0 0
Q Serve Time (g_s), s 0.0 4.5 0.0 2.7 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 4.5 0.0 2.7 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.26 0.00 1.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 828 0 375 0 0 0 0
V/C Ratio (X) 0.00 0.48 0.00 0.44 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 3372 0 1429 0 0 0 0
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 5.5 0.0 8.9 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.8 0.0 0.0 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 Control Delay (d), s/veh 0.0 5.9 0.0 9.7 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.1 0.0 0.4 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.1 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.4 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.03 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 7.7
HCM 7th LOS A

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HCM 7th TWSC PM 2026+Project
5: 13th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 363 87 34 254 0 99 0 38 0 0 0
Future Vol, veh/h 0 363 87 34 254 0 99 0 38 0 0 0
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 - - - - - - - - - - - -
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 0 395 95 37 276 0 108 0 41 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 276 0 0 489 0 0 792 792 442 745 839 276 Stage 1 - - - - - - 442 442 - 350 350 -
Stage 2 - - - - - - 350 350 - 395 489 -
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 1287 - - 1074 - - 307 322 616 330 302 763 Stage 1 - - - - - - 595 576 - 666 633 -
Stage 2 - - - - - - 666 633 - 631 549 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1287 - - 1074 - - 295 309 616 296 290 763 Mov Cap-2 Maneuver - - - - - - 295 309 - 296 290 -
Stage 1 - - - - - - 595 576 - 639 607 -
Stage 2 - - - - - - 639 607 - 588 549 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 1 23.19 0

HCM LOS C A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 344 1287 - - 213 - - -
HCM Lane V/C Ratio 0.432 - - - 0.034 - - -
HCM Control Delay (s/veh) 23.2 0 - - 8.5 0 - 0
HCM Lane LOS C A - - A A - A
HCM 95th %tile Q(veh) 2.1 0 - - 0.1 - - -

Page 1297 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 6: 12th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 174 291 66 37 310 256 78 320 38 334 351 235 Future Volume (veh/h) 174 291 66 37 310 256 78 320 38 334 351 235 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 189 316 72 40 337 278 85 348 41 363 382 255 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 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 242 605 472 75 414 323 132 486 57 505 777 512 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 Prop Arrive On Green 0.15 0.32 0.32 0.05 0.22 0.22 0.08 0.15 0.14 0.31 0.38 0.36 Unsig. Movement Delay
Ln Grp Delay, s/veh 53.1 26.4 22.5 48.7 42.4 21.5 46.4 51.7 52.3 33.2 24.4 25.3 Ln Grp LOS D C C D D C D D D C C C
Approach Vol, veh/h 577 655 474 1000
Approach Delay, s/veh 34.7 33.9 51.0 27.8
Approach LOS C C D C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 3 4 5 6 7 8
Case No 4.0 2.0 2.0 3.0 2.0 4.0 2.0 3.0
Phs Duration (G+Y+Rc), s 18.1 32.6 8.2 34.1 11.5 39.2 17.7 24.6 Change Period (Y+Rc), s * 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green (Gmax), s * 20 17.0 7.3 27.9 9.3 26.5 12.3 22.9 Max Allow Headway (MAH), s 4.0 4.1 4.1 4.1 4.1 4.1 4.1 4.1 Max Q Clear (g_c+l1), s 11.7 20.3 4.2 14.8 6.7 15.6 12.3 17.9 Green Ext Time (g_e), s 0.9 0.0 0.0 1.1 0.0 1.9 0.0 1.2 Prob of Phs Call (p_c) 1.00 1.00 0.64 1.00 0.89 1.00 0.99 1.00 Prob of Max Out (p_x) 0.11 1.00 1.00 0.01 1.00 0.12 1.00 0.76 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1641 1641 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3205 1870 2052 1870
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 375 1460 1352 1460
Left Lane Group Data
Assigned Mvmt 0 1 3 0 5 0 7 0

Page 1298 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 6: 12th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 0 1 1 0 1 0 1 0
Grp Vol (v), veh/h 0 363 40 0 85 0 189 0
Grp Sat Flow (s), veh/h/ln 0 1641 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 0.0 18.3 2.2 0.0 4.7 0.0 10.3 0.0 Cycle Q Clear Time (g_c), s 0.0 18.3 2.2 0.0 4.7 0.0 10.3 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 505 75 0 132 0 242 0
V/C Ratio (X) 0.00 0.72 0.54 0.00 0.65 0.00 0.78 0.00
Avail Cap (c_a), veh/h 0 505 155 0 191 0 243 0
Upstream Filter (I) 0.00 0.92 0.90 0.00 0.95 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 28.6 43.4 0.0 41.5 0.0 38.2 0.0 Incr Delay (d2), s/veh 0.0 4.5 5.3 0.0 4.9 0.0 14.9 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 33.2 48.7 0.0 46.4 0.0 53.1 0.0 1st-Term Q (Q1), veh/ln 0.0 6.5 0.8 0.0 1.8 0.0 3.8 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.6 0.1 0.0 0.2 0.0 1.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 7.1 1.0 0.0 1.9 0.0 4.8 0.0 %ile Storage Ratio (RQ%) 0.00 0.90 0.49 0.00 0.25 0.00 0.82 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 2 0 0 4 0 6 0 8
Lane Assignment T T T T
Lanes in Grp 1 0 0 1 0 1 0 1
Grp Vol (v), veh/h 192 0 0 316 0 330 0 337
Grp Sat Flow (s), veh/h/ln 1777 0 0 1870 0 1777 0 1870
Q Serve Time (g_s), s 9.5 0.0 0.0 12.8 0.0 13.2 0.0 15.9 Cycle Q Clear Time (g_c), s 9.5 0.0 0.0 12.8 0.0 13.2 0.0 15.9 Lane Grp Cap (c), veh/h 269 0 0 605 0 673 0 414
V/C Ratio (X) 0.71 0.00 0.00 0.52 0.00 0.49 0.00 0.81
Avail Cap (c_a), veh/h 417 0 0 605 0 673 0 491
Upstream Filter (I) 0.95 0.00 0.00 1.00 0.00 0.92 0.00 0.90 Uniform Delay (d1), s/veh 37.5 0.0 0.0 25.6 0.0 22.0 0.0 34.4 Incr Delay (d2), s/veh 14.2 0.0 0.0 0.8 0.0 2.3 0.0 8.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 51.7 0.0 0.0 26.4 0.0 24.4 0.0 42.4 1st-Term Q (Q1), veh/ln 3.9 0.0 0.0 5.1 0.0 4.9 0.0 6.6

Page 1299 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 6: 12th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 1.1 0.0 0.0 0.1 0.0 0.4 0.0 0.9 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 4.9 0.0 0.0 5.3 0.0 5.3 0.0 7.5 %ile Storage Ratio (RQ%) 0.04 0.00 0.00 0.03 0.00 0.09 0.00 0.04 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 12 0 0 14 0 16 0 18
Lane Assignment T+R R T+R R
Lanes in Grp 1 0 0 1 0 1 0 1
Grp Vol (v), veh/h 197 0 0 72 0 307 0 278
Grp Sat Flow (s), veh/h/ln 1803 0 0 1460 0 1627 0 1460
Q Serve Time (g_s), s 9.7 0.0 0.0 3.3 0.0 13.6 0.0 7.7
Cycle Q Clear Time (g_c), s 9.7 0.0 0.0 3.3 0.0 13.6 0.0 7.7 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.21 0.00 0.00 1.00 0.00 0.83 0.00 1.00 Lane Grp Cap (c), veh/h 273 0 0 472 0 616 0 323
V/C Ratio (X) 0.72 0.00 0.00 0.15 0.00 0.50 0.00 0.86
Avail Cap (c_a), veh/h 423 0 0 472 0 616 0 383
Upstream Filter (I) 0.95 0.00 0.00 1.00 0.00 0.92 0.00 0.90 Uniform Delay (d1), s/veh 37.7 0.0 0.0 22.4 0.0 22.6 0.0 7.2 Incr Delay (d2), s/veh 14.5 0.0 0.0 0.1 0.0 2.6 0.0 14.4 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 52.3 0.0 0.0 22.5 0.0 25.3 0.0 21.5 1st-Term Q (Q1), veh/ln 4.0 0.0 0.0 1.0 0.0 4.7 0.0 4.8 2nd-Term Q (Q2), veh/ln 1.1 0.0 0.0 0.0 0.0 0.5 0.0 1.3 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 5.1 0.0 0.0 1.0 0.0 5.1 0.0 6.1 %ile Storage Ratio (RQ%) 0.05 0.00 0.00 0.26 0.00 0.09 0.00 3.10 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 34.8
HCM 7th LOS C
Notes
* HCM 7th Edition computational engine requires equal clearance times for the phases crossing the barrier.

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HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 7: 11th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 196 265 52 85 276 94 83 371 78 116 345 267 Future Volume (veh/h) 196 265 52 85 276 94 83 371 78 116 345 267 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 213 288 57 92 300 102 90 403 85 126 375 290 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 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 397 871 680 469 621 211 298 756 590 318 756 590 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 Prop Arrive On Green 0.47 0.47 0.47 0.47 0.47 0.44 0.40 0.40 0.40 0.40 0.40 0.40 Unsig. Movement Delay
Ln Grp Delay, s/veh 20.3 10.6 9.2 13.8 0.0 11.9 20.1 14.5 11.7 21.7 14.1 14.2 Ln Grp LOS C B A B B C B B C B B
Approach Vol, veh/h 558 494 578 791
Approach Delay, s/veh 14.1 12.3 14.9 15.4
Approach LOS B B B B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Case No 5.0 5.0 5.0 6.0
Phs Duration (G+Y+Rc), s 28.8 32.6 28.8 32.6
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5
Max Green (Gmax), s 34.5 44.5 34.5 44.5
Max Allow Headway (MAH), s 4.4 4.6 4.4 4.3
Max Q Clear (g_c+l1), s 17.8 24.7 20.3 12.1
Green Ext Time (g_e), s 2.3 2.5 3.0 2.1
Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00
Prob of Max Out (p_x) 0.02 0.01 0.11 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1 3
Mvmt Sat Flow, veh/h 710 905 836 954
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1870 1870 1870 1335
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 454
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 3

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HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 7: 11th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L L L
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 90 0 213 0 126 0 92
Grp Sat Flow (s), veh/h/ln 0 710 0 905 0 836 0 954
Q Serve Time (g_s), s 0.0 6.6 0.0 13.1 0.0 8.3 0.0 4.1
Cycle Q Clear Time (g_c), s 0.0 15.8 0.0 22.7 0.0 18.3 0.0 10.1 Perm LT Sat Flow (s_l), veh/h/ln 0 710 0 905 0 836 0 954 Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 24.8 0.0 28.6 0.0 24.8 0.0 28.6 Perm LT Serve Time (g_u), s 0.0 15.7 0.0 19.0 0.0 14.8 0.0 22.6 Perm LT Q Serve Time (g_ps), s 0.0 6.6 0.0 13.1 0.0 8.3 0.0 4.1 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 298 0 397 0 318 0 469
V/C Ratio (X) 0.00 0.30 0.00 0.54 0.00 0.40 0.00 0.20
Avail Cap (c_a), veh/h 0 427 0 653 0 470 0 738
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 19.5 0.0 19.2 0.0 20.9 0.0 13.6 Incr Delay (d2), s/veh 0.0 0.6 0.0 1.1 0.0 0.8 0.0 0.2
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 20.1 0.0 20.3 0.0 21.7 0.0 13.8 1st-Term Q (Q1), veh/ln 0.0 0.9 0.0 2.2 0.0 1.3 0.0 0.7 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.1 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.9 0.0 2.3 0.0 1.4 0.0 0.7 %ile Storage Ratio (RQ%) 0.00 0.22 0.00 0.58 0.00 0.51 0.00 0.18 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T T
Lanes in Grp 0 1 0 1 0 1 0 0
Grp Vol (v), veh/h 0 403 0 288 0 375 0 0
Grp Sat Flow (s), veh/h/ln 0 1870 0 1870 0 1870 0 0
Q Serve Time (g_s), s 0.0 10.1 0.0 6.0 0.0 9.2 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 10.1 0.0 6.0 0.0 9.2 0.0 0.0 Lane Grp Cap (c), veh/h 0 756 0 871 0 756 0 0
V/C Ratio (X) 0.00 0.53 0.00 0.33 0.00 0.50 0.00 0.00
Avail Cap (c_a), veh/h 0 1096 0 1400 0 1096 0 0
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 13.9 0.0 10.4 0.0 13.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.6 0.0 0.2 0.0 0.5 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 Control Delay (d), s/veh 0.0 14.5 0.0 10.6 0.0 14.1 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 3.2 0.0 1.7 0.0 2.9 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 7: 11th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.1 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 3.3 0.0 1.8 0.0 3.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.05 0.00 0.01 0.00 0.03 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R R R T+R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 85 0 57 0 290 0 402
Grp Sat Flow (s), veh/h/ln 0 1460 0 1460 0 1460 0 1789
Q Serve Time (g_s), s 0.0 2.3 0.0 1.3 0.0 9.1 0.0 9.6
Cycle Q Clear Time (g_c), s 0.0 2.3 0.0 1.3 0.0 9.1 0.0 9.6 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.25 Lane Grp Cap (c), veh/h 0 590 0 680 0 590 0 833
V/C Ratio (X) 0.00 0.14 0.00 0.08 0.00 0.49 0.00 0.48
Avail Cap (c_a), veh/h 0 855 0 1093 0 855 0 1339
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 11.6 0.0 9.1 0.0 13.6 0.0 11.5 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.1 0.0 0.6 0.0 0.4
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 11.7 0.0 9.2 0.0 14.2 0.0 11.9 1st-Term Q (Q1), veh/ln 0.0 0.6 0.0 0.3 0.0 2.2 0.0 2.7 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.6 0.0 0.3 0.0 2.3 0.0 2.8 %ile Storage Ratio (RQ%) 0.00 0.15 0.00 0.16 0.00 0.30 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 14.4
HCM 7th LOS B

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HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 8: 12th Ave & Hume Ave 07/16/2024
Baseline Synchro 9 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 9 142 172 19 193 175
Future Volume (veh/h) 9 142 172 19 193 175
Number 3 18 2 12 1 6
Initial Q, veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1723 1870 1723 1723 1870
Adj Flow Rate, veh/h 10 154 187 21 210 190
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes
Cap, veh/h 207 184 1316 148 903 1490
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Prop Arrive On Green 0.13 0.13 0.80 0.80 0.80 0.80
Unsig. Movement Delay
Ln Grp Delay, s/veh 40.0 53.9 0.0 2.6 3.9 2.5
Ln Grp LOS D D A A A
Approach Vol, veh/h 164 208 400
Approach Delay, s/veh 53.1 2.6 3.3
Approach LOS D A A
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 8 6
Case No 8.0 9.0 6.0
Phs Duration (G+Y+Rc), s 86.9 17.1 86.9
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green (Gmax), s 64.0 32.0 64.0
Max Allow Headway (MAH), s 4.0 4.3 4.4
Max Q Clear (g_c+l1), s 4.7 12.7 10.4
Green Ext Time (g_e), s 0.7 0.5 1.7
Prob of Phs Call (p_c) 1.00 0.99 1.00
Prob of Max Out (p_x) 0.00 0.00 0.00
Left-Turn Movement Data
Assigned Mvmt 5 3 1
Mvmt Sat Flow, veh/h 0 1641 1081
Through Movement Data
Assigned Mvmt 2 8 6
Mvmt Sat Flow, veh/h 1652 0 1870
Right-Turn Movement Data
Assigned Mvmt 12 18 16
Mvmt Sat Flow, veh/h 185 1460 0
Left Lane Group Data
Assigned Mvmt 0 5 3 0 0 1 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 8: 12th Ave & Hume Ave 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L
Lanes in Grp 0 0 1 0 0 1 0 0
Grp Vol (v), veh/h 0 0 10 0 0 210 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1641 0 0 1081 0 0
Q Serve Time (g_s), s 0.0 0.0 0.6 0.0 0.0 5.7 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.6 0.0 0.0 8.4 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1641 0 0 1081 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 82.9 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 80.2 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 5.7 0.0 0.0 Time to First Blk (g_f), s 0.0 82.9 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 207 0 0 903 0 0
V/C Ratio (X) 0.00 0.00 0.05 0.00 0.00 0.23 0.00 0.00
Avail Cap (c_a), veh/h 0 0 505 0 0 903 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.90 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 39.9 0.0 0.0 3.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 0.5 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 Control Delay (d), s/veh 0.0 0.0 40.0 0.0 0.0 3.9 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.2 0.0 0.0 0.7 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.2 0.0 0.0 0.8 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.04 0.00 0.00 0.10 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 8 0 0 6 0 0
Lane Assignment T
Lanes in Grp 0 0 0 0 0 1 0 0
Grp Vol (v), veh/h 0 0 0 0 0 190 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 1870 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 2.4 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 2.4 0.0 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 1490 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.13 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 1490 0 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.90 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 2.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.2 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 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 2.5 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2026+Project 8: 12th Ave & Hume Ave 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 18 0 0 16 0 0
Lane Assignment T+R R
Lanes in Grp 0 1 1 0 0 0 0 0
Grp Vol (v), veh/h 0 208 154 0 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1837 1460 0 0 0 0 0
Q Serve Time (g_s), s 0.0 2.7 10.7 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 2.7 10.7 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.10 1.00 0.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 1464 184 0 0 0 0 0
V/C Ratio (X) 0.00 0.14 0.84 0.00 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 1464 449 0 0 0 0 0
Upstream Filter (I) 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 2.4 44.4 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 9.5 0.0 0.0 0.0 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 Control Delay (d), s/veh 0.0 2.6 53.9 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.4 3.7 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.5 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.5 4.1 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.01 0.03 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 13.7
HCM 7th LOS B

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HCM 7th Signalized Intersection Capacity Analysis PM 2044 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 240 0 636 44 1473 0 0 1741 817 Future Volume (veh/h) 0 0 0 240 0 636 44 1473 0 0 1741 817 Number 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 0 1723 1723 1870 0 0 1870 1723 Adj Flow Rate, veh/h 261 0 691 48 1601 0 0 1892 888
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 2 2 2 0 0 2 2
Opposing Right Turn Influence Yes Yes No
Cap, veh/h 916 0 739 63 2266 0 0 2794 799
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.29 0.00 0.29 0.08 1.00 0.00 0.00 0.55 0.55 Unsig. Movement Delay
Ln Grp Delay, s/veh 29.5 0.0 55.3 70.4 1.4 0.0 0.0 18.6 91.0 Ln Grp LOS C E E A B F
Approach Vol, veh/h 952 1649 2780
Approach Delay, s/veh 48.2 3.4 41.7
Approach LOS D A D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 8 6 5
Case No 4.0 9.0 7.0 2.0
Phs Duration (G+Y+Rc), s 71.6 34.4 62.0 9.6
Change Period (Y+Rc), s 5.5 4.0 * 5.5 5.5
Max Green (Gmax), s 65.5 31.0 * 57 5.0
Max Allow Headway (MAH), s 4.0 4.3 4.1 4.1
Max Q Clear (g_c+l1), s 2.0 29.8 60.0 5.0
Green Ext Time (g_e), s 10.7 0.6 0.0 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.76
Prob of Max Out (p_x) 0.00 1.00 1.00 1.00
Left-Turn Movement Data
Assigned Mvmt 3 1 5
Mvmt Sat Flow, veh/h 3183 0 1641
Through Movement Data
Assigned Mvmt 2 8 6
Mvmt Sat Flow, veh/h 3647 0 5274
Right-Turn Movement Data
Assigned Mvmt 12 18 16
Mvmt Sat Flow, veh/h 0 2569 1460
Left Lane Group Data
Assigned Mvmt 0 0 3 0 1 5 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2044 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L (Prot)
Lanes in Grp 0 0 2 0 0 1 0 0
Grp Vol (v), veh/h 0 0 261 0 0 48 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1591 0 0 1641 0 0
Q Serve Time (g_s), s 0.0 0.0 6.7 0.0 0.0 3.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 6.7 0.0 0.0 3.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1591 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 58.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 916 0 0 63 0 0
V/C Ratio (X) 0.00 0.00 0.28 0.00 0.00 0.76 0.00 0.00
Avail Cap (c_a), veh/h 0 0 934 0 0 77 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.74 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 29.3 0.0 0.0 48.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.2 0.0 0.0 21.9 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 Control Delay (d), s/veh 0.0 0.0 29.5 0.0 0.0 70.4 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 2.4 0.0 0.0 1.2 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 2.4 0.0 0.0 1.5 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.23 0.00 0.00 0.10 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 8 0 6 0 0 0
Lane Assignment T T
Lanes in Grp 0 2 0 0 3 0 0 0
Grp Vol (v), veh/h 0 1601 0 0 1892 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1777 0 0 1702 0 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 28.3 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 28.3 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 2266 0 0 2794 0 0 0
V/C Ratio (X) 0.00 0.71 0.00 0.00 0.68 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 2266 0 0 2794 0 0 0
Upstream Filter (I) 0.00 0.74 0.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 17.3 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.4 0.0 0.0 1.3 0.0 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 Control Delay (d), s/veh 0.0 1.4 0.0 0.0 18.6 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 9.3 0.0 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2044 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.4 0.0 0.0 0.3 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.4 0.0 0.0 9.7 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.00 0.07 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 18 0 16 0 0 0
Lane Assignment R R
Lanes in Grp 0 0 2 0 1 0 0 0
Grp Vol (v), veh/h 0 0 691 0 888 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1285 0 1460 0 0 0
Q Serve Time (g_s), s 0.0 0.0 27.8 0.0 58.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 27.8 0.0 58.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 739 0 799 0 0 0
V/C Ratio (X) 0.00 0.00 0.93 0.00 1.11 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 754 0 799 0 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 36.8 0.0 24.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 18.6 0.0 67.0 0.0 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 Control Delay (d), s/veh 0.0 0.0 55.3 0.0 91.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 8.0 0.0 16.5 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 1.9 0.0 14.9 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 9.9 0.0 31.3 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.61 0.00 6.37 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 22.3 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 31.1
HCM 7th LOS C
Notes
* HCM 7th Edition computational engine requires equal clearance times for the phases crossing the barrier.

Page 1310 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2044 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 613 0 48 0 0 0 0 934 194 0 1258 0 Future Volume (veh/h) 613 0 48 0 0 0 0 934 194 0 1258 0 Number 7 4 14 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 0 1723 0 1870 1723 0 1870 1723 Adj Flow Rate, veh/h 666 0 52 0 1015 211 0 1367 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Opposing Right Turn Influence Yes No No
Cap, veh/h 771 0 354 0 2002 415 0 2428 998
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 Prop Arrive On Green 0.24 0.00 0.24 0.00 0.68 0.67 0.00 1.00 0.00 Unsig. Movement Delay
Ln Grp Delay, s/veh 45.0 0.0 31.7 0.0 8.7 8.9 0.0 0.7 0.0 Ln Grp LOS D C A A A
Approach Vol, veh/h 718 1226 1367
Approach Delay, s/veh 44.0 8.8 0.7
Approach LOS D A A
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Case No 8.0 9.0 7.0
Phs Duration (G+Y+Rc), s 76.4 29.6 76.4
Change Period (Y+Rc), s 5.5 4.0 5.5
Max Green (Gmax), s 63.5 33.0 63.5
Max Allow Headway (MAH), s 4.1 4.1 4.0
Max Q Clear (g_c+l1), s 20.1 23.3 2.0
Green Ext Time (g_e), s 5.7 2.3 8.1
Prob of Phs Call (p_c) 1.00 1.00 1.00
Prob of Max Out (p_x) 0.00 0.18 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1
Mvmt Sat Flow, veh/h 0 3183 0
Through Movement Data
Assigned Mvmt 2 4 6
Mvmt Sat Flow, veh/h 3024 0 3647
Right-Turn Movement Data
Assigned Mvmt 12 14 16
Mvmt Sat Flow, veh/h 608 1460 1460
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2044 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L
Lanes in Grp 0 0 0 2 0 0 0 0
Grp Vol (v), veh/h 0 0 0 666 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1591 0 0 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 21.3 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 21.3 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 1591 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 72.4 0.0 0.0 0.0 72.4 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 771 0 0 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.86 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 994 0 0 0 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 38.5 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 6.5 0.0 0.0 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 Control Delay (d), s/veh 0.0 0.0 0.0 45.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 7.7 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.7 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 8.4 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.42 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 0
Lane Assignment T T
Lanes in Grp 0 1 0 0 0 2 0 0
Grp Vol (v), veh/h 0 615 0 0 0 1367 0 0
Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1777 0 0
Q Serve Time (g_s), s 0.0 17.8 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 17.8 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 1214 0 0 0 2428 0 0
V/C Ratio (X) 0.00 0.51 0.00 0.00 0.00 0.56 0.00 0.00
Avail Cap (c_a), veh/h 0 1214 0 0 0 2428 0 0
Upstream Filter (I) 0.00 0.41 0.00 0.00 0.00 0.77 0.00 0.00 Uniform Delay (d1), s/veh 0.0 8.1 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.6 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 Control Delay (d), s/veh 0.0 8.7 0.0 0.0 0.0 0.7 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0

Page 1312 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2044 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.2 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 5.2 0.0 0.0 0.0 0.2 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.09 0.00 0.00 0.00 0.01 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 0
Lane Assignment T+R R R
Lanes in Grp 0 1 0 1 0 1 0 0
Grp Vol (v), veh/h 0 611 0 52 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1761 0 1460 0 1460 0 0
Q Serve Time (g_s), s 0.0 18.1 0.0 3.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 18.1 0.0 3.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.35 0.00 1.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 1203 0 354 0 998 0 0
V/C Ratio (X) 0.00 0.51 0.00 0.15 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 1203 0 456 0 998 0 0
Upstream Filter (I) 0.00 0.41 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 8.3 0.0 31.6 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.6 0.0 0.2 0.0 0.0 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 Control Delay (d), s/veh 0.0 8.9 0.0 31.7 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 5.1 0.0 1.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 5.3 0.0 1.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.09 0.00 0.03 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 13.1
HCM 7th LOS B

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HCM 7th Roundabout PM 2044
3: SR 198 WB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 6.0
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 699 682 0 440
Demand Flow Rate, veh/h 713 696 0 448
Vehicles Circulating, veh/h 725 114 346 461
Vehicles Exiting, veh/h 175 232 653 114
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.4 4.4 0.0 10.9
Approach LOS A A - B
Lane Left Bypass Left Bypass Left Left Bypass
Designated Moves LT R LT R LTR LT R
Assumed Moves LT LT LTR LT
RT Channelized Free Free Free
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
A (Intercept) 1380 1380 1380 1380
B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3
Entry Flow, veh/h 274 439 461 235 0 439 9
Cap Entry Lane, veh/h 659 1938 1228 1938 970 862 1938
Entry HV Adj Factor 0.981 0.980 0.980 0.980 1.000 0.981 0.980 Flow Entry, veh/h 269 430 452 230 0 431 9
Cap Entry, veh/h 646 1900 1203 1900 970 846 1900
V/C Ratio 0.416 0.226 0.375 0.121 0.000 0.509 0.005
Control Delay, s/veh 11.6 0.0 6.7 0.0 3.7 11.1 0.0

LOS B A A A A B A
95th %tile Queue, veh 2 1 2 0 0 3 0

Page 1314 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2044 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 383 12 248 0 0 0 0 366 76 203 274 0 Future Volume (veh/h) 383 12 248 0 0 0 0 366 76 203 274 0 Number 7 4 14 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 0 1870 1723 1723 1870 0 Adj Flow Rate, veh/h 416 13 270 0 398 83 221 298 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Opposing Right Turn Influence Yes No Yes
Cap, veh/h 499 0 444 0 841 175 308 379 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.30 0.30 0.30 0.00 0.56 0.54 0.56 0.56 0.00 Unsig. Movement Delay
Ln Grp Delay, s/veh 25.4 0.0 18.9 0.0 0.0 8.2 15.0 0.0 0.0 Ln Grp LOS C B A B
Approach Vol, veh/h 686 481 519
Approach Delay, s/veh 22.8 8.2 15.0
Approach LOS C A B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Case No 8.0 9.0 8.0
Phs Duration (G+Y+Rc), s 37.2 22.0 37.2
Change Period (Y+Rc), s 5.5 4.1 5.5
Max Green (Gmax), s 55.5 24.9 55.5
Max Allow Headway (MAH), s 4.1 4.2 4.6
Max Q Clear (g_c+l1), s 11.5 16.0 29.0
Green Ext Time (g_e), s 1.9 1.9 2.7
Prob of Phs Call (p_c) 1.00 1.00 1.00
Prob of Max Out (p_x) 0.00 0.26 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1
Mvmt Sat Flow, veh/h 0 1641 394
Through Movement Data
Assigned Mvmt 2 4 6
Mvmt Sat Flow, veh/h 1501 0 676
Right-Turn Movement Data
Assigned Mvmt 12 14 16
Mvmt Sat Flow, veh/h 313 1460 0
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 0

Page 1315 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2044 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L+T
Lanes in Grp 0 0 0 1 0 1 0 0
Grp Vol (v), veh/h 0 0 0 416 0 519 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 0 1070 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 14.0 0.0 17.6 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 14.0 0.0 27.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 1641 0 928 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 33.2 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 23.7 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 17.6 0.0 0.0 Time to First Blk (g_f), s 0.0 33.2 0.0 0.0 0.0 2.6 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 2.6 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 0.00 0.43 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 499 0 686 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.83 0.00 0.76 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 693 0 1207 0 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 19.2 0.0 13.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 6.2 0.0 1.7 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 Control Delay (d), s/veh 0.0 0.0 0.0 25.4 0.0 15.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 4.1 0.0 4.2 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.9 0.0 0.3 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 5.0 0.0 4.5 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.36 0.00 0.91 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 0
Lane Assignment
Lanes in Grp 0 0 0 0 0 0 0 0
Grp Vol (v), veh/h 0 0 0 0 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 0 0 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 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 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Page 1316 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2044 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 0
Lane Assignment T+R R
Lanes in Grp 0 1 0 1 0 0 0 0
Grp Vol (v), veh/h 0 481 0 270 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1814 0 1460 0 0 0 0
Q Serve Time (g_s), s 0.0 9.5 0.0 9.3 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 9.5 0.0 9.3 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.17 0.00 1.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 1017 0 444 0 0 0 0
V/C Ratio (X) 0.00 0.47 0.00 0.61 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 1747 0 617 0 0 0 0
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 7.9 0.0 17.6 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.3 0.0 1.3 0.0 0.0 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 Control Delay (d), s/veh 0.0 8.2 0.0 18.9 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 2.1 0.0 2.5 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.2 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 2.2 0.0 2.6 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.21 0.00 0.19 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 16.2
HCM 7th LOS B

Page 1317 of 1543 ends

HCM 7th TWSC PM 2044
5: 13th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 67.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 728 136 43 289 0 181 0 70 0 0 0
Future Vol, veh/h 0 728 136 43 289 0 181 0 70 0 0 0
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 - - - - - - - - - - - -
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 0 791 148 47 314 0 197 0 76 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 314 0 0 939 0 0 1273 1273 865 1199 1347 314 Stage 1 - - - - - - 865 865 - 408 408 -
Stage 2 - - - - - - 408 408 - 791 939 -
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 1246 - - 730 - - ~ 144 167 353 162 151 726 Stage 1 - - - - - - 348 371 - 620 597 -
Stage 2 - - - - - - 620 597 - 383 343 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1246 - - 730 - - ~ 133 154 353 117 139 726 Mov Cap-2 Maneuver - - - - - - ~ 133 154 - 117 139 -
Stage 1 - - - - - - 348 371 - 572 551 -
Stage 2 - - - - - - 572 551 - 300 343 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 1.33 $ 386.96 0

HCM LOS F A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 161 1246 - - 233 - - -
HCM Lane V/C Ratio 1.694 - - - 0.064 - - -
HCM Control Delay (s/veh) $ 387 0 - - 10.3 0 - 0
HCM Lane LOS F A - - B A - A
HCM 95th %tile Q(veh) 19.3 0 - - 0.2 - - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

Page 1318 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2044 6: 12th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 174 360 71 51 336 349 75 447 54 476 491 216 Future Volume (veh/h) 174 360 71 51 336 349 75 447 54 476 491 216 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 189 391 77 55 365 379 82 486 59 517 534 235 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 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 219 575 449 673 1093 853 122 564 68 551 1053 462 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 Prop Arrive On Green 0.13 0.31 0.31 0.41 0.58 0.58 0.07 0.18 0.16 0.34 0.44 0.43 Unsig. Movement Delay
Ln Grp Delay, s/veh 79.1 42.7 51.0 21.7 13.6 11.5 60.1 67.4 68.2 59.3 24.8 25.2 Ln Grp LOS E D D C B B E E E E C C
Approach Vol, veh/h 657 799 627 1286
Approach Delay, s/veh 54.2 13.2 66.8 38.8
Approach LOS D B E D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 4 3 5 6 7 8
Case No 4.0 2.0 3.0 2.0 2.0 4.0 2.0 3.0
Phs Duration (G+Y+Rc), s 25.2 44.3 40.9 54.5 12.9 56.6 20.0 75.4 Change Period (Y+Rc), s * 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green (Gmax), s * 20 39.0 35.4 5.4 11.6 45.6 14.5 26.3 Max Allow Headway (MAH), s 4.0 4.1 4.0 4.1 4.1 4.1 4.1 4.2 Max Q Clear (g_c+l1), s 19.8 38.7 24.0 4.5 7.8 21.5 15.5 16.8 Green Ext Time (g_e), s 0.0 0.1 1.3 0.0 0.1 3.0 0.0 2.2 Prob of Phs Call (p_c) 1.00 1.00 1.00 0.84 0.93 1.00 1.00 1.00 Prob of Max Out (p_x) 1.00 1.00 0.00 1.00 1.00 0.01 1.00 0.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1641 1641 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3192 1870 2403 1870
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 386 1460 1054 1460
Left Lane Group Data
Assigned Mvmt 0 1 0 3 5 0 7 0

Page 1319 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2044 6: 12th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 0 1 0 1 1 0 1 0
Grp Vol (v), veh/h 0 517 0 55 82 0 189 0
Grp Sat Flow (s), veh/h/ln 0 1641 0 1641 1641 0 1641 0
Q Serve Time (g_s), s 0.0 36.7 0.0 2.5 5.8 0.0 13.5 0.0 Cycle Q Clear Time (g_c), s 0.0 36.7 0.0 2.5 5.8 0.0 13.5 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 551 0 673 122 0 219 0
V/C Ratio (X) 0.00 0.94 0.00 0.08 0.67 0.00 0.86 0.00
Avail Cap (c_a), veh/h 0 554 0 673 179 0 219 0
Upstream Filter (I) 0.00 0.80 0.00 0.87 0.93 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 38.7 0.0 21.6 54.1 0.0 50.9 0.0 Incr Delay (d2), s/veh 0.0 20.6 0.0 0.0 5.9 0.0 28.2 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 59.3 0.0 21.7 60.1 0.0 79.1 0.0 1st-Term Q (Q1), veh/ln 0.0 13.7 0.0 0.9 2.3 0.0 5.3 0.0 2nd-Term Q (Q2), veh/ln 0.0 3.2 0.0 0.0 0.2 0.0 1.7 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 16.9 0.0 0.9 2.5 0.0 7.0 0.0 %ile Storage Ratio (RQ%) 0.00 2.14 0.00 0.46 0.32 0.00 1.19 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 2 0 4 0 0 6 0 8
Lane Assignment T T T T
Lanes in Grp 1 0 1 0 0 1 0 1
Grp Vol (v), veh/h 270 0 391 0 0 394 0 365
Grp Sat Flow (s), veh/h/ln 1777 0 1870 0 0 1777 0 1870
Q Serve Time (g_s), s 17.7 0.0 22.0 0.0 0.0 19.2 0.0 12.1 Cycle Q Clear Time (g_c), s 17.7 0.0 22.0 0.0 0.0 19.2 0.0 12.1 Lane Grp Cap (c), veh/h 314 0 575 0 0 779 0 1093
V/C Ratio (X) 0.86 0.00 0.68 0.00 0.00 0.51 0.00 0.33
Avail Cap (c_a), veh/h 314 0 575 0 0 779 0 1093
Upstream Filter (I) 0.93 0.00 1.00 0.00 0.00 0.80 0.00 0.87 Uniform Delay (d1), s/veh 48.0 0.0 36.4 0.0 0.0 24.3 0.0 12.9 Incr Delay (d2), s/veh 19.4 0.0 6.4 0.0 0.0 0.4 0.0 0.7 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 67.4 0.0 42.7 0.0 0.0 24.8 0.0 13.6 1st-Term Q (Q1), veh/ln 7.4 0.0 9.4 0.0 0.0 7.5 0.0 4.5

Page 1320 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2044 6: 12th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 1.7 0.0 1.0 0.0 0.0 0.1 0.0 0.2 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 9.1 0.0 10.4 0.0 0.0 7.6 0.0 4.7 %ile Storage Ratio (RQ%) 0.08 0.00 0.05 0.00 0.00 0.13 0.00 0.02 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 12 0 14 0 0 16 0 18
Lane Assignment T+R R T+R R
Lanes in Grp 1 0 1 0 0 1 0 1
Grp Vol (v), veh/h 275 0 77 0 0 375 0 379
Grp Sat Flow (s), veh/h/ln 1801 0 1460 0 0 1681 0 1460
Q Serve Time (g_s), s 17.8 0.0 5.9 0.0 0.0 19.5 0.0 14.8 Cycle Q Clear Time (g_c), s 17.8 0.0 5.9 0.0 0.0 19.5 0.0 14.8 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.21 0.00 1.00 0.00 0.00 0.63 0.00 1.00 Lane Grp Cap (c), veh/h 318 0 449 0 0 736 0 853
V/C Ratio (X) 0.87 0.00 0.17 0.00 0.00 0.51 0.00 0.44
Avail Cap (c_a), veh/h 318 0 449 0 0 736 0 853
Upstream Filter (I) 0.93 0.00 1.00 0.00 0.00 0.80 0.00 0.87 Uniform Delay (d1), s/veh 48.2 0.0 50.2 0.0 0.0 24.8 0.0 10.0 Incr Delay (d2), s/veh 20.0 0.0 0.8 0.0 0.0 0.5 0.0 1.5 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 68.2 0.0 51.0 0.0 0.0 25.2 0.0 11.5 1st-Term Q (Q1), veh/ln 7.6 0.0 1.6 0.0 0.0 7.2 0.0 3.9 2nd-Term Q (Q2), veh/ln 1.8 0.0 0.1 0.0 0.0 0.1 0.0 0.3 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 9.4 0.0 1.7 0.0 0.0 7.3 0.0 4.3 %ile Storage Ratio (RQ%) 0.09 0.00 0.43 0.00 0.00 0.13 0.00 2.18 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 40.9
HCM 7th LOS D
Notes
* HCM 7th Edition computational engine requires equal clearance times for the phases crossing the barrier.

Page 1321 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2044 7: 11th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 269 429 69 109 308 119 97 520 109 163 484 311 Future Volume (veh/h) 269 429 69 109 308 119 97 520 109 163 484 311 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 292 466 75 118 335 129 105 565 118 177 526 338 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 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 366 970 758 354 667 257 170 759 592 172 759 592 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 Prop Arrive On Green 0.52 0.52 0.52 0.52 0.52 0.50 0.41 0.41 0.41 0.41 0.41 0.41 Unsig. Movement Delay
Ln Grp Delay, s/veh 42.5 17.1 13.1 28.1 0.0 18.7 50.7 30.8 20.5 125.6 28.8 25.7 Ln Grp LOS D B B C B D C C F C C
Approach Vol, veh/h 833 582 788 1041
Approach Delay, s/veh 25.7 20.6 31.9 44.2
Approach LOS C C C D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Case No 5.0 5.0 5.0 6.0
Phs Duration (G+Y+Rc), s 47.0 59.0 47.0 59.0
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5
Max Green (Gmax), s 41.5 53.5 41.5 53.5
Max Allow Headway (MAH), s 4.5 4.6 4.5 4.5
Max Q Clear (g_c+l1), s 45.0 55.9 45.0 30.7
Green Ext Time (g_e), s 0.0 0.0 0.0 2.6
Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00
Prob of Max Out (p_x) 1.00 0.00 1.00 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1 3
Mvmt Sat Flow, veh/h 590 855 698 796
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1870 1870 1870 1286
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 495
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 3

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HCM 7th Signalized Intersection Capacity Analysis PM 2044 7: 11th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L L L
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 105 0 292 0 177 0 118
Grp Sat Flow (s), veh/h/ln 0 590 0 855 0 698 0 796
Q Serve Time (g_s), s 0.0 18.4 0.0 35.8 0.0 15.7 0.0 11.8 Cycle Q Clear Time (g_c), s 0.0 43.0 0.0 53.9 0.0 43.0 0.0 28.7 Perm LT Sat Flow (s_l), veh/h/ln 0 590 0 855 0 698 0 796 Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 43.0 0.0 55.0 0.0 43.0 0.0 55.0 Perm LT Serve Time (g_u), s 0.0 18.4 0.0 36.9 0.0 15.7 0.0 38.1 Perm LT Q Serve Time (g_ps), s 0.0 18.4 0.0 35.8 0.0 15.7 0.0 11.8 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 170 0 366 0 172 0 354
V/C Ratio (X) 0.00 0.62 0.00 0.80 0.00 1.03 0.00 0.33
Avail Cap (c_a), veh/h 0 170 0 366 0 172 0 354
Upstream Filter (I) 0.00 1.00 0.00 0.47 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 44.1 0.0 34.2 0.0 48.2 0.0 25.5 Incr Delay (d2), s/veh 0.0 6.6 0.0 8.4 0.0 77.3 0.0 2.5 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 50.7 0.0 42.5 0.0 125.6 0.0 28.1 1st-Term Q (Q1), veh/ln 0.0 2.6 0.0 6.7 0.0 4.4 0.0 2.1 2nd-Term Q (Q2), veh/ln 0.0 0.3 0.0 0.9 0.0 3.7 0.0 0.2 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 2.9 0.0 7.6 0.0 8.0 0.0 2.3 %ile Storage Ratio (RQ%) 0.00 0.67 0.00 1.92 0.00 2.92 0.00 0.59 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 1.4 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T T
Lanes in Grp 0 1 0 1 0 1 0 0
Grp Vol (v), veh/h 0 565 0 466 0 526 0 0
Grp Sat Flow (s), veh/h/ln 0 1870 0 1870 0 1870 0 0
Q Serve Time (g_s), s 0.0 27.3 0.0 16.9 0.0 24.6 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 27.3 0.0 16.9 0.0 24.6 0.0 0.0 Lane Grp Cap (c), veh/h 0 759 0 970 0 759 0 0
V/C Ratio (X) 0.00 0.74 0.00 0.48 0.00 0.69 0.00 0.00
Avail Cap (c_a), veh/h 0 759 0 970 0 759 0 0
Upstream Filter (I) 0.00 1.00 0.00 0.47 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 26.8 0.0 16.3 0.0 26.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 4.0 0.0 0.8 0.0 2.7 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 Control Delay (d), s/veh 0.0 30.8 0.0 17.1 0.0 28.8 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 10.9 0.0 6.3 0.0 9.9 0.0 0.0

Page 1323 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2044 7: 11th Ave & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.8 0.0 0.2 0.0 0.6 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 11.8 0.0 6.5 0.0 10.5 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.17 0.00 0.03 0.00 0.11 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R R R T+R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 118 0 75 0 338 0 464
Grp Sat Flow (s), veh/h/ln 0 1460 0 1460 0 1460 0 1781
Q Serve Time (g_s), s 0.0 5.5 0.0 2.8 0.0 19.0 0.0 18.1 Cycle Q Clear Time (g_c), s 0.0 5.5 0.0 2.8 0.0 19.0 0.0 18.1 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.28 Lane Grp Cap (c), veh/h 0 592 0 758 0 592 0 924
V/C Ratio (X) 0.00 0.20 0.00 0.10 0.00 0.57 0.00 0.50
Avail Cap (c_a), veh/h 0 592 0 758 0 592 0 924
Upstream Filter (I) 0.00 1.00 0.00 0.47 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 20.4 0.0 12.9 0.0 24.4 0.0 16.8 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.1 0.0 1.3 0.0 1.9
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 20.5 0.0 13.1 0.0 25.7 0.0 18.7 1st-Term Q (Q1), veh/ln 0.0 1.7 0.0 0.8 0.0 5.9 0.0 6.4 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.5 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.8 0.0 0.8 0.0 6.1 0.0 6.9 %ile Storage Ratio (RQ%) 0.00 0.45 0.00 0.42 0.00 0.78 0.00 0.03 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 32.2
HCM 7th LOS C

Page 1324 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2044 8: 12th Ave & Hume Ave 07/16/2024
Baseline Synchro 9 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 11 173 288 33 365 323
Future Volume (veh/h) 11 173 288 33 365 323
Number 3 18 2 12 1 6
Initial Q, veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1723 1870 1723 1723 1870
Adj Flow Rate, veh/h 12 188 313 36 397 351
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes
Cap, veh/h 239 213 1282 148 759 1457
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Prop Arrive On Green 0.15 0.15 0.78 0.78 0.78 0.78
Unsig. Movement Delay
Ln Grp Delay, s/veh 39.0 73.0 0.0 3.6 9.0 3.5
Ln Grp LOS D E A A A
Approach Vol, veh/h 200 349 748
Approach Delay, s/veh 71.0 3.6 6.4
Approach LOS E A A
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 8 6
Case No 8.0 9.0 6.0
Phs Duration (G+Y+Rc), s 86.5 19.5 86.5
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green (Gmax), s 81.0 17.0 81.0
Max Allow Headway (MAH), s 4.0 4.3 4.7
Max Q Clear (g_c+l1), s 7.5 15.4 28.3
Green Ext Time (g_e), s 1.3 0.1 4.2
Prob of Phs Call (p_c) 1.00 1.00 1.00
Prob of Max Out (p_x) 0.00 1.00 0.00
Left-Turn Movement Data
Assigned Mvmt 5 3 1
Mvmt Sat Flow, veh/h 0 1641 950
Through Movement Data
Assigned Mvmt 2 8 6
Mvmt Sat Flow, veh/h 1647 0 1870
Right-Turn Movement Data
Assigned Mvmt 12 18 16
Mvmt Sat Flow, veh/h 189 1460 0
Left Lane Group Data
Assigned Mvmt 0 5 3 0 0 1 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2044 8: 12th Ave & Hume Ave 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L
Lanes in Grp 0 0 1 0 0 1 0 0
Grp Vol (v), veh/h 0 0 12 0 0 397 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1641 0 0 950 0 0
Q Serve Time (g_s), s 0.0 0.0 0.7 0.0 0.0 20.8 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.7 0.0 0.0 26.3 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1641 0 0 950 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 82.5 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 77.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 20.8 0.0 0.0 Time to First Blk (g_f), s 0.0 82.5 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 239 0 0 759 0 0
V/C Ratio (X) 0.00 0.00 0.05 0.00 0.00 0.52 0.00 0.00
Avail Cap (c_a), veh/h 0 0 263 0 0 759 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.86 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 39.0 0.0 0.0 6.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 2.2 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 Control Delay (d), s/veh 0.0 0.0 39.0 0.0 0.0 9.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.3 0.0 0.0 2.7 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.3 0.0 0.0 3.2 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.04 0.00 0.00 0.41 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 8 0 0 6 0 0
Lane Assignment T
Lanes in Grp 0 0 0 0 0 1 0 0
Grp Vol (v), veh/h 0 0 0 0 0 351 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 1870 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 5.4 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 5.4 0.0 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 1457 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.24 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 1457 0 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.86 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 3.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.3 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 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 3.5 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 1.1 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2044 8: 12th Ave & Hume Ave 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 18 0 0 16 0 0
Lane Assignment T+R R
Lanes in Grp 0 1 1 0 0 0 0 0
Grp Vol (v), veh/h 0 349 188 0 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1836 1460 0 0 0 0 0
Q Serve Time (g_s), s 0.0 5.5 13.4 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 5.5 13.4 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.10 1.00 0.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 1430 213 0 0 0 0 0
V/C Ratio (X) 0.00 0.24 0.88 0.00 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 1430 234 0 0 0 0 0
Upstream Filter (I) 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 3.2 44.4 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.4 28.6 0.0 0.0 0.0 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 Control Delay (d), s/veh 0.0 3.6 73.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 1.1 4.6 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.2 1.7 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 1.2 6.3 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.02 0.05 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 15.6
HCM 7th LOS B

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HCM 7th Signalized Intersection Capacity Analysis PM 2044+Project 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 264 0 636 44 1497 0 0 1781 817 Future Volume (veh/h) 0 0 0 264 0 636 44 1497 0 0 1781 817 Number 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 0 1723 1723 1870 0 0 1870 1723 Adj Flow Rate, veh/h 287 0 691 48 1627 0 0 1936 888
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 2 2 2 0 0 2 2
Opposing Right Turn Influence Yes Yes No
Cap, veh/h 911 0 736 306 2833 0 0 2848 814
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.29 0.00 0.29 0.37 1.00 0.00 0.00 0.56 0.56 Unsig. Movement Delay
Ln Grp Delay, s/veh 29.3 0.0 55.8 27.3 0.6 0.0 0.0 17.7 82.1 Ln Grp LOS C E C A B F
Approach Vol, veh/h 978 1675 2824
Approach Delay, s/veh 48.0 1.4 38.0
Approach LOS D A D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 8 6 5
Case No 4.0 9.0 7.0 2.0
Phs Duration (G+Y+Rc), s 87.1 33.7 62.0 25.1
Change Period (Y+Rc), s 5.5 4.0 * 5.5 5.5
Max Green (Gmax), s 64.5 30.0 * 57 4.0
Max Allow Headway (MAH), s 4.0 4.3 4.1 4.1
Max Q Clear (g_c+l1), s 2.0 29.3 60.0 4.0
Green Ext Time (g_e), s 11.1 0.4 0.0 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.75
Prob of Max Out (p_x) 0.00 1.00 1.00 1.00
Left-Turn Movement Data
Assigned Mvmt 3 1 5
Mvmt Sat Flow, veh/h 3183 0 1641
Through Movement Data
Assigned Mvmt 2 8 6
Mvmt Sat Flow, veh/h 3647 0 5274
Right-Turn Movement Data
Assigned Mvmt 12 18 16
Mvmt Sat Flow, veh/h 0 2569 1460
Left Lane Group Data
Assigned Mvmt 0 0 3 0 1 5 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2044+Project 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L (Prot)
Lanes in Grp 0 0 2 0 0 1 0 0
Grp Vol (v), veh/h 0 0 287 0 0 48 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1591 0 0 1641 0 0
Q Serve Time (g_s), s 0.0 0.0 7.4 0.0 0.0 2.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 7.4 0.0 0.0 2.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 1591 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 58.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 911 0 0 306 0 0
V/C Ratio (X) 0.00 0.00 0.31 0.00 0.00 0.16 0.00 0.00
Avail Cap (c_a), veh/h 0 0 921 0 0 306 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.73 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 29.1 0.0 0.0 27.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.2 0.0 0.0 0.2 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 Control Delay (d), s/veh 0.0 0.0 29.3 0.0 0.0 27.3 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 2.6 0.0 0.0 0.7 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 2.6 0.0 0.0 0.8 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.25 0.00 0.00 0.05 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 8 0 6 0 0 0
Lane Assignment T T
Lanes in Grp 0 2 0 0 3 0 0 0
Grp Vol (v), veh/h 0 1627 0 0 1936 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1777 0 0 1702 0 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 28.1 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 28.1 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 2833 0 0 2848 0 0 0
V/C Ratio (X) 0.00 0.57 0.00 0.00 0.68 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 2833 0 0 2848 0 0 0
Upstream Filter (I) 0.00 0.73 0.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 16.4 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.6 0.0 0.0 1.3 0.0 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 Control Delay (d), s/veh 0.0 0.6 0.0 0.0 17.7 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 9.1 0.0 0.0 0.0

Page 1330 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2044+Project 1: 12th Ave & SR 198 WB Ramps 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.4 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.0 9.4 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.01 0.00 0.00 0.07 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 18 0 16 0 0 0
Lane Assignment R R
Lanes in Grp 0 0 2 0 1 0 0 0
Grp Vol (v), veh/h 0 0 691 0 888 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 1285 0 1460 0 0 0
Q Serve Time (g_s), s 0.0 0.0 27.3 0.0 58.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 27.3 0.0 58.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 736 0 814 0 0 0
V/C Ratio (X) 0.00 0.00 0.94 0.00 1.09 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 744 0 814 0 0 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 36.2 0.0 23.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 19.6 0.0 59.1 0.0 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 Control Delay (d), s/veh 0.0 0.0 55.8 0.0 82.1 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 7.9 0.0 16.1 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 2.0 0.0 13.4 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 9.9 0.0 29.5 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.60 0.00 5.99 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 18.5 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 28.6
HCM 7th LOS C
Notes
* HCM 7th Edition computational engine requires equal clearance times for the phases crossing the barrier.

Page 1331 of 1543 ends

HCM 7th Signalized Intersection Capacity Analysis PM 2044+Project 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 613 0 48 0 0 0 0 958 208 0 1322 0 Future Volume (veh/h) 613 0 48 0 0 0 0 958 208 0 1322 0 Number 7 4 14 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 0 1723 0 1870 1723 0 1870 1723 Adj Flow Rate, veh/h 666 0 52 0 1041 226 0 1437 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Opposing Right Turn Influence Yes No No
Cap, veh/h 767 0 352 0 1984 429 0 2427 997
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 Prop Arrive On Green 0.24 0.00 0.24 0.00 0.68 0.67 0.00 1.00 0.00 Unsig. Movement Delay
Ln Grp Delay, s/veh 45.1 0.0 31.2 0.0 8.9 9.1 0.0 0.8 0.0 Ln Grp LOS D C A A A
Approach Vol, veh/h 718 1267 1437
Approach Delay, s/veh 44.1 9.0 0.8
Approach LOS D A A
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Case No 8.0 9.0 7.0
Phs Duration (G+Y+Rc), s 75.0 29.0 75.0
Change Period (Y+Rc), s 5.5 4.0 5.5
Max Green (Gmax), s 63.5 31.0 63.5
Max Allow Headway (MAH), s 4.1 4.1 4.0
Max Q Clear (g_c+l1), s 20.7 22.9 2.0
Green Ext Time (g_e), s 6.0 2.1 8.8
Prob of Phs Call (p_c) 1.00 1.00 1.00
Prob of Max Out (p_x) 0.01 0.29 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1
Mvmt Sat Flow, veh/h 0 3183 0
Through Movement Data
Assigned Mvmt 2 4 6
Mvmt Sat Flow, veh/h 2999 0 3647
Right-Turn Movement Data
Assigned Mvmt 12 14 16
Mvmt Sat Flow, veh/h 629 1460 1460
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2044+Project 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L
Lanes in Grp 0 0 0 2 0 0 0 0
Grp Vol (v), veh/h 0 0 0 666 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1591 0 0 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 20.9 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 20.9 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 1591 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 71.0 0.0 0.0 0.0 71.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 767 0 0 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.87 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 952 0 0 0 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 37.9 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 7.3 0.0 0.0 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 Control Delay (d), s/veh 0.0 0.0 0.0 45.1 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 7.5 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.8 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 8.3 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.42 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 0
Lane Assignment T T
Lanes in Grp 0 1 0 0 0 2 0 0
Grp Vol (v), veh/h 0 635 0 0 0 1437 0 0
Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1777 0 0
Q Serve Time (g_s), s 0.0 18.4 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 18.4 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 1213 0 0 0 2427 0 0
V/C Ratio (X) 0.00 0.52 0.00 0.00 0.00 0.59 0.00 0.00
Avail Cap (c_a), veh/h 0 1213 0 0 0 2427 0 0
Upstream Filter (I) 0.00 0.45 0.00 0.00 0.00 0.75 0.00 0.00 Uniform Delay (d1), s/veh 0.0 8.1 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.7 0.0 0.0 0.0 0.8 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 Control Delay (d), s/veh 0.0 8.9 0.0 0.0 0.0 0.8 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 5.1 0.0 0.0 0.0 0.0 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2044+Project 2: 12th Ave & SR 198 WB EB Ramps 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.3 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 5.3 0.0 0.0 0.0 0.3 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.09 0.00 0.00 0.00 0.01 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 0
Lane Assignment T+R R R
Lanes in Grp 0 1 0 1 0 1 0 0
Grp Vol (v), veh/h 0 632 0 52 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1757 0 1460 0 1460 0 0
Q Serve Time (g_s), s 0.0 18.7 0.0 2.9 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 18.7 0.0 2.9 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.36 0.00 1.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 1200 0 352 0 997 0 0
V/C Ratio (X) 0.00 0.53 0.00 0.15 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 1200 0 437 0 997 0 0
Upstream Filter (I) 0.00 0.45 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 8.3 0.0 31.1 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.7 0.0 0.2 0.0 0.0 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 Control Delay (d), s/veh 0.0 9.1 0.0 31.2 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 5.2 0.0 1.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 5.5 0.0 1.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.10 0.00 0.03 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 12.9
HCM 7th LOS B

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HCM 7th Roundabout PM 2044+Project
3: SR 198 WB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 6.3
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 707 707 0 440
Demand Flow Rate, veh/h 721 722 0 448
Vehicles Circulating, veh/h 745 114 354 487
Vehicles Exiting, veh/h 181 240 673 114
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.8 4.7 0.0 11.4
Approach LOS A A - B
Lane Left Bypass Left Bypass Left Left Bypass
Designated Moves LT R LT R LTR LT R
Assumed Moves LT LT LTR LT
RT Channelized Free Free Free
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
A (Intercept) 1380 1380 1380 1380
B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3
Entry Flow, veh/h 282 439 487 235 0 439 9
Cap Entry Lane, veh/h 645 1938 1228 1938 962 840 1938
Entry HV Adj Factor 0.981 0.980 0.980 0.980 1.000 0.981 0.980 Flow Entry, veh/h 277 430 477 230 0 431 9
Cap Entry, veh/h 633 1900 1204 1900 962 824 1900
V/C Ratio 0.437 0.226 0.396 0.121 0.000 0.523 0.005
Control Delay, s/veh 12.2 0.0 6.9 0.0 3.7 11.7 0.0

LOS B A A A A B A
95th %tile Queue, veh 2 1 2 0 0 3 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2044+Project 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 383 20 248 0 0 0 0 366 108 203 274 0 Future Volume (veh/h) 383 20 248 0 0 0 0 366 108 203 274 0 Number 7 4 14 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 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 Work Zone On Approach No No No
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 0 1870 1723 1723 1870 0 Adj Flow Rate, veh/h 416 22 270 0 398 117 221 298 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Opposing Right Turn Influence Yes No Yes
Cap, veh/h 488 0 435 0 801 235 300 373 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.30 0.30 0.30 0.00 0.58 0.55 0.58 0.58 0.00 Unsig. Movement Delay
Ln Grp Delay, s/veh 30.0 0.0 20.7 0.0 0.0 8.5 16.1 0.0 0.0 Ln Grp LOS C C A B
Approach Vol, veh/h 686 515 519
Approach Delay, s/veh 26.3 8.5 16.1
Approach LOS C A B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Case No 8.0 9.0 8.0
Phs Duration (G+Y+Rc), s 40.7 23.0 40.7
Change Period (Y+Rc), s 5.5 4.1 5.5
Max Green (Gmax), s 56.3 24.1 56.3
Max Allow Headway (MAH), s 4.1 4.2 4.6
Max Q Clear (g_c+l1), s 12.9 17.2 32.5
Green Ext Time (g_e), s 2.1 1.7 2.7
Prob of Phs Call (p_c) 1.00 1.00 1.00
Prob of Max Out (p_x) 0.00 0.46 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1
Mvmt Sat Flow, veh/h 0 1641 380
Through Movement Data
Assigned Mvmt 2 4 6
Mvmt Sat Flow, veh/h 1389 0 646
Right-Turn Movement Data
Assigned Mvmt 12 14 16
Mvmt Sat Flow, veh/h 408 1460 0
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 0

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HCM 7th Signalized Intersection Capacity Analysis PM 2044+Project 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
Lane Assignment L L+T
Lanes in Grp 0 0 0 1 0 1 0 0
Grp Vol (v), veh/h 0 0 0 416 0 519 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 0 1026 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 15.2 0.0 19.6 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 15.2 0.0 30.5 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 1641 0 900 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 36.7 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 25.8 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 19.6 0.0 0.0 Time to First Blk (g_f), s 0.0 36.7 0.0 0.0 0.0 2.6 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 2.6 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 0.00 0.43 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 488 0 672 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.85 0.00 0.77 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 623 0 1092 0 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 21.0 0.0 14.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 8.9 0.0 1.9 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 Control Delay (d), s/veh 0.0 0.0 0.0 30.0 0.0 16.1 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 4.7 0.0 4.8 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 1.2 0.0 0.4 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 5.9 0.0 5.1 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.42 0.00 1.03 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 0
Lane Assignment
Lanes in Grp 0 0 0 0 0 0 0 0
Grp Vol (v), veh/h 0 0 0 0 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 0 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 0 0 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 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 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

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HCM 7th Signalized Intersection Capacity Analysis PM 2044+Project 4: SR 198 EB Ramps & Hanford Armona Rd 07/16/2024
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 0
Lane Assignment T+R R
Lanes in Grp 0 1 0 1 0 0 0 0
Grp Vol (v), veh/h 0 515 0 270 0 0 0 0
Grp Sat Flow (s), veh/h/ln 0 1797 0 1460 0 0 0 0
Q Serve Time (g_s), s 0.0 10.9 0.0 10.1 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 10.9 0.0 10.1 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.23 0.00 1.00 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 1036 0 435 0 0 0 0
V/C Ratio (X) 0.00 0.50 0.00 0.62 0.00 0.00 0.00 0.00
Avail Cap (c_a), veh/h 0 1631 0 555 0 0 0 0
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 8.1 0.0 19.3 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.4 0.0 1.5 0.0 0.0 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 Control Delay (d), s/veh 0.0 8.5 0.0 20.7 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 2.5 0.0 2.8 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.2 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 2.7 0.0 3.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.25 0.00 0.21 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 17.9
HCM 7th LOS B

Page 1338 of 1543 ends

Hanford City CouncilMarch 18, 2025

Hanford City Council
March 18, 2025