Agenda, regular meeting, second session — Bakersfield City Council, August 26, 2026 (part 7 of 8)

1. Default CalEEMod data for land use setting.

2. Default CalEEMod data for land use type.

Default Average Trip Length
Primary Diverted Passby H-W H-S H-O H-W W-O O-O
Fast Food (3,255 SF) 100% 0% 0% 0% 0% 0% 99.3% 0.3% 0.4% Fast Food (3,200 SF) 100% 0% 0% 0% 0% 0% 99.3% 0.3% 0.4% Multi-Tentant (5,048 SF) 100% 0% 0% 0% 0% 0% 99.3% 0.3% 0.4% Multi-Tentant (3,600 SF) 100% 0% 0% 0% 0% 0% 99.3% 0.3% 0.4% C-Store (5,020 SF) 100% 0% 0% 0% 0% 0% 99.3% 0.3% 0.4%
Bank (4,200 SF) 62% 0% 38% 0% 0% 0% 99.3% 0.3% 0.4%
Future Residential (499 Dwell) 100% 0% 0% 24% 9% 67% 0% 0% 0%

1. Default CalEEMod data for land use setting.

2. Default CalEEMod data for land use type.

Annual VMT

H-W H-S H-O H-W W-O O-O H-W H-S H-O
Fast Food (3,255 SF) 392,972 1,156 1,501
Fast Food (3,200 SF) 386,332 1,136 1,476
Multi-Tentant (5,048 SF) 90,636 267 346
Multi-Tentant (3,600 SF) 64,637 190 247
C-Store (5,020 SF) 873,673 2,569 3,337
Bank (4,200 SF) 108,498 319 414
Future Residential (499 Dwell) 204,317 76,113 570,810 81,727 30,445 228,324

1. Average Trip Lengthi,m = (Link %primary x Trip Lengthprimary) + (Link %diverted x 2 miles) + (Link %passby x 0.1 miles) Annual VMT

H-W W-O O-O H-W H-S H-O H-W W-O O-O
Fast Food (3,255 SF) 157,189 462 600 5.06 4.37 2.62
Fast Food (3,200 SF) 154,533 454 590 5.06 4.37 2.62
Multi-Tentant (5,048 SF) 36,254 107 138 17.08 14.49 7.91 Multi-Tentant (3,600 SF) 25,855 76 99 17.08 14.49 7.91
C-Store (5,020 SF) 349,469 1,028 1,335 2.92 2.55 1.62
Bank (4,200 SF) 25,693 76 98 8.64 7.40 4.26
Future Residential (499 Dwell) 17 7 11

1. Average Trip Lengthi,m = (Link %primary x Trip Lengthprimary) + (Link %diverted x 2 miles) + (Link %passby x 0.1 miles) Annual VMT

H-W H-S H-O H-W W-O O-O H-W H-S H-O
Fast Food (3,255 SF) 17.08 14.49 7.91
Fast Food (3,200 SF) 17.08 14.49 7.91
Multi-Tentant (5,048 SF) 17.08 14.49 7.91
Multi-Tentant (3,600 SF) 17.08 14.49 7.91
C-Store (5,020 SF) 17.08 14.49 7.91
Bank (4,200 SF) 10.63 9.02 4.94
Future Residential (499 Dwell) 17 7 11 4,885,215 706,160 8,793,949

1. Average Trip Lengthi,m = (Link %primary x Trip Lengthprimary) + (Link %diverted x 2 miles) + (Link %passby x 0.1 miles) Data from CalEEMod or client
Data entered in CalEEMod

ADT RATE ADT RATE
Weekday Trip Rate 1
(trips/size unit)
Saturday Trip Rate1
(trips/size unit)
Sunday Trip Rate1 (trips/size
unit)
467.480 467.480 467.480

ADT RATE
467.480 467.480 467.480

69.524 69.524 69.524

69.524 69.524 69.524
211.438 211.438 211.438
100.029 86.480 31.959

6.561 6.561 6.561
Land Use Type Res Trip Length (miles)1 Non-Res Trip Length (miles)1 Weekday Trip Purpose2 Weekend Trip Purpose2 Res Trip Percentage2 Non-Res Trip Percentage2 Land Use Type Annual Weekday Trips by Type - Res Annual Weekday Trips by Type - Non-Res Annual Weekend Trips by Type - Res Land Use Type
Weekend Average Trip Length - Non-Res1 Annual VMT1
Land Use Type
Land Use Type
Annual Weekend Trips by Type - Non-Res Weekday Average Trip Length - Res1 Weekday Average Trip Length - Non-Res1 Weekend Average Trip Length - Res 1
Fleet Mix Adjustment
Annual VMT

H-W W-O O-O
Fast Food (3,255 SF) 4,671,148 11,744 8,688 4,691,579
Fast Food (3,200 SF) 4,592,219 11,545 8,541 4,612,305
Multi-Tentant (5,048 SF) 2,167,100 5,405 3,832 2,176,337 Multi-Tentant (3,600 SF) 1,545,475 3,855 2,733 1,552,063 C-Store (5,020 SF) 8,521,026 21,444 15,947 8,558,417
Bank (4,200 SF) 1,210,684 3,043 2,248 1,215,976
Future Residential (499 Dwell) 14,385,324

1. Average Trip Lengthi,m = (Link %primary x Trip Lengthprimary) + (Link %diverted x 2 miles) + (Link %passby x 0.1 miles) Default Vehicle Fleet Mix (Operational Year 2027)
HHD LDA LDT1 LDT2 LHD1 LHD2 MCY MDV MH
Default Fleet Mix 3.819885105 43.442294 3.587673232 21.69775367 3.446036205 1.079639792 2.040299587 18.67143363 0.359311001 Residential Fleet Mix (2026) 2.03 52.15 21.46 16.81 0.08 0.09 0.25 5.69 0.23 Fast Food (3,255 SF) 179,213 2,038,130 168,319 1,017,967 161,674 50,652 95,722 875,985 16,857 Fast Food (3,200 SF) 176,185 2,003,691 165,474 1,000,767 158,942 49,796 94,105 861,184 16,573 Multi-Tentant (5,048 SF) 83,134 945,451 78,080 472,216 74,997 23,497 44,404 406,353 7,820 Multi-Tentant (3,600 SF) 59,287 674,252 55,683 336,763 53,485 16,757 31,667 289,792 5,577 C-Store (5,020 SF) 326,922 3,717,973 307,048 1,856,984 294,926 92,400 174,617 1,597,979 30,751 Bank (4,200 SF) 46,449 528,248 43,625 263,839 41,903 13,128 24,810 227,040 4,369 Future Residential (499 Dwell) 292,022 7,501,946 3,087,090 2,418,173 11,508 12,947 35,963 818,525 33,086 Default Vehicle Fleet Mix (Operational Year 2027)
MDH OBUS SBUS UBUS Total
Default Fleet Mix 1.585871913 0.059110799 0.1756905 0.035002199 100.00 Residential Fleet Mix (2026) 0.75 0 0.02 0.44 100.00
Fast Food (3,255 SF) 74,402 2,773 8,243 1,642 4,691,579 Fast Food (3,200 SF) 73,145 2,726 8,103 1,614 4,612,305 Multi-Tentant (5,048 SF) 34,514 1,286 3,824 762 2,176,338 Multi-Tentant (3,600 SF) 24,614 917 2,727 543 1,552,063 C-Store (5,020 SF) 135,726 5,059 15,036 2,996 8,558,418 Bank (4,200 SF) 19,284 719 2,136 426 1,215,976
Future Residential (499 Dwell) 107,890 0 2,877 63,295 14,385,324 HHD VMT Adjustment
Fast Food (3,255 SF) 2 104 4.13 431 8,257
Fast Food (3,200 SF) 2 104 4.13 431 8,110
Multi-Tentant (5,048 SF) 2 104 7.91 825 3,008
Multi-Tentant (3,600 SF) 2 104 7.91 825 1,909
C-Store (5,020 SF) 3 156 3.41 534 15,413
Bank (4,200 SF) 2 104 4.45 464 1,784
Future Residential (499 Dwell) 0 0 11.00 0 8,793,949
Passenger Vehicle Trip Adjustment
LDA LDT1 LDT2 LDA LDT1 LDT2 LDA LDT1 LDT2
Fast Food (3,255 SF) 2,038,130 168,319 1,017,967 5,219 431 2,607 2,043,349 168,750 1,020,574 Fast Food (3,200 SF) 2,003,691 165,474 1,000,767 5,126 423 2,560 2,008,817 165,898 1,003,327 Multi-Tentant (5,048 SF) 945,451 78,080 472,216 1,901 157 950 947,352 78,237 473,166 Multi-Tentant (3,600 SF) 674,252 55,683 336,763 1,206 100 603 675,458 55,783 337,365 C-Store (5,020 SF) 3,717,973 307,048 1,856,984 9,743 805 4,866 3,727,715 307,853 1,861,850 Bank (4,200 SF) 528,248 43,625 263,839 1,128 93 563 529,376 43,718 264,403 Future Residential (499 Dwell) 7,501,946 3,087,090 2,418,173 5,071,936 2,087,128 1,634,885 12,573,882 5,174,219 4,053,058

1. Ratio of each type to total passenger vehicle categories. Passenger vehicle trips will be divided into these categories.

2. Annual passenger vehicle VMTs multiplied by passenger vehicle category ratio.

Adjusted Fleet Mix
HHD LDA LDT1 LDT2 LHD1 LHD2 MCY MDV
Annual VMT by
Vehicle Type 431 2,043,349 168,750 1,020,574 0 0 0 0
Fleet Mix 0.013334 63.200847 5.219429 31.566390 0.000000 0.000000 0.000000 0.000000 Annual VMT by
Vehicle Type 431 2,008,817 165,898 1,003,327 0 0 0 0
Fleet Mix 0.013563 63.200702 5.219417 31.566318 0.000000 0.000000 0.000000 0.000000 Annual VMT by
Vehicle Type 825 947,352 78,237 473,166 0 0 0 0
Fleet Mix 0.054984 63.174520 5.217255 31.553241 0.000000 0.000000 0.000000 0.000000 Annual VMT by
Vehicle Type 825 675,458 55,783 337,365 0 0 0 0
Fleet Mix 0.077100 63.160540 5.216101 31.546259 0.000000 0.000000 0.000000 0.000000 Annual VMT by
Vehicle Type 534 3,727,715 307,853 1,861,850 0 0 0 0
Fleet Mix 0.009052 63.203553 5.219653 31.567742 0.000000 0.000000 0.000000 0.000000 Annual VMT by
Vehicle Type 464 529,376 43,718 264,403 0 0 0 0
Fleet Mix 0.055391 63.174263 5.217234 31.553113 0.000000 0.000000 0.000000 0.000000 Total VMT2
Land Use Type Category
Fast Food (3,255 SF)
VMTs to Adjust
Land Use Type Default Annual VMT1 Additional VMT1
Land Use Type # of HHD
Trips per
# of Annual
HHD Trips
Weighted Avg
Trip Length
Annual HHD
VMTs
Land Use Type
Category Vehicle Type
Vehicle Type
Annual VMT1 Total Annual
VMT
Category
Vehicle Type
Bank (4,200 SF)
Fast Food (3,200 SF)
Multi-Tentant (5,048 SF)
Multi-Tentant (3,600 SF)
C-Store (5,020 SF)
Fleet Mix Adjustment
Adjusted Fleet Mix
MH MDH OBUS SBUS UBUS Total
Annual VMT by
Vehicle Type 0 0 0 0 0 3,233,103
Fleet Mix 0.000000 0.000000 0.000000 0.000000 0.000000 100.00 Annual VMT by
Vehicle Type 0 0 0 0 0 3,178,473
Fleet Mix 0.000000 0.000000 0.000000 0.000000 0.000000 100.00 Annual VMT by
Vehicle Type 0 0 0 0 0 1,499,580
Fleet Mix 0.000000 0.000000 0.000000 0.000000 0.000000 100.00 Annual VMT by
Vehicle Type 0 0 0 0 0 1,069,431
Fleet Mix 0.000000 0.000000 0.000000 0.000000 0.000000 100.00 Annual VMT by
Vehicle Type 0 0 0 0 0 5,897,952
Fleet Mix 0.000000 0.000000 0.000000 0.000000 0.000000 100.00 Annual VMT by
Vehicle Type 0 0 0 0 0 837,961
Fleet Mix 0.000000 0.000000 0.000000 0.000000 0.000000 100.00 C-Store (5,020 SF)
Bank (4,200 SF)
Category Vehicle Type Land Use Type
Fast Food (3,255 SF)
Fast Food (3,200 SF)
Multi-Tentant (5,048 SF)
Multi-Tentant (3,600 SF)
Fleet Mix Adjustment
Description AERMOD ID HHD Trips
per Week
On-site
Distance
(meters)
Miles
Traveled
per year
Annual
Emissions1
(lb/year)
Fast Food (3,255 SF) TT01_000 2 300.68 19 2.42E-04
Fast Food (3,200 SF) TT05_000 2 256.67 17 2.07E-04
Multi-Tentant (5,048 SF) TT03_000 2 225.56 15 1.82E-04
Multi-Tentant (3,600 SF) TT02_000 2 300.68 19 2.42E-04
C-Store (5,020 SF) TT04_000 3 133.68 13 1.61E-04
Bank (4,200 SF) TT06_000 2 258.78 17 2.08E-04

1. Assume PM10 emissions equal DPM emissions.

Operation Year Emission Factor1
(g/mile)
Emission Factor
(lb/mile)
2026 5.65E-03 1.25E-05

1. EMFAC2021 PM10 RUNEX EF for T7 Single Other Class 8 at 15mph.

Diesel Particulate Matter Emissions
Description AERMOD ID HHD Trips
per Week
Idle
minutes/truck
Idle
hours/year
Idle
days/year
Annual Emissions1
(lb/year)
Fast Food (3,255 SF) TI01_001 2 15 26 1.1 3.14E-05
Fast Food (3,200 SF) TI05_001 2 15 26 1.1 3.14E-05
Multi-Tentant (5,048 SF) TI03_001 2 15 26 1.1 3.14E-05
Multi-Tentant (3,600 SF) TI02_001 2 15 26 1.1 3.14E-05
C-Store (5,020 SF) TI04_001 3 15 39 1.6 4.70E-05
Bank (4,200 SF) TI06_001 2 15 26 1.1 3.14E-05

1. Assume PM10 emissions equal DPM emissions.

Operation Year Emission Factor1
(g/veh/day)
Emission Factor
(lb/veh/day)
2026 1.31E-02 2.90E-05
X Y Distance
311156.9 3904621.2 -
311157 3904580 41.20
311086.1 3904580.1 70.90
311086 3904549.4 30.70
311091.6 3904544 7.78
311163.3 3904543.6 71.70
311164.2 3904543.6 0.90
311163.9 3904621.1 77.50
300.68
X Y Distance
311299 3904546.9 -
311241.6 3904546.8 57.40
311241.8 3904532.7 14.10
311242.6 3904495 37.71
311249.9 3904490.6 8.52
311263.1 3904488.8 13.32
311264.9 3904493.1 4.66
311264.3 3904530 36.90
311260.5 3904533 4.84
311245.2 3904532.9 15.30
311245 3904542.8 9.90
311299 3904543.2 54.00
256.67

1. EMFAC2021 PM10 IDLEX EF for T7 Single Other Class 8.

On-Site Truck Travel - Line Sources
Operational HHD Emissions
PM10 Idling Emission Factor
PM10 RUNEx Emission Factor
On-Site Truck Idling - Point Sources
Diesel Particulate Matter Emissions
Fast Food (3,255 SF) Loop
Total Distance (m)
Total Distance (m)
Fast Food (3,200 SF) Loop
Operational HHD Emissions
X Y Distance
311157 3904621.1 -
311157 3904577.1 44.00
311157 3904562 15.10
311211 3904562.1 54.00
311216 3904567.9 7.66
311216 3904577.9 10.00
311216 3904579.9 2.00
311164.1 3904580.3 51.90
311163.9 3904621.2 40.90
225.56
X Y Distance
311156.9 3904621.2 -
311157 3904580 41.20
311086.1 3904580.1 70.90
311086 3904549.4 30.70
311091.6 3904544 7.78
311163.3 3904543.6 71.70
311164.2 3904543.6 0.90
311163.9 3904621.1 77.50
300.68
X Y Distance
311299.2 3904546.7 -
311288.1 3904546.9 11.10
311287.9 3904593.5 46.60
311282 3904604.3 12.31
311273.5 3904606.8 8.86
311233.6 3904606.1 39.91
311233.8 3904621 14.90
133.68
X Y Distance
311299 3904546.8 -
311241.6 3904546.8 57.40
311241.7 3904533.1 13.70
311241.7 3904531.9 1.20
311190.2 3904531.7 51.50
311180.7 3904537.6 11.18
311180.6 3904543 5.40
311299 3904543.2 118.40
Total Distance (m) 258.78
Multi-Tenant (3,600 SF) Loop
Total Distance (m)
Convenience Store (5,020 SF) Loop
Total Distance (m)
Bank (4,200 SF) Loop
Total Distance (m)
Multi-Tenant (5,048 SF) Loop
Operational HHD Emissions
Gasoline Dispensing
Average Annual Gasoline
Throughput per Station in
California (in 1,000 gallons)
Emission
Sources
VOC Emissions2
(lb/1000-gal)
Pollutant Name
(LS) CAS# Emission Factor3,4
(lb/lb-VOC)
Annual Emissions
(lb-LS/yr)
Hourly Emissions
(lb-LS/hr)
Benzene 71432 4.57E-03 0.58 6.66E-05
Ethyl benzene 100414 1.07E-03 0.14 1.56E-05
Hexane 110543 1.82E-02 2.32 2.65E-04
Naphthalene 91203 4.45E-06 0.00 6.49E-08
Propylene 115071 3.59E-05 0.00 5.24E-07
Toluene 108883 1.11E-02 1.42 1.62E-04
Xylenes (mixed) 1330207 4.09E-03 0.52 5.96E-05
Benzene 71432 4.57E-03 0.17 1.98E-05
Ethyl benzene 100414 1.07E-03 0.04 4.64E-06
Hexane 110543 1.82E-02 0.69 7.90E-05
Naphthalene 91203 4.45E-06 0.00 1.93E-08
Propylene 115071 3.59E-05 0.00 1.56E-07
Toluene 108883 1.11E-02 0.42 4.82E-05
Xylenes (mixed) 1330207 4.09E-03 0.16 1.77E-05
Benzene 71432 4.57E-03 5.14 5.87E-04
Ethyl benzene 100414 1.07E-03 1.20 1.37E-04
Hexane 110543 1.82E-02 20.47 2.34E-03
Naphthalene 91203 4.45E-06 0.01 5.71E-07
Propylene 115071 3.59E-05 0.04 4.61E-06
Toluene 108883 1.11E-02 12.49 1.43E-03
Xylenes (mixed) 1330207 4.09E-03 4.60 5.25E-04
Benzene 71432 7.07E-03 4.51 5.15E-04
Ethyl benzene 100414 1.29E-02 8.24 9.40E-04
Hexane 110543 1.86E-02 11.87 1.36E-03
Naphthalene 91203 1.74E-03 1.11 1.27E-04
Propylene 115071 1.22E-06 0.00 8.89E-08
Toluene 108883 5.63E-02 35.94 4.10E-03
Xylenes (mixed) 1330207 6.59E-02 42.07 4.80E-03
Benzene 71432 4.57E-03 0.06 7.14E-06
Ethyl benzene 100414 1.07E-03 0.01 1.67E-06
Hexane 110543 1.82E-02 0.25 2.84E-05
Naphthalene 91203 4.45E-06 0.00 6.95E-09
Propylene 115071 3.59E-05 0.00 5.61E-08
Toluene 108883 1.11E-02 0.15 1.73E-05
Xylenes (mixed) 1330207 4.09E-03 0.06 6.39E-06

2. VOC emission rates provided in SJVAPCD's Guidance for Air Dispersion Modeling (Draft) 08/06 Rev 1.2.

3. Loading, Breathing, and Refueling emission factors based on SJVAPCD Toxic Profile 128; Z1 SU Gasoline Dispensing Op VOC Vapor Speciation

4. Spillage emission factors based on SJVAPCD Toxic Profile 261; Z1 SU Gasoline Dispensing Op VOC Liquid Speciation

1. Average gasoline throughput per station calculated as Total California Gasoline Sales / Total Number of Stations in California, based on California Energy Commission's Retail Fuel Outlet Annual Reporting.

Hose Permeation 0.009
1520.06
Operational Gasoline Dispensing Emissions
Loading
(Tank) 0.084
Breathing
(Tank) 0.025
Refueling 0.74
Spillage 0.42
Emissions from Gasoline Dispensing
Conveyorized Charbroiler
Process Rates Avg. 1
lb/week
Avg.

Ton/hr
AVG.

Ton /yr
CC - Hamburger & Steak 800 2.38E-03 20.86
CC - Poultry w/o skin 265 7.89E-04 6.91
Conveyorized Charbroiler - Totals
Substances CAS# LB/HR LB/YR
Acenaphthene 83329 1.49E-06 1.31E-02
Acenaphthylene 208968 2.65E-05 2.32E-01
Acetaldehyde 75070 4.45E-04 3.90E+00
Acetophenone 98862 3.83E-06 3.36E-02
Anthracene 120127 5.72E-06 5.01E-02
Benz[a]Anthracene 56553 1.58E-06 1.39E-02
Benzene 71432 7.97E-04 6.98E+00
Benzo[a]Pyrene 50328 9.67E-07 8.47E-03
Benzo[g,h,i,]Perylene 191242 9.04E-07 7.92E-03
Biphenyl 92524 1.30E-05 1.14E-01
Cresol 1319773 5.41E-06 4.74E-02
Dibutyl Phthalate 84742 3.03E-06 2.65E-02
Ethyl Benzene 100414 6.31E-05 5.53E-01
Ethylene Dichloride 107062 2.21E-05 1.93E-01
Fluoranthene 206440 6.21E-06 5.44E-02
Fluorene 86737 6.33E-06 5.54E-02
Formaldehyde 50000 6.20E-04 5.43E+00
Indeno[1,2,3-c,d]Pyrene 193395 5.71E-07 5.00E-03
Naphthalene 91203 1.23E-04 1.08E+00
Phenanthrene 85018 2.87E-05 2.51E-01
Phenol 108952 3.63E-05 3.18E-01
Propionaldehyde 123386 1.20E-04 1.05E+00
Pyrene 129000 8.32E-06 7.28E-02
Styrene 100425 3.00E-04 2.63E+00
Toluene 108883 3.15E-04 2.76E+00
Total PAH 1150 4.90E-05 4.30E-01
Xylene 1330207 4.42E-05 3.87E-01
Conveyorized Charbroiler - Hamburger & Steak

LB/HR LB/YR
Acenaphthene 83329 5.60E-04 1.33E-06 1.17E-02
Acenaphthylene 208968 9.78E-03 2.33E-05 2.04E-01
Anthracene 120127 1.82E-03 4.33E-06 3.80E-02
Benz[a]Anthracene 56553 4.40E-04 1.05E-06 9.18E-03
Benzo[a]Pyrene 50328 3.40E-04 8.10E-07 7.09E-03
Benzo[g,h,i,]Perylene 191242 3.20E-04 7.62E-07 6.67E-03 Biphenyl 92524 4.86E-03 1.16E-05 1.01E-01
Fluoranthene 206440 1.76E-03 4.19E-06 3.67E-02
Fluorene 86737 2.18E-03 5.19E-06 4.55E-02
Indeno[1,2,3-c,d]Pyrene 193395 2.00E-04 4.76E-07 4.17E-03 Naphthalene 91203 4.60E-02 1.10E-04 9.59E-01
Phenanthrene 85018 9.76E-03 2.32E-05 2.04E-01
Pyrene 129000 2.30E-03 5.48E-06 4.80E-02
Total PAH 1150 7.24E-04 1.72E-06 1.51E-02

1. SJVAPCD Modeling Guidance Ref - Pechan (2005). Appendix A - Documentation for the draft 2002 non-point source national emission inventory for criteria and hazardous air pollutants (march 2005 version). Emissions Inventory Group, U.S. EPA. Pages A28 – A34 Substances CAS# EF Lb/Ton Uncontrolled
Commercial Cooking Toxic Emissions
Conveyorized Charbroiler - Poultry & Pork

LB/HR LB/YR
Acenaphthene 83329 2.00E-04 1.58E-07 1.38E-03
Acenaphthylene 208968 4.12E-03 3.25E-06 2.85E-02
Acetaldehyde 75070 5.64E-01 4.45E-04 3.90E+00
Acetophenone 98862 4.86E-03 3.83E-06 3.36E-02
Anthracene 120127 1.76E-03 1.39E-06 1.22E-02
Benz[a]Anthracene 56553 6.80E-04 5.36E-07 4.70E-03
Benzene 71432 1.01E+00 7.97E-04 6.98E+00
Benzo[a]Pyrene 50328 2.00E-04 1.58E-07 1.38E-03
Benzo[g,h,i,]Perylene 191242 1.80E-04 1.42E-07 1.24E-03 Biphenyl 92524 1.82E-03 1.44E-06 1.26E-02
Cresol 1319773 6.86E-03 5.41E-06 4.74E-02
Dibutyl Phthalate 84742 3.84E-03 3.03E-06 2.65E-02
Ethyl Benzene 100414 8.00E-02 6.31E-05 5.53E-01
Ethylene Dichloride 107062 2.80E-02 2.21E-05 1.93E-01
Fluoranthene 206440 2.56E-03 2.02E-06 1.77E-02
Fluorene 86737 1.44E-03 1.14E-06 9.95E-03
Formaldehyde 50000 7.86E-01 6.20E-04 5.43E+00
Indeno[1,2,3-c,d]Pyrene 193395 1.20E-04 9.46E-08 8.29E-04 Naphthalene 91203 1.75E-02 1.38E-05 1.21E-01
Phenanthrene 85018 6.92E-03 5.46E-06 4.78E-02
Phenol 108952 4.60E-02 3.63E-05 3.18E-01
Propionaldehyde 123386 1.52E-01 1.20E-04 1.05E+00
Pyrene 129000 3.60E-03 2.84E-06 2.49E-02
Styrene 100425 3.80E-01 3.00E-04 2.63E+00
Toluene 108883 4.00E-01 3.15E-04 2.76E+00
Total PAH 1150 6.00E-02 4.73E-05 4.15E-01
Xylene 1330207 5.60E-02 4.42E-05 3.87E-01
References (Beef):

Emission factors are derived from District adjustments of Charbroiler emission factors in EPA's 2002 NEI database (Appendix C1).

Hamburger is used as a surrogate for steak.

Pollutants required for toxic reporting: TACs w/o Risk Factor. Current as of update date.

References (PS):

Emission factors are derived from District adjustments of Charbroiler emission factors in EPA's 2002 NEI database (Appendix C1).

Poultry (chicken) is used as a surrogate for pork.

Pollutants required for toxic reporting: TACs w/o Risk Factor. Current as of update date.

Substances CAS# EF Lb/Ton Uncontrolled
Commercial Cooking Toxic Emissions
Flat Griddle
Process Rates Avg. 1
lb/week
Avg.

Ton/hr
AVG.

Ton /yr
FG - Beef 360 1.07E-03 9.39
FG - Poultry & Pork 220 6.55E-04 5.74
Flat Griddle - Totals
Substances CAS# LB/HR LB/YR
Acenaphthene 83329 1.08E-07 9.49E-04
Acenaphthylene 208968 5.13E-07 4.49E-03
Anthracene 120127 9.40E-07 8.24E-03
Benz[a]Anthracene 56553 3.07E-07 2.69E-03
Benzo[a]Pyrene 50328 5.60E-08 4.90E-04
Biphenyl 92524 2.99E-07 2.62E-03
Fluoranthene 206440 2.65E-06 2.33E-02
Fluorene 86737 6.86E-07 6.01E-03
Naphthalene 91203 1.44E-05 1.26E-01
Phenanthrene 85018 6.88E-06 6.03E-02
Pyrene 129000 3.54E-06 3.10E-02
Total PAH 1150 2.95E-05 2.58E-01
FG - Beef

LB/HR LB/YR
Acenaphthene 83329 4.00E-05 4.29E-08 3.75E-04
Acenaphthylene 208968 3.20E-04 3.43E-07 3.00E-03
Anthracene 120127 3.40E-04 3.64E-07 3.19E-03
Benz[a]Anthracene 56553 1.40E-04 1.50E-07 1.31E-03
Benzo[a]Pyrene 50328 4.00E-05 4.29E-08 3.75E-04
Biphenyl 92524 1.20E-04 1.29E-07 1.13E-03
Fluoranthene 206440 1.72E-03 1.84E-06 1.61E-02
Fluorene 86737 4.20E-04 4.50E-07 3.94E-03
Naphthalene 91203 1.22E-02 1.31E-05 1.15E-01
Phenanthrene 85018 4.14E-03 4.44E-06 3.89E-02
Pyrene 129000 2.30E-03 2.46E-06 2.16E-02
Total PAH 1150 1.59E-02 1.70E-05 1.49E-01
FG - Poultry & Pork

LB/HR LB/YR
Acenaphthene 83329 1.00E-04 6.55E-08 5.74E-04
Acenaphthylene 208968 2.60E-04 1.70E-07 1.49E-03
Anthracene 120127 8.80E-04 5.76E-07 5.05E-03
Benz[a]Anthracene 56553 2.40E-04 1.57E-07 1.38E-03
Benzo[a]Pyrene 50328 2.00E-05 1.31E-08 1.15E-04
Biphenyl 92524 2.60E-04 1.70E-07 1.49E-03
Fluoranthene 206440 1.24E-03 8.12E-07 7.11E-03
Fluorene 86737 3.60E-04 2.36E-07 2.06E-03
Naphthalene 91203 2.00E-03 1.31E-06 1.15E-02
Phenanthrene 85018 3.74E-03 2.45E-06 2.15E-02
Pyrene 129000 1.64E-03 1.07E-06 9.41E-03
Total PAH 1150 1.90E-02 1.24E-05 1.09E-01
References (Beef):

Emission factors are derived from District adjustments of Charbroiler emission factors in EPA's 2002 NEI database (Appendix C1).

Hamburger is used as a surrogate for steak.

Pollutants required for toxic reporting: TACs w/o Risk Factor. Current as of update date.

References (P&P):

Emission factors are derived from District adjustments of Charbroiler emission factors in EPA's 2002 NEI database (Appendix C1).

Poultry (chicken) is used as a surrogate for pork.

Pollutants required for toxic reporting: TACs w/o Risk Factor. Current as of update date.

Substances CAS# EF Lb/Ton Uncontrolled

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Taft Hwy & Ashe Rd / Air Quality Impact Analysis
Trinity Consultants D-1
APPENDIX D. HEALTH RISK ASSESSMENT MODELING FILES
(Electronic Files)

BIOLOGICAL RESOURCE EVALUATION
General Plan Amendment/Zone Change
Assessor’s Parcel Map Number
184-260-09
County of Kern
Bakersfield, California
Prepared for:

New Gen Engineering Group, Inc.

Karandeep Gill
6349 Houghton Rd
Bakersfield, California 93313
Prepared by:

Pruett Biological Resource Consulting
8819 Latera Court
Bakersfield, California 93314
661.421.0006
27 January 2025
Biological Resource Evaluation
APN 184-260-09
January 2025

EXECUTIVE SUMMARY
Pruett Biological Resource Consulting, Inc. (PruettBio) has prepared this biological resource evaluation for a proposed Site Plan Review of Assessor’s Parcel Numbers (APN) 184-260-09. The project consists of 24.86 gross acres (10.06 hectares)(project) Section 04, Township 31 South, Range 27 East, Mount Diablo Base and Meridian. The project is located southwest of the intersection of Taft Highway and Ashe Rd, within the incorporated limits of the City of Bakersfield, County of Kern, California.

The project is located within the geographic range of several federal-, and state-listed, threatened and/or endangered plant and animal taxa. Several non-listed, special-status species also have the potential to occur in the vicinity of the project.

The purpose of this report is to document biological resources identified during a reconnaissance-level field study of the project site and include potential biological resources identified during a literature review of the site and vicinity, identify potential impacts to biological resources resulting from the project.

Evaluation of potential impacts to plant and animal species are required under federal and state regulation during a General Plan Amendment and Zone Change. California Environmental Quality Act (CEQA) Appendix G thresholds have been used to evaluate potential impacts to the biological resources from the proposed project development. Avoidance and minimization measures for implementation prior to and during project activities are recommended as appropriate.

The California Department of Fish and Wildlife (CDFW) and United States Fish and Wildlife Service (USFWS) have not been contacted regarding the preparation of this report. Appendix B, Special-Status Plant and Animal Evaluations, satisfy the requirements for an initial determination of potential impacts under the CEQA Appendix G thresholds. If CEQA threshold determinations warrant, further consultation may be required with CDFW and USFWS. If additional consultation with the agencies results in the need for Application for a California Incidental Take Permit, Cal. Code Regs., tit. 14, § 783.2 outlines requirements for detailed species-specific take analysis, proposed measures to minimize and fully mitigate impacts, compliance monitoring, and funding. A detailed description satisfying Cal. Code Regs., tit. 14, § 783.2 is not required to meet the CEQA Appendix G thresholds.

A literature review was conducted of the site and vicinity, prior to the field study, of the biological resources known to occur based on recorded, direct observation, or potentially occurring in the project impact area based on current or historical habitat conditions. During the field study, existing habitat conditions, direct observations and/or species sign was recorded to assess the potential for occurrence of special-status species. This report includes an evaluation of the potential for those special-status biological resources not observed during the field study, with the potential to occur on the property based on the habitat conditions observed.

The project is in southwest Bakersfield in an area historically farmed. Urban development has increased along the margins of Metropolitan Bakersfield in the past 50 years and has resulted in the conversion of farmland to residential and commercial properties. The project includes vacant land and a Crimson Midstream, LLC facility on the southeast corner of the project. The project is surrounded by agricultural land, vacant land, mixed use residential and commercial development, and an outdoor sports field complex.

The federal and state database queries yielded 21 special-status plant species and 33 special-status animal species as potentially occurring within the vicinity of the project site. Of these, 5 plant species, and 15 animal species have federal-, and/or state-listing and are afforded protection under federal or state law.

A query of the California Native Plant Society (CNPS) database was made for the nine-quadrangles surrounding the project. The CNPS tracks plant species that do not meet the CEQA Section 15380 Biological Resource Evaluation
APN 184-260-09
January 2025
criteria for listing as threatened or endangered and are afforded no protection under federal or state law.

A USGS nine-quadrangle query additionally includes a search area beyond a standard 10-mile radius.

Plant species meeting the criteria for Special Status Plants as defined in Protocols for Surveying and Evaluating Impacts to Special Status Native Plant Populations and Sensitive Natural Communities (CDFW 2018) and evaluated under CEQA Section 15380 have been included in this report.

Some CRPR 4 taxa may meet the Section 15380 definition of an endangered, rare, or threatened species, and in the definition of CRPR 4, CNPS and CDFW suggest additional reasons for including CRPR 4 taxa in a CEQA analysis. These reasons include Regionally Rare Taxa. Considered locally significant plants, that is, plants that are not rare from a statewide perspective but are rare or uncommon in a local context such as within a county or region (CEQA Guidelines, § 15125, subd. (c)), or as designated in local or regional plans, policies, or ordinances (CEQA Guidelines, Appendix G). “Locally rare” has not been generally defined, but in counties where a “locally rare” policy exists, it applies to taxa with only five to 10 known occurrences in that county.

The CNDDB, iPac, and CNPS lists were cross-referenced for consistency. A separate CNDDB query for the County of Kern was also generated to evaluate plant species for local significance.

The project will not conflict with existing or adopted Habitat Conservation Plans, Natural Community Conservation Plans, local or regional conservation plans, or local ordinances protecting biological resources.

Biological Resource Evaluation
APN 184-260-09
January 2025
Table of Contents
INTRODUCTION....................................................................................................................................................1 PROJECT LEGAL DESCRIPTION .................................................................................................................................. 1 PROJECT SETTING AND PHYSICAL DESCRIPTION....................................................................................................... 1 METHODS.............................................................................................................................................................2 LITERATURE REVIEW ................................................................................................................................................ 2 FIELD STUDY ............................................................................................................................................................. 2 RESULTS ...............................................................................................................................................................3 VEGETATION COMMUNITIES AND LAND COVER...................................................................................................... 3 SOILS ........................................................................................................................................................................ 3 BIOLOGICAL RESOURCES.......................................................................................................................................... 3 Special-Status Plant Species................................................................................................................................ 4 Special-Status Animal Species ............................................................................................................................. 5 Designated Critical Habitat ................................................................................................................................. 5 Jurisdictional Water Resource Features .............................................................................................................. 5 Special-Status Natural Communities................................................................................................................... 5 Wildlife Migration Corridors and Nursery Sites................................................................................................... 5 Regional and Local Policies.................................................................................................................................. 6 IMPACT ANALYSIS AND RECOMMENDED MITIGATION MEASURES .......................................................................6 REFERENCES .........................................................................................................................................................9 APPENDIX A .......................................................................................................................................................12 PROJECT VICINTY AND SITE ................................................................................................................................12 APPENDIX B........................................................................................................................................................20 SPECIAL-STATUS PLANT AND ANIMAL EVALUATION...........................................................................................20 APPENDIX C........................................................................................................................................................34 PLANTS AND ANIMALS OBSERVED ON THE PROJECT ..........................................................................................34 Biological Resource Evaluation
APN 184-260-09
January 2025
1 INTRODUCTION
Pruett Biological Resource Consulting, Inc. (PruettBio) has prepared this biological resource evaluation for the proposed development of APN 184-260-09. The project consists of 24.86 gross acres (10.06 hectares)(project) Section 4, Township 31 South, Range 27 East, Mount Diablo Base and Meridian. The project is located southwest of the intersection of Taft Highway and Ashe Rd, within the incorporated limits of the City of Bakersfield, County of Kern, California. The report documents biological resources identified during fieldwork conducted on the project site and those identified through a literature search as potentially occurring based on known observations or historic habitat conditions. The report uses the information collected during the field study and literature search to evaluate potential impacts to biological resources, resulting from the project. The report is intended to assist in the analysis of the proposed project for a Site Plan Review.

Listed plant and animal species are protected under the Federal Endangered Species Act (FESA) and the California Endangered Species Act (CESA). Protection of other non-listed, special-status species is afforded under additional regulation including the Migratory Bird Treaty Act (MBTA). Pursuant to the California Environmental Quality Act (CEQA) impacts to non-listed, special-status species must be evaluated. Where necessary, the report recommends avoidance and minimization measures for implementation prior to and during project activities. The report is intended to provide technical information in support of a CEQA preliminary review. For the purposes of this report, potential impacts to the biological resources of the proposed project were evaluated in accordance with Appendix G of the CEQA Guidelines (2024).

PROJECT LEGAL DESCRIPTION
The project consists of 24.86 gross acres (10.06 hectares) of APN 184-260-09. The project site is located southwest of the intersection of Taft Highway and Ashe Rd, Section 04, Township 31 South, Range 27 East, Mount Diablo Base and Meridian.

PROJECT SETTING AND PHYSICAL DESCRIPTION
The project site is in the southern San Joaquin Valley; a broad, treeless plain in the rain shadow of the Inner Coast Ranges. The region’s climate can be characterized as Mediterranean; with hot, dry summers and cool, moist winters. Summer high temperatures typically exceed 100 °Fahrenheit (°F); with an average of 110 days per year over 90 °F. Winter temperatures in the San Joaquin Valley are mild, with an average of only 16 days per year with frost (Twisselmann 1967).

Rainfall varies, increasing from west to east, with the west side of the valley receiving an average of around 4 inches (10 centimeters) per year and the east side averaging about 6 inches (15 centimeters) per year. Winter fog, called Tule fog, sometimes forms during the months of November, December, and January, supplementing the annual precipitation. Approximately 90% of the rainfall in the region occurs between November 1 and April 1. Drought cycles occur periodically, becoming severe enough that plant and animal populations can experience large fluctuations. The vegetation communities in the San Joaquin Valley are distinguishable from the Mojave Desert to the east due to Tule fog, higher humidity, and isolation from continental climatic influences by mountain ranges (Twisselmann 1967).

The general topography of the area of the project is generally flat at about 343 feet (104.6 meters) above mean sea level. The project and vicinity were historically farmed for decades. Historical aerial imagery going back to 1985 shows the project with much of the surrounding land under row crops with scattered residential development. The project was farmed until 2005 and had a residence until 2008. The project is now vacant except for a fenced Crimson Midstream, LLC facility on the southeast corner of the project.

The project is surrounded by vacant land, mixed use residential and commercial development, row crops, and an outdoor sports complex. In 2011, the Bakersfield Sports Village, a 170-acre outdoor sporting complex, with soccer fields, football fields, and two manmade ponds was constructed 0.20 miles north of the project. By 2016, residential development expanded lands near the project.

Biological Resource Evaluation
APN 184-260-09
January 2025
2 METHODS

LITERATURE REVIEW
PruettBio conducted a literature review to identify known observations and potential for listed, or otherwise special-status, species to occur in the vicinity of the project site. A standard, 10-mile (16- kilometer) radius query was performed. Database records reviewed included:
• United States Fish & Wildlife Service (USFWS) iPac: The iPac report generates a list of federal-listed species and other resources under the jurisdiction of the USFWS, including designated critical habitat for listed species, National Wildlife Refuge lands, and Wetlands in the National Wetlands Inventory. The list includes resources that are outside of the project site, but that have the potential to be impacted by project activities. • USFWS National Wetlands Inventory: The Wetlands Mapper is an online inventory integrating digital map data and other resources to provide current information regarding the status of national wetlands, riparian, and deepwater habitats.
• United States Department of Agriculture (USDA) WebSoil Survey: The report is an online database providing soil data produced by the National Cooperative Soil Survey, a joint effort of the USDA and other federal, state, and local agencies. The information drawn for the Soil Survey of Kern County, California, Southwest Part was originally drawn from fieldwork completed in 1981 with soil names and descriptions approved in 1982, and most recently updated in August 2024. • California Natural Diversity Database (CNDDB-RareFind 5): The CNDDB is a database of listed, or otherwise special-status, plant and animal species and sensitive communities maintained by the California Department of Fish and Wildlife (CDFW). The information queried for this report included a standard 10-mile radius of the project site. • California Native Plant Society (CNPS) Inventory of Rare and Endangered Vascular Plants:

CNPS is a private, professional organization that maintains a database evaluating the current conservation status of California’s rare, threatened, and endangered plant species. The information queried for this report included a standard 10-mile radius of the project site. The list includes resources that are outside of the project site, but that have the potential to be impacted by project activities based on known historic or current habitat features. The data base was compared to the CNDDB and iPac queries for consistency.

FIELD STUDY
A reconnaissance-level, biological field study was conducted by Jared Pratt and Jacob Spriester on 23 December 2024. The project was surveyed by walking the perimeter and transects to evaluate all representative habitat features of the site. The field study conducted, allowed for 100% visual coverage of the project site. Field notes included observations of all plant and wildlife species observed. Direct observations and/or species sign was recorded to assess the potential for occurrence. Land cover types and general habitat conditions were recorded and photographed. Special-status species and habitat features, such as vegetation communities or ephemeral channels, were also recorded and photographed if observed.

Coordinates for important biological resource elements and direct observations of special-status species were recorded using a handheld geographic positioning system unit. If observed, San Joaquin kit fox (SJKF) dens were classified as defined by the USFWS Standardized Recommendations for Protection of the Endangered San Joaquin Kit Fox Prior to or During Ground Disturbance (2011). All plant taxa encountered were identified to the extent possible given the diagnostic features present. Identifications were made using keys contained in The Jepson Manual: Vascular Plants of California and online updates containing revisions to taxonomic treatments (Baldwin et al. 2012; Jepson Flora Project 2015).

Biological Resource Evaluation
APN 184-260-09
January 2025
3 RESULTS
This section summarizes the results of the field study conducted on the project site and evaluates those results for the known or potential for occurrence of special-status species based on the literature review and database queries and pursuant to statutory regulation. Discussions are provided describing the existing habitat conditions including vegetation communities, land cover and current use; soils; specialstatus biological resources potentially occurring in the vicinity of the project site; the potential for jurisdictional resources including designated critical habitat and riparian/wetland/water resource features; the potential for wildlife migration corridors and nursery sites; and regional and local policy.

VEGETATION COMMUNITIES AND LAND COVER
The project site is located at the southwestern edge of Bakersfield city limits. Before conversion to farmland, the original vegetive communities of the project site were Non-native Grassland (Holland 42200) and Valley Saltbush Scrub (Holland 36220). The project and vicinity were historically farmed for decades. Aerial imagery shows that the last time that the project had row crops was 2005 and appears to have been vacant since. Most of the project is now recovering non-native grassland except for the Crimson Midway pipeline facility, which is layered with gravel, and maintained to manage vegetative growth in and around the facility. The project is surrounded by vacant land that is recovering non-native grassland to the immediate north and east, mixed use residential and commercial development to the west and northwest, and intensive row crop to the south of the project. An outdoor sports complex and park containing soccer fields, football fields, and two manmade ponds is 0.20 miles north and northwest of the project.

SOILS
The USGS soil survey map describes the soil of the project site as Unit 102, Bakersfield sandy loam, partially drained, 0 to 1 percent slopes and Unit 123 Granoso sandy loam, 0 to 2 percent slopes, overwash (NRCS 2024). Unit 102 is alluvium derived from granitoid sources found on flood plains. It is comprised of sandy loam, fine sandy loam, stratified sand to loam, loam, stratified sandy loam to silt loam, and stratified sand to loam to a depth of about 62 inches. The depth to the restrictive feature is more than 80 inches and the available water supply in profile is listed as high (about 9.9 inches). Unit 123 is alluvium derived from mixed rock sources found on alluvial fans and flood plains. It is comprised of sandy loam, loamy sand, and sand to a depth of 62 inches. The depth to the restrictive feature is more than 80 inches and the available water supply in profile is listed as low (about 4.9 inches).

BIOLOGICAL RESOURCES
The literature review and database queries yielded 21 special-status plant species as potentially occurring within the vicinity of the project site. 33 special-status animal species were identified as potentially occurring in the region of the project site. No special-status animals or plants were observed on site during the field study. However, sign of San Joaquin kit fox and dens were observed on the project during the field study. One known natal San Joaquin kit fox den, three known dens, and one potential den were recorded on the project during the field study. No evidence of any locally rare plant was observed during the field study.

No focused, protocol-level surveys were conducted for the preparation of this report. The field study was conducted outside of the blooming period for many of the special-status plant species potentially occurring in the vicinity of the project. The evaluation of special-status species that were found during the literature review with a potential to occur in the region are included in Appendix B.

Biological Resource Evaluation
APN 184-260-09
January 2025
4 Special-Status Plant Species
The federal and state database queries yielded 21 special-status plant species as potentially occurring within the vicinity of the project site. A query of the California Native Plant Society (CNPS) database was made for the nine-quadrangles surrounding the project. A USGS nine-quadrangle query additionally includes a search area beyond a standard 10-mile radius. Plant species meeting the criteria for Special Status Plants as defined in Protocols for Surveying and Evaluating Impacts to Special Status Native Plant Populations and Sensitive Natural Communities (CDFW 2018) were evaluated under CEQA Section 15380.

Special-status plant species considered in this evaluation include all plant species that meet one or more of the following criteria:
• Listed or proposed for listing as threatened or endangered under ESA or candidates for possible future listing as threatened or endangered under the ESA (50 CFR §17.12). • Listed or candidates for listing by the State of California as threatened or endangered under CESA (Fish and Game Code §2050 et seq.). A species, subspecies, or variety of plant is endangered when the prospects of its survival and reproduction in the wild are in immediate jeopardy from one or more causes, including loss of habitat, change in habitat, over-exploitation, predation, competition, disease, or other factors (Fish and Game Code §2062). A plant is threatened when it is likely to become endangered in the foreseeable future in the absence of special protection and management measures (Fish and Game Code §2067). • Listed as rare under the California Native Plant Protection Act (Fish and Game Code §1900 et seq.). A plant is rare when, although not presently threatened with extinction, the species, subspecies, or variety is found in such small numbers throughout its range that it may be endangered if its environment worsens (Fish and Game Code §1901). • Meet the definition of rare or endangered under CEQA §15380(b) and (d). Species that may meet the definition of rare or endangered include the following:
o Species considered by the California Native Plant Society (CNPS) to be “rare, threatened or endangered in California” (Lists 1A, 1B and 2);
o Species that may warrant consideration on the basis of local significance or recent biological information.
o Some species included on the California Natural Diversity Database’s (CNDDB) Special Plants, Bryophytes, and Lichens List (California Department of Fish and Game 2008). • Considered a locally significant species, that is, a species that is not rare from a statewide perspective but is rare or uncommon in a local context such as within a county or region (CEQA §15125 (c)) or is so designated in local or regional plans, policies, or ordinances (CEQA Guidelines, Appendix G). Examples include a species at the outer limits of its known range or a species occurring on an uncommon soil type.

Biological Resource Evaluation
APN 184-260-09
January 2025
5 Of the 21 special-status plant species returned during database queries for the project vicinity, 5 species are either federally- or state-listed as threatened or endangered. Although CEQA requires consideration for impacts to locally significant plant species, no mitigation is legally required to compensate for impacts to non-listed plant species. No listed, or otherwise special-status plant species was observed during the fieldwork conducted for the preparation of this report. No listed, or otherwise special-status plant species, has been recorded as occurring within the project site.

Special-Status Animal Species
The federal and state database queries yielded 33 special-status animal species as potentially occurring within the vicinity of the project site. Of these, 15 animal species have federal-, and/or state-listing and are afforded protection under federal or state law. Special-status animal species considered in this evaluation include those that may occur in the project vicinity that have statutory protections. This includes federal- and state-listed (rare, threatened, or endangered; fully protected) species and candidates for listing under the respective endangered species acts. Species that are of special concern to the CDFW or the USFWS are included in this evaluation. Special-status bird species that are afforded protection under the MBTA which may nest on or within an approximate 10-mile (16-kilometer) radius of the project site are also evaluated. One SJKF natal den, three “known” dens, and one potential den as defined in U.S. Fish and Wildlife Service Standardized Recommendations for Protection of the Endangered San Joaquin Kit Fox prior to or During Ground Disturbance (USFWS 2011) were observed during the survey. No SJKF individuals were observed during the survey effort. No evidence of other special-status animal species, or animal species sign was observed during the field study.

Designated Critical Habitat
The USFWS iPac report and USFWS Designated Critical Habitat Mapper lists no Designated Critical Habitat within the project (USFWS 2024). Designated Critical Habitats closest to the project site include California condor (Gymnogyps californianus) approximately 20-miles south/southeast and Buena Vista Lake shrew (Sorex ornatus relictus) approximately 13-miles west of the project site. No suitable habitat for either species exists on the project site.

Jurisdictional Water Resource Features
Section 404 of the Federal Clean Water Act (CWA) regulates discharge of dredged and fill material into Waters of the United States. Wetlands are included under this jurisdiction. Proposed activities that may result in discharge of material into Waters of the U.S. require a permit review process by the U.S. Army Corps of Engineers as set forth under CWA section 404(b)(1). Fish and Game Code section 1602 requires any person, state or local governmental agency, or public utility to notify CDFW before beginning any activity that will substantially modify a river, stream, or lake.

A search of the USFWS National Wetlands Inventory resulted in no riparian, wetlands, or other jurisdictional water features mapped on the project site (USFWS 2024). These results are consistent with the observed conditions within the survey area.

Special-Status Natural Communities
No special-status vegetation communities on the project site were identified by the USFWS iPac query, the CNDDB, or the CNPS Inventory (USFWS 2024, CDFW 2024, CNPS 2024). These results are consistent with the observed conditions within the survey area.

Wildlife Migration Corridors and Nursery Sites
Wildlife corridors can be defined as connections between wildlife blocks that meet specific habitat needs for species movement generally during migratory periods but seasonally as well. Wildlife corridors Biological Resource Evaluation
APN 184-260-09
January 2025
6 generally contain habitat dissimilar to the surrounding vicinity and include examples such as riparian areas along rivers and streams, washes, canyons, or otherwise undisturbed areas within urbanization.

Corridor width requirements can vary based on the needs of the species utilizing them. Development of the project would not impact wildlife migration corridors or nursery sites.

Regional and Local Policies
The proposed, modified project will not conflict with existing or adopted Habitat Conservation Plans, Natural Community Conservation Plans, local or regional conservation plans, or local ordinances protecting biological resources.

IMPACT ANALYSIS AND RECOMMENDED MITIGATION MEASURES
CEQA Appendix G thresholds have been used to evaluate potential impacts to the biological resources from the proposed project. Appendix G provides an analysis of the impacts of the proposed project following the standards of CEQA and provides recommendations that, when implemented, would reduce impacts to less-than-significant levels. It is important to note that potential take of any federal- or statelisted species from project activities would require contacting the appropriate wildlife agency (the USFWS and/or the CDFW).

The project would create a significant impact to biological resources, based on the specifications in Appendix G of the CEQA Guidelines, if the following were to occur:

1. Have a substantial adverse effect, either directly or through habitat modifications, on any species identified as a candidate, sensitive, or special status species in local or regional plans, policies, or regulations, or by the California Department of Fish and Game or U.S. Fish and Wildlife Service;

2. Have a substantial adverse effect on any riparian habitat or other sensitive natural community identified in local or regional plans, policies, and regulations or by the California Department of Fish and Game or U.S. Fish and Wildlife Service;

3. Have a substantial adverse effect on federally protected wetlands as defined by section 404 of the Clean Water Act (including, but not limited to, marsh, vernal pool, coastal, etc.) through direct removal, filling, hydrological interruption, or other means;

4. Interfere substantially with the movement of any native resident or migratory fish or wildlife species or with established native resident or migratory wildlife corridors, or impede the use of native wildlife nursery sites;

5. Conflict with any local policies or ordinances protecting biological resources, such as a tree preservation policy or ordinance;

6. Conflict with the provisions of an adopted Habitat Conservation Plan, Natural Community Conservation Plan, or other approved local, regional, or state habitat conservation plan.

Biological Resource Evaluation
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7 The following analysis discusses potential impacts associated with the development of the project and provides recommendations where appropriate to further reduce potential impacts.

1. Would the project have a substantial adverse effect, either directly or through habitat modifications, on any species identified as a candidate, sensitive, or special-status species in local or regional plans, policies, or regulations, by the CDFW, or the USFWS? Direct and indirect impacts, in the form of “incidental take” of a threatened, endangered, or otherwise protected species, are expected as a result of the development of the proposed project. One natal SJKF den complex, two “known” SJKF complexes, and one potential den were observed during the field study.

Take of San Joaquin kit fox natal and “known” dens requires state and federal authorization.

Communication with state and federal agencies regarding Avoidance and Mitigation Measures is recommended prior to initial ground disturbance to fully comply with FESA, CESA, and CEQA. If consulted, state and federal agencies will determine the Avoidance and Mitigation Measures required for take authorization and may include, but is not limited to:
• A biological resource pre-activity survey conducted by a qualified biologist no more that 30 days before the start of construction activities,
• Biological resource monitoring during each initial phase of ground disturbance, • Compliance reporting provided to the required oversight agencies for all biological resource field surveys, monitoring, and additional tasks as warranted, • A Worker Environmental Awareness Program outlining special-status species that may access, use or otherwise transverse the project area will be implemented, • If known or natal SJKF dens are identified at any time during construction, protocols enumerated in the USFWS Standardized Recommendations for Protection of the Endangered San Joaquin Kit Fox Prior to or During Ground Disturbance (2011) should be implemented, and the appropriate agencies contacted for guidance,
• Vertical sided trenching deeper than 2-feet will include escape ramps at no more than a 1:1 ratio every 100 feet,
• Vertical sided holes that are not capable of being ramped should be covered or otherwise secured to the greatest extent practicable,
• Pipes, conduit and similar material 4 inches or greater should be capped to prevent wildlife from becoming inadvertently trapped in the piping.

The project is within the historic range of Tipton kangaroo rat. The project was not included in the southwest focus area for the species in the previous habitat conservation plan. The most recent habitat suitability modeling (Cypher 2021) does not include the project in any of the four tiers enumerated for suitability, but the nearest habitat included in the model was habitat rank 4 (disturbed but suitable) about

0.5 miles east of the project. Trapping would be required to confirm small mammal species occupying the project.

2. Would the project have a substantial adverse effect on any riparian habitat or other sensitive natural community identified in local or regional plans, policies, and regulations, or by the CDFW or the USFWS?
No riparian habitat or other sensitive natural community identified in local or regional plans, policies, regulations or by the California Department of Fish and Wildlife or United States Fish and Wildlife Service exists on the project site. No adverse effect will occur as a result of the development of the proposed project and no mitigation measures are recommended.

3. Would the project have a substantial adverse effect on federally protected wetlands as defined by Section 404 of the Clean Water Act (including, but not limited to, marsh, vernal pool, coastal, etc.) through direct removal, filling, hydrological interruption, or other means? Biological Resource Evaluation
APN 184-260-09
January 2025
8 No features, identified in wetland categories, appear on the USFWS National Wetlands Inventory mapping (USFWS 2021) on the proposed, modified project site. No federally protected wetlands as defined by Section 404 of the Clean Water Act were identified during the field study conducted for the preparation of this report. No substantial adverse effect will occur as a result of the development of the project. No mitigation measures are recommended.

4. Would the project interfere substantially with the movement of any native resident or migratory fish or wildlife species or with established native resident or migratory wildlife corridors, or impede the use of native wildlife nursery sites? No migratory wildlife corridors were identified during the literature search or field study. The project will not interfere substantially with the movement of any native fish of wildlife species or with established native resident or migratory wildlife corridors or impede the use of native wildlife nursery sites. The following recommendations are provided for the general protection of bird species that may occur on the project site or vicinity in compliance with the MBTA:

If ground-disturbing activities are planned during the nesting season for migratory birds that may nest on or near the site (generally February 1 through August 31), nesting bird surveys are recommended prior to the commencement of ground disturbance for project activities. If nesting birds are present, no new construction or ground disturbance should occur within an appropriate avoidance area for that species until young have fledged, unless otherwise approved and monitored by a qualified onsite biologist.

Appropriate avoidance should be determined by a qualified biologist. In general, minimum avoidance zones for active nests should be implemented as follows: 1) ground or low-shrub nesting non-raptors – 300 feet (91 meters); 2) burrowing owl – as appropriate based on nest location, existing surrounding activity, and evaluation of owl behavior. Coordination with CDFW may be warranted. 3) Sensitive raptors (e.g., prairie falcon, golden eagle) – 0.5 miles (0.8 kilometers); 3) other raptors – 500 feet (152 meters).

5. Would the project conflict with any local policies or ordinances protecting biological resources, such as a tree preservation policy or ordinance? There are no biological resources on the site which are protected by local policies. Impacts from conflicts with local policies will not occur. No additional mitigation measures are recommended.

6. Conflict with the provisions of an adopted Habitat Conservation Plan, Natural Community Conservation Plan, or other approved local, regional, or state habitat conservation plan.

The project does not conflict with any Habitat Conservation Plan, Natural Community Conservation Plan, or other approved local, regional, or state habitat conservation plan. No additional mitigation measures are recommended.

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9 REFERENCES
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The Jepson manual: Vascular plants of California (2nd ed.). Berkeley, CA: University of California Press. 1568 pp.

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CDFG. (2012). Staff report on burrowing owl mitigation. Sacramento, CA: Author.

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Clean Water Act of 1972, 33 U.S.C. § 1251 et seq. (2014).

Cypher, B., Phillips, S.E., Westall, T., Tennant, E.N., Saslaw, L., Kelly, E., Van Horn Job, C. (2021).

Conservation of endangered Tipton kangaroo rat (Dipodomys nitratoides nitratoides): status surveys, habitat suitability, and conservation recommendations. California Fish and Wildlife Special CESA Issue:382-397.

Dunn, J. L., & Alderfer, J., (Eds.). (2008). Field guide to the birds of western North America. Washington, DC: National Geographic Society. 447 pp.

Ehrlich, P. R., Dobkin, D. S., & Wheye, D. (1988). The birder’s handbook: A field guide to the natural history of North American birds. New York, NY: Simon and Schuster, Inc. 785 pp.

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Harris, J. H., & Stearns, D. M. (1991). Population density, census methods, habitat relationships, and home range of the San Joaquin antelope squirrel, 1988–89. California Department of Fish and Game, Nongame Bird and Mammal Section, Report 91-02. Oakland, CA: CDFG. Retrieved from http://nrm.dfg.ca.gov/FileHandler.ashx?DocumentID=2953
Jennings, M. R., Hayes, M. P., & Metro Washington Park Zoo. (1994). Amphibian and reptile species of special concern in California (Final report to the California Department of Fish and Game, Inland Fisheries Division, Contract No. 8023). Rancho Cordova, CA: CDFG. 255 pp.

Jepson Flora project (Eds.). (2015). Jepson eFlora. Retrieved from http://ucjeps.berkeley.edu/IJM.html Luce, B. (2005). Eumops perotis: Western mastiff bat. In C. Chambers & M. Herder, (Eds.), Species accounts. Portland, OR: Western Bat Working Group. 5 pp. Retrieved from http://www.wbwg.org/speciesinfo/species_accounts/molossidae/eupe.pdf Biological Resource Evaluation
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10 Migratory Bird Treaty Act of 1918, 16 U.S.C. § 703 et seq. (2024).

Nafis, G. (2000–2021a). North American legless lizards - Anniella. A Guide to the Amphibians and Reptiles of California. Retrieved from http://www.californiaherps.com/lizards/pages/a.pulchra.html Nafis, G. (2000–2021b). San Joaquin coachwhip – Coluber flagellum ruddocki. A Guide to the Amphibians and Reptiles of California. Retrieved from
http://www.californiaherps.com/snakes/pages/c.f.ruddocki.html Nafis, G. (2000–2021c). Blainville’s horned lizard – Phrynosoma blainvillii. A Guide to the Amphibians and Reptiles of California. Retrieved from http://www.californiaherps.com/lizards/pages/p.blainvillii.html Native Fish and Wildlife Endangered Species, 32 Fed. Reg. 4001 (Mar. 11, 1967). Retrieved from http://ecos.fws.gov/docs/federal_register/fr18.pdf
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http://mczbase.mcz.harvard.edu/specimen_images/publications/Breviora_536.pdf Porter-Cologne Water Quality Control Act, C.W.A. § Section 13000 et seq. (2023).

Reid, F. A. (2006). Mammals of North America (Peterson field guide). Boston, MA: Houghton Mifflin Company. 579 pp.

Sherwin, R. (2005). Antrozous pallidus: Pallid bat. In D. A. Rambaldini, (Eds.). Species accounts.

Portland, OR: Western Bat Working Group. 5 pp. Retrieved from http://www.wbwg.org/speciesinfo/species_accounts/vespertilonidae/anpa.pdf Shuford, W. D., Gardali, T., (with Comrack, L.A.). (Eds.). (2008). California bird species of special concern: a ranked assessment of species, subspecies, and distinct populations of birds of immediate conservation concern in California. Sacramento, CA: CDFG.

Stebbins, R. C. (1985). A field guide to western reptiles and amphibians (Peterson field guide), (2nd ed.).

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Twisselmann, E. C. (1967). A flora of Kern County, California. The Wasmann Journal of Biology, 25, 1– 395.

Uptain, C. E. (1989). Survey for Tipton kangaroo rats (Dipodomys nitratoides nitratoides) on the proposed Delano prison site, Kern County, California (Prepared for the California Department of Corrections).

Sacramento, CA: 11 pp.

U.S. Fish and Wildlife Service (USFWS). (1996). California condor recovery plan, third revision. Portland, OR: Author. 62 pp.

USFWS. (1998). Recovery plan for upland species of the San Joaquin Valley, California. Portland, OR:

Author. Retrieved from http://ecos.fws.gov/docs/recovery_plan/980930a.pdf USFWS. (2011). U.S. Fish and Wildlife Service standardized recommendations for protection of the endangered San Joaquin kit fox prior to or during ground disturbance. Sacramento, CA: Author. 9 pp.

Retrieved from http://www.fws.gov/sacramento/es/Survey-ProtocolsGuidelines/Documents/kitfox_standard_rec_2011.pdf Biological Resource Evaluation
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January 2025
11 USFWS. (2013). California condor recovery program population size and distribution, December 31, 2013 overview page. Retrieved from
http://www.fws.gov/uploadedFiles/Region_8/NWRS/Zone_1/Hopper_Mountain_Complex/Hopper_Mounta in/Sections/News/News_Items/PDFs/2013-12-31.pdf
USFWS. (2023a). Federal endangered and threatened species that may occur in or may be affected by project in the counties and/or USGS 7 ½ minute quads you requested: quadrangle [August]. Author.

Retrieved from http://www.fws.gov/sacramento/es_species/Lists/es_species_lists-form.cfm USFWS. (2023b). National Wetlands Inventory Website [August]. Washington, D.C.: Author. Retrieved from http://www.fws.gov/wetlands/
Williams, D. F. (1980). Distribution and population status of the San Joaquin antelope squirrel and giant kangaroo rat. (Nongame Wildlife Investigation Final Report E-W-4). Sacramento, CA: CDFG. 48 pp.

Williams, D. F. (1986). Mammalian species of special concern in California (Prepared for the State of California, The Resources Agency Department of Fish and Game). Turlock, CA: CSUS. 112 pp. Retrieved from http://esrp.csustan.edu/resources/publications/pdf/mammalian_scc_ca_esrp5.pdf Zeiner, D. C., Laudenslayer, W. F., Jr., Mayer, K. E., & White, M., (Eds.). (1990a). California’s wildlife volume II birds (California Statewide Wildlife Habitat Relationships System). Sacramento, CA: CDFG.

Zeiner, D. C., Laudenslayer, W. F., Jr., Mayer, K. E., & White, M., (Eds.). (1990b). California’s wildlife volume III mammals (California Statewide Wildlife Habitat Relationships System). Sacramento, CA:

CDFG.

APPENDIX A

PROJECT VICINTY AND SITE
Biological Resource Evaluation
APN 184-260-09
January 2025
Figure A-1. Aerial photograph of the project and vicinity (Google Earth Pro 2024).

Bakersfield
Project Site
Biological Resource Evaluation
APN 184-260-09
January 2025
14 Figure A-2. Aerial photograph of the project, vicinity, and biological resources observed during the field study (Google Earth Pro 2024).

Legend
Known den
Natal den
Potential den
1000 ft
N
➤
Image © 2024 Airbus
Image © 2024 Airbus
Image © 2024 Airbus
Biological Resource Evaluation
APN 184-260-09
January 2025
Figure A-3 Soil map of the project site (USDA, Natural Resources Conservation Service 2024).

Biological Resource Evaluation
APN 184-260-09
January 2025
Figure A-4. Photograph of the project site taken from the NE corner facing W (23Dec24).

Figure A-5. Photograph of the project site taken from near the NW corner facing S (23Dec24).

Biological Resource Evaluation
APN 184-260-09
January 2025
17 Figure A-6. Photograph of the project site from near the SW corner facing N (23Dec24).

Figure A-7. Photograph of the project site taken from the SE corner facing N (23Dec24).

Biological Resource Evaluation
APN 184-260-09
January 2025
Figure A-8. Photograph of one of the San Joaquin kit fox known dens (23Dec24).

Biological Resource Evaluation
APN 184-260-09
January 2025
Figure A-9. Photograph of San Joaquin kit fox pup scat in front of a natal den entrance (23Dec24).

APPENDIX B

SPECIAL-STATUS PLANT AND ANIMAL EVALUATION
Biological Resource Evaluation
APN 184-260-09
January 2025
Table B-1: Special-status Plants That May Occur in the Vicinity of the Project.

Scientific Name
Common Name
Status
Fed/State/CNPS Description Blooming Period
Field Study
Results/Potential for
Occurrence
Astragalus hornii var.
hornii
Horn’s milk vetch
S/-/1B.1 Annual herb in the Fabaceae found in meadows and seeps and on playas and lake margins on alkaline soils between 197 and 2,790 feet (60–850 meters) in elevation. Known
from occurrences in the Southern San Joaquin Valley, the Tehachapi Mountains and the Western Transverse Ranges
in Kern, Los Angeles, and San Bernardino Counties.

May to October Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Atriplex cordulata var.
cordulata
Heartscale
S/-/1B.2 Herbaceous annual in the Chenopodiaceae found in chenopod scrub, meadows and weeps, and valley and
foothill grasslands in sandy, saline or alkaline soils below 1,837 feet (560 meters) in elevation. Known to occur in the Great Central Valley from Kern County north to Southern Butte County.

April to October Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Atriplex coronata var.
vallicola
Lost Hills crownscale
S/-/1B.2 Herbaceous annual in the Chenopodiaceae found in chenopod scrub, valley and foothill grasslands, and vernal pool habitats on alkaline soils between 165 and 2,085 feet (50–635 meters) in elevation. Known to occur in Fresno, Kern, Kings, Merced, Monterey, San Benito, San Luis
Obispo, and Tulare Counties.

April to September Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Atriplex tularensis
Bakersfield smallscale
-/E/1A Annual herb in the Chenopodiaceae found in chenopod scrub habitat between 295 and 655 feet (90–200 meters) in elevation. Known to occur in the Kern County.

June to October Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Calochortus striatus
Alkali mariposa-lily
S/-/1B.2 Bulbiferous perennial herb in the Liliaceae found in chaparral, chenopod scrub, meadows and seeps, and
Mojavean desert scrub in alkaline and mesic soils between 230 and 5235 feet (70–1,595 meters). Known to occur in
the Inyo, Kern, Los Angeles, San Bernardino, and Tulare Counties.

April to June Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Caulanthus californicus
California jewelflower
E/E/1B.1 Annual herb in the Brassicaceae family found in chenopod scrub, pinyon and juniper woodland, and valley and foothill grassland habitats on sandy soils between 200 and 3,280 feet (61 – 1000) in elevation.

February to May Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Biological Resource Evaluation
APN 184-260-09
January 2025
22 Scientific Name
Common Name
Status
Fed/State/CNPS Description Blooming Period
Field Study
Results/Potential for
Occurrence
Chloropyron molle ssp.
hispidum
Hispid bird’s-beak
S/-/1B.1 Hemiparasitic annual herb in the Orobanchaceae family found in meadows and sweeps, playas, and valley and
foothill grasslands on alkaline soils below 510 feet (155 meters) in elevation.

June to September Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Delphinium recurvatum
Recurved larkspur
S/-/1B.2 Perennial herb in the Ranunculaceae family found in chenopod scrub, cismontane woodland, and valley and
foothill grassland habitats below 2,590 feet (790 meters) in elevation. Known to occur in Kern and Tulare Counties.

March to June Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Diplacus pictus
Calico monkeyflower
S/-/1B.2 Annual herb in the Phrymaceae family found in broadleafed upland forest and cismontane woodland habitats in
disturbed areas and granitic soils between 330 and 4,690 feet (100-1,430 meters) in elevation. Known to occur in Kern and Tulare Counties.

March to May Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Eremalche parryi ssp.
kernensis
Kern mallow
E/-/1B.2 Annual herb in the Malvaceae family found in chenopod scrub, pinyon and juniper woodland, and valley and foothill grassland habitats in clay, dry, openings, and sandy soils often at the edge of balds between 230 and 4,230 feet (70 – 1,290 meters) in elevation. Known to occur in Kern,
Kings, San Luis Obispo, Santa Barbara, Tulare, and
Ventura Counties.

January to May Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Eschscholzia lemmonii
ssp. kernensis
Tejon poppy
S/-/1B.1 Annual herb in the Papaveraceae family found in valley foothill and grasslands and chenopod scrub, generally on loose, calcareous soils between 525 and 3,280 feet (200– 1,000 meters) in elevation. Known to occur in Kern and San Luis Obispo Counties.

Sometimes February,
March to May
Not Observed/Not
Expected. Expected
elevation range is higher
than the project site.

Imperata brevifolia
California satintail
-/-/2B.1 Perennial, rhizomatous herb in the Poaceae family found in chaparral, coastal sage scrub, meadow and seeps,
Mojavean desert scrub, and riparian scrub habitats on
mesic and alkaline soils below 3,985 feet (1,215 meters).

Known to occur in Butte, Lake, Fresno, Tulare, Inyo, Kern, Santa Barbara, Ventura, San Bernadino, Orange,
Riverside, San Diego and Imperial Counties.

September to May Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Lasthenia glabrata ssp.
coulteri
Coulter’s goldfields
S/-/1B.1 Annual herb in the Asteraceae family found in vernal pools, marshes and swamps, playas, and saline places at
elevations below 4,005 feet (1,220 meters). Known to occur in Colusa, Kern, Los Angeles, San Bernardino, San Diego, San Luis Obispo, Santa Barbara, Solano, Tehama, Tulare, Ventura, and Yolo Counties.

February to June Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Biological Resource Evaluation
APN 184-260-09
January 2025
23 Scientific Name
Common Name
Status
Fed/State/CNPS Description Blooming Period
Field Study
Results/Potential for
Occurrence
Layia leucopappa
Comanche Point layia
S/-/1B.1 Annual herb in the Asteraceae family found in chenopod scrub and valley and foothill grassland habitats between 330 and 1,150 feet (100 – 350 meters) in elevation. Known to occur in Kern County.

March to April Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Monolopia congdonii
San Joaquin woollythreads
E/-/1B.2 Annual herb in the Asteraceae family found in chenopod scrub and valley and foothill grassland habitats on sandy soils between 195 and 2,625 feet (60 – 800 meters) in
elevation. Known to occur in Fresno, Kern, Kings, San
Benito, San Luis Obispo, Santa Barbara, and Tulare
Counties.

February to May Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Navarretia setiloba
Piute Mountains
navarretia
S/-/1B.1 Annual herb in the Polemoniaceae family found in cismontane woodland, pinyon and juniper woodlands, and
valley and foothill grasslands in gravelly loam and
sometimes clay soils between 935 and 6,890 feet (285–
2,100 meters) in Kern, Los Angeles, and Tulare Counties.

April to July Not Observed/Not
Expected. Expected
elevation range is higher
than the project site.

Opuntia basilaris var.
treleasei
Bakersfield cactus
E/E/1B.1 Perennial stem succulent in the Cactaceae family found in chenopod scrub, cismontane woodland, and valley and
foothill grasslands between 330 and 4,755 feet (100–1450 meters) in elevation. Known to occur in the Southeast San Joaquin Valley and Southern Sierra Nevada Foothills in
Kern County.

April to May Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Puccinellia simplex
California alkali grass
S/-/1B.2 Annual herb in the Poaceae family found in chenopod scrub, meadows and seep, valley and foothill grassland, and vernal pool habitats on alkaline, flats, lake margins, and vernally mesic soils between 5 and 3050 feet (2–930 meters) in Alameda, Butte, Colusa, Contra Costa, Fresno, Glenn, Kern, Kings, Lake, Los Angeles, Madera, Merced,
Napa, San Bernardino, San Luis Obispo, Santa Clara,
Santa Cruz, Solano, Stanislaus, Tulare, and Yolo Counties.

March to April Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Stylocline citroleum
Oil neststraw
S/-/1B.1 Annual herb in the Asteraceae family found in chenopod scrub, coastal scrub, and valley and foothill grassland on clay soils between 165 and 1,310 feet (50 – 400 meters) in elevation. Known to occur in Kern and San Diego Counties.

March to April Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Stylocline masonii
Mason’s neststraw
S/-/1B.1 Annual herb in the Asteraceae family found in chenopod scrub and valley and foothill grasslands on sandy soils between 330 and 3,935 feet (100–1,200 meters) in
elevation. Known from locations in Kern, Los Angeles,
Monterey, and San Luis Obispo Counties.

March to May Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

Biological Resource Evaluation
APN 184-260-09
January 2025
24 Scientific Name
Common Name
Status
Fed/State/CNPS Description Blooming Period
Field Study
Results/Potential for
Occurrence
Tortula californica
California screw moss
S/-/1B.2 Moss in the Pottiaceae family found in chenopod scrub and valley and foothill grassland habitats in sandy soils between 35 and 4790 feet (10–1460 meters) in Kern, Los Angeles, Modoc, Monterey, Riverside, San Diego, Santa Barbara,
and Ventura Counties.

Does not flower Not Observed/Not
Expected. Decades of
intensive farming has
resulted in vegetation limited
to invasive/ruderal species.

STATUS: Federal and State Listing Code
D Delisted
E Federally or State-listed Endangered
T Federally or State-listed Threatened
S BLM Sensitive
CNPS
1A Plants presumed extirpated in California, and either rare or extinct elsewhere 1B.1 Plants considered rare, threatened, or endangered in California and elsewhere; seriously threatened in California 1B.2 Plants considered rare, threatened, or endangered in California and elsewhere; fairly threatened in California 2B.1 Plants considered rare, threatened, or endangered in California, but more common elsewhere; seriously threatened in California Biological Resource Evaluation
APN 184-260-09
January 2025
25 Table B-2: Special-status Animals That May Occur in the Vicinity of the Project.

Scientific Name
Common Name
Status
Federal/State General Habitat Survey Results/Regional or Nearest Occurrence* Invertebrates
Bombus crotchii
Crotch’s bumble bee
-/C Occurs in grasslands and shrublands in the
Mediterranean region, Pacific coast, western desert,
and adjacent foothills throughout California’s southwest region. Food plant genera include but is not limited to Antirrhinum, Clarkia, Eriogonum. and Phacelia.

Not Observed/Not Expected. No known
records in the vicinity of the project.

Marginal habitat present on the project.

Branchinect lynchi
Vernal pool fairy shrimp
T/- Found in vernal pools throughout California. Exist as cysts during the dry season and reproduce when pools
are filled with water again.

Not Present. No suitable habitat present.

Danaus plexippus
Monarch butterfly
PT/- Occur for migration between San Diego and British
Colombia. Asclepias spp. are used for egg laying
throughout the range.

Not Observed/Not Expected. No known
records in the vicinity of the project.

Marginal habitat present on the project.

Desmocerus californicus dimorphus
Valley elderberry longhorn beetle
T/- Central Valley riparian forest; nearly always found on or close to its host plant, elderberry (Sambucus species).

Not Present. No suitable habitat for the
species. No host plants present on the
project or vicinity.

Amphibians
Spea hammondii
Western spadefoot toad
PT/ CSC Central valley and adjacent foothills, Coast Ranges from Point Conception south to the Mexico border;
valley-foothill grasslands and valley-foothill hardwood, shallow temporary pools used for breeding, below
4,472 feet (1,363 meters).

Not Observed/Not Expected. No known
records in the vicinity of the project.

Marginal habitat present on the project.

Reptiles
Actinemys marmorata
Northwestern pond turtle PT/CSC
Completely aquatic requiring calm waters such as pools
or streams with vegetation banks or logs for basking.

Will utilize upland habitat up to about 0.5 km from
water.

Not Present. No suitable habitat present.

Anniella grinnelli
Bakersfield legless lizard -/CSC
Found in sparsely vegetated areas of beach dunes,
chaparral, pine-oak woodlands, desert scrub, sandy
washes, and stream terraces with sycamores,
cottonwoods, or oaks in warm moist soils under cover.

Not Observed/Not Expected. Suitable
habitat absent from the site. Potential
habitat in the project vicinity.

Anniella spp.

California legless lizard -/CSC
Found in coastal dunes, chaparral, pine-oak
woodlands, desert scrub, and sandy washes in warm
moist loose soils, below 5,085 feet (1550 meters).

Not Observed/Not Expected. Suitable
habitat absent from the site. Potential
habitat in the project vicinity.

Arizona elegans occidentalis
California glossy snake -/CSC Found in low elevation scrub, grasslands and chaparral habitats.

Not Present. No suitable habitat present.

Gambelia sila
Blunt-nosed leopard lizard (BNLL) E/E,SFP
Found only in the San Joaquin Valley, adjacent Carrizo
Plain, Elkhorn Plain, Cuyama Valley, and Panoche
Valley; inhabits sparsely vegetated plains, lower canyon slopes, on valley floors, and washes; open grassland,
Not Present. No suitable habitat present.

Biological Resource Evaluation
APN 184-260-09
January 2025
26 Scientific Name
Common Name
Status
Federal/State General Habitat Survey Results/Regional or Nearest Occurrence* saltbush scrub, and alkali sink are more common
habitat types.

Masticophis flagellum
ruddocki
San Joaquin coachwhip -/CSC
Found in the San Joaquin Valley in open, dry habitats.

Associated with valley grassland and saltbush scrub
habitats containing small mammal burrows which are
used for refugia and oviposition sites.

Not Present. No suitable habitat present.

Phrynosoma blainvillii
Coast horned lizard
-/CSC
Inhabits valley-foothill hardwood, coniferous and
riparian, as well as pine-cypress, juniper, and annual
grasslands, in Sierra Nevada below 3,937 feet (1,200
meters) and in mountains of Southern California and
into the adjacent valleys.

Not Present. No suitable habitat present.

Birds
Agelaius tricolor
Tricolored blackbird
S/CSC
Forages in grasslands, wetlands, rice fields, croplands, and weedy uplands dominated by mustards and
thistles, etc.; breeds in marshes containing heavy
growth of bulrushes, cattails, and blackberries; found
throughout the Central Valley.

Not Present/Low Probability of
Occurrence in the Project Vicinity. No
suitable nesting habitat on the site.

Potential for marginal foraging habitat in
farmlands in the vicinity of the project.

Athene cunicularia
Burrowing owl
-/C
Inhabits dry, open grasslands, rolling hills, desert floors, prairies, savannas, agricultural land, and other areas of open, bare ground. These owls will also inhabit open
areas near human habitation, such as airports, golf
courses, shoulders of roads, railroad embankments,
and the banks of irrigation ditches and reservoirs.

Not Observed/Moderate Probability of
Occurrence in the Project Vicinity.

Suitable habitat for nesting and foraging
in the vicinity of the project. No burrowing
owls or owl burrows observed.

Buteo swainsoni
Swainson’s hawk
-/T
Riparian and sometimes large isolated trees used for
nesting; grasslands and agricultural lands used for
foraging; in California, breeds primarily in the
Sacramento Valley, with occasional nesting to the south through Kern County; migrate through the Central and
San Joaquin Valleys to their wintering grounds in South America.

Not Observed/Low Probability of
Occurrence in the Project Vicinity. No
suitable nesting sites on the project. Low
suitable foraging habitat exists across the
row-crop farmland south of metropolitan
Bakersfield.

Charadrius nivosus nivosus
Western snowy plover
T/CSC
Nests, feeds, and takes cover on sandy or gravelly
beaches along the coast, on estuarine salt ponds, alkali lakes, and at the Salton Sea. On the Pacific coast, it
nests on barren to sparsely vegetated sand beaches,
dry salt flats in lagoons, dredge spoils deposited on
beach or dune habitat, levees and flats at saltevaporation ponds, and river bars.

Not Present. No suitable wintering
habitat or foraging habitat exists on the
project.

Coccyzus americanus occidentalis
Western yellow-billed cuckoo T/E
Nests in walnut and almond orchards in California,
natural nesting habitat is in cottonwood-tree willow
riparian forest. Known populations of breeding western
Not Present. No suitable nesting habitat
exists on the project for this species. The
site represents poor foraging habitat.

Biological Resource Evaluation
APN 184-260-09
January 2025
27 Scientific Name
Common Name
Status
Federal/State General Habitat Survey Results/Regional or Nearest Occurrence* yellow-billed cuckoo are several disjunct locations in
California, Arizona, and western New Mexico.

Dendrocygna bicolor
Fulvous whistling duck -/CSC
Nests in fresh emergent wetlands and quiet riverine
waters. Uncommon to fairly common in the San
Joaquin Valley, April to November.

Not Present. No suitable nesting habitat
exists on the project for this species. The
site represents poor foraging habitat.

Elanus leucurus
White tailed kite
-/SFP
Associated habitats include open grasslands,
savannahs, agriculture, wetlands, oak woodland and
riparian areas with associated open space.

Not Observed/Low Probability of
Occurrence in the Project Vicinity. No
suitable nesting sites on the project.

Suitable foraging habitat exists across the
row-crop farmland south of metropolitan
Bakersfield.

Eremophila alpestris actica
California horned lark
-/WL
Resident throughout California from the coast to the
deserts up to alpine dwarf-shrub habitat above tree line Not Observed/Moderate Probability of
Occurrence in the Project Vicinity.

Horned lark occur throughout the
southern San Joaquin Valley and
undoubtedly forage in the project vicinity.

Gymnogyps californianus
California condor

E/E,SFP
Forages over large expanses of land including but not
limited to, grasslands, foothills, coastal mountain
ranges. Nests on cliff faces, large trees or manmade
structures.

Not Present/Low Probability of
Occurrence in the Project Vicinity. No
suitable nesting habitat on the site.

Potential for marginal foraging habitat in
farmlands in the vicinity of the project.

Plegadis chihi
White-faced ibis -/WL
Nesting associated with large emergent wetlands. Will
forage in a variety of wet meadows, irrigated pastures, flooded pond edges and wet cropland.

Not Present. No suitable nesting habitat
exists on the project for this species. The
site represents poor foraging habitat.

Xanthocephalus xanthocephalus
Yellow-headed blackbird
-/CSC
Yellow-headed blackbirds are found in freshwater
marshes during the summer. They particularly like to
live among cattails, tule, and bulrush. During migration and over winter months, the yellow-headed blackbird is
found in open, cultivated lands, in fields, and in
pastures.

Not Present. No suitable nesting habitat
exists on the project for this species. The
site represents poor foraging habitat.

Mammals
Ammospermophilus nelsoni
San Joaquin antelope squirrel S/T
Found in grasslands or open shrublands; formerly more
extensive, current range includes southwestern portion
of the San Joaquin Valley and in adjacent valleys to the west.

Not Present. Beyond the current
published range of the species.

Dipodomys ingens
Giant kangaroo rat
E/E
Western side of the San Joaquin Valley, including the
Carrizo Plain and the Panoche Valley; grassland and
shrub-land habitats with sparse vegetative cover and
soils that are well-drained, fine sandy loams with gentle slopes.

Not Present. Beyond the current
published range of the species.

Biological Resource Evaluation
APN 184-260-09
January 2025
28 Scientific Name
Common Name
Status
Federal/State General Habitat Survey Results/Regional or Nearest Occurrence* Dipodomys nitratoides brevinasus
Short-nosed kangaroo rat
E/E
Found in arid communities on the valley floor portions
of Kern, Tulare, and Kings counties in scrub and
grassland communities in level to near-level terrain with alluvial fan-floodplain soil (fine sands and sandy loams) with sparse grasses and woody vegetation such as
iodine bush, saltbush, seep weed, and mesquite.

Not Present. Beyond the published
range of the species.

Dipodomys nitratoides nitratoides
Tipton kangaroo rat
E/E
Found in arid communities on the valley floor portions
of Kern, Tulare, and Kings counties in scrub and
grassland communities in level to near-level terrain with alluvial fan-floodplain soil (fine sands and sandy loams) with sparse grasses and woody vegetation such as
iodine bush, saltbush, seep weed, and mesquite.

Low Probability of Occurrence. Habitat
suitable for Dipodomys sp. The project is
not within the southwest focus area of the
previous Habitat Conservation Plan. Low
quality habitat about 0.5 miles east of the
project. Burrows typical of kangaroo rat
were observed scattered across the
project. Small mammal trapping would be
required to determine species
occupation.

Eumops perotis californicus
Western mastiff bat
S/CSC
Open, semi-arid to arid habitats, including conifer and deciduous woodlands, annual and perennial
grasslands, chaparral, desert scrub, and urban areas;
roosts in cliff faces, as well as high buildings, trees, and tunnels; uncommon resident in southwestern San
Joaquin Valley.

No Roosting Sites Present. No known
occurrences in the vicinity of the project.

Information on some bat species
indicates foraging may occur over 10’s of
miles from roosting sites. Impacts not
expected.

Onychomys torridus tularensis
Tulare grasshopper mouse
S/CSC
Found in valley grasslands habitats, blue oak savanna,
desert associations dominated by annual grasses and
California ephedra, alkali sink scrub, saltbush scrub,
and upper Sonoran shrub associations, dominated by
ephedra.

Not Observed/Not Expected. Beyond
the current published range of the
species.

Perognathus inornatus inornatus
San Joaquin pocket mouse
S/-
Found in west-central California in the Upper
Sacramento Valley, Tehama County, southward
through the San Joaquin and Salinas valleys and
contiguous areas to the Mojave Desert in Los Angeles,
Kern and extreme western San Bernardino counties.

Inhabits dry, open, grassy or weedy areas and annual
grasslands, savannas, and desert-scrub associations
with sandy washes or finely textured soils.

Not Observed/Not Expected. Beyond
the current published range of the
species.

Sorex ornatus relictus
Buena Vista Lake shrew
E/CSC
Formerly occupied marshlands of the San Joaquin
Valley and the Tulare Basin. Its range has become
much restricted due to the loss of lakes and sloughs in the area. It has been recorded from the Kern Lake
Preserve area and the Kern National Wildlife Refuge.

Current distribution is unknown but likely to be very
restricted due to the loss of habitat.

Not Present. No suitable habitat present.

Biological Resource Evaluation
APN 184-260-09
January 2025
29 Scientific Name
Common Name
Status
Federal/State General Habitat Survey Results/Regional or Nearest Occurrence* Taxidea taxus
American badger -/CSC
Uncommon resident found through California; in less
disturbed grassland and shrubland habitats in San
Joaquin Valley.

Not Present No suitable habitat.

Vulpes macrotis mutica
San Joaquin kit fox (SJKF)
E/T
Found in valley saltbush scrub, valley sink scrub,
Interior Coast Range saltbush scrub, upper Sonoran
sub-shrub scrub, non-native grassland, and valley
sacaton grassland in the Central Valley and adjacent
foothills and valleys, infrequently to the outer Coast
Ranges; generally not found in densely wooded areas,
wetland areas, or areas subject to frequent periodic
flooding.

Present. Three SJKF known dens, one
natal den, and one potential den were
observed during the field study.

Communication with the state and federal
agencies is recommended prior to initial
ground disturbance to fully comply with
FESA, CESA, and CEQA.

STATUS:

Federal
S Listed as a BLM Sensitive Species
D Delisted
E Listed as Endangered
PT Proposed as Threatened
T Listed as Threatened
C Candidate for Endangered Status
State
CSC California Department of Fish and Wildlife Designated Species of Special Concern
D Delisted
E Listed as Endangered
SFP California Department of Fish and Wildlife Designated Fully Protected
T Listed as Threatened
C Candidate for Endangered Status
Biological Resource Evaluation
APN 184-260-09
January 2025
30 Figure B-1. CNDDB special-status plant species occurrences within a 10-mile radius of the project (CDFW 2024).

Biological Resource Evaluation
APN 184-260-09
January 2025
31 Figure B-2. CNDDB special-status bird species occurrences within a 10-mile radius of the project (CDFW 2024).

Biological Resource Evaluation
APN 184-260-09
January 2025
32 Figure B-3. CNDDB special-status amphibian and reptile species occurrences within a 10-mile radius of the project (CDFW 2024).

Biological Resource Evaluation
APN 184-260-09
January 2025
33 Figure B-4. CNDDB special-status mammal species occurrences within a 10-mile radius of the project (CDFW 2024).

APPENDIX C

PLANTS AND ANIMALS OBSERVED ON THE PROJECT

FIELD STUDY CONDUCTED
23 December 2024
Biological Resource Evaluation
APN 184-260-09
January 2025
Table C-1. Vascular plant species observed during the field study conducted on the project site.

Scientific Name Common Name
Anacardiaceae
Pistacia chinensis Chinese pistache
Asteraceae
Laennecia coulteri Coulter’s horseweed
Matricaria discoidea Pineappleweed
Boraginaceae
Amsinckia spp. Fiddleneck
Brassicaceae
Sisymbrium irio London rocket
Chenopodiaceae
Salsola tragus Russian thistle
Geraniaceae
Erodium cicutarium Redstem filaree
Malvaceae
Malva parviflora Cheeseweed
Poaceae
Bromus diandrus Ripgut brome
Bromus madritensis ssp. rubens Red brome
Table C-2. Vertebrate animal species observed during the field study conducted on the project site.

Scientific Name Common Name
Birds
Calypte anna Anna’s hummingbird
Corvus corax Common raven
Passerculus sandwichensis Savannah sparrow
Zenaida macroura Mourning dove
A

PHASE I CULTURAL RESOURCE SURVEY

SOUTHWEST CORNER OF TAFT HIGHWAY AND ASHE ROAD,

CITY OF BAKERSFIELD, CALIFORNIA
Submitted to:

McIntosh and Associates
10800 Stockdale Highway, Suite 103
Bakersfield, California 93311
Keywords:

Gosford Quadrangle, City of Bakersfield,
California Environmental Quality Act
Submitted by:

Hudlow Cultural Resource Associates
1405 Sutter Lane
Bakersfield, California 93309
Author:

Scott M. Hudlow
December 2024
2 Management Summary
At the request of the McIntosh and Associates, a Phase I Cultural Resource Survey was conducted on a 27.97-acre parcel, which is located at the southwest corner of Taft Highway and Ashe Road, City of Bakersfield, California.

The Phase I Cultural Resource Survey consisted of an archaeological survey and a cultural resource record search.

No cultural resources were identified. No further work is required. If archaeological resources are encountered during the course of construction, a qualified archaeologist should be consulted for further evaluation.

The protection of human remains follows California Public Resources Codes, Sections 5097.94, 5097.98, and 5097.99.
3 Table of Contents
Management Summary............................................................................................... 2 Table of Contents......................................................................................................... 3 List of Figures ................................................................................................................. 3

1.0 Introduction....................................................................................................... 4

2.0 Project Location................................................................................................ 4

3.0 Record Search .................................................................................................. 4

4.0 Environmental Background.............................................................................. 4

5.0 Prehistoric Archaeological Context ................................................................ 4

6.0 Ethnographic Background............................................................................... 8

7.0 Historical Overview. ........................................................................................ 10

8.0 Field Procedures and Methods...................................................................... 12

9.0 Report of Findings. .......................................................................................... 12

10.0 Management Recommendations ................................................................ 12

11.0 References ...................................................................................................... 13 Appendix I................................................................................................................... 15 Appendix II.................................................................................................................. 19 List of Figures
1 Project Area Location Map ............................................................................. 5 2 Project Area, View to the Southwest............................................................... 7 3 Project Area, View to the North....................................................................... 7 4 1.0 Introduction
At the request of McIntosh and Associates, Hudlow Cultural Resource Associates conducted a Phase I Cultural Resource Survey in accordance with the California Environmental Quality Act for a proposed multiple-family residential project. The 27.97-acre tract is located at the southwest corner of Taft Highway and Ashe Road in the City of Bakersfield, California. The Phase I Cultural Resource Survey consisted of a pedestrian survey and a cultural resource record search.

2.0 Project Location
The project area is in the City of Bakersfield. It is a portion of the NE ¼ of the NE ¼ of Section 4, T.31S., R.27E., Mount Diablo Baseline and Meridian, as displayed on the United States Geological Survey (USGS) Gosford 7.5-minute quadrangle map (Figure 1). The proposed multiple-family residential project is located at the southwest corner of Taft Highway and Ashe Road in the City of Bakersfield, California.

3.0 Record Search
A record search of the project area and the environs within one half-mile was conducted at the Southern San Joaquin Information Center. Scott M.

Hudlow conducted the record search, RS# 24-563, on December 18, 2024. The record search revealed that ten cultural resource surveys have been conducted within one half-mile of the project area, including one cultural resource survey which has been conducted within the current project area (Hudlow 2005). Four cultural resources have been identified within one half-mile of the current project area. Each previously identified cultural resource was a historic structure, including a previously identified residence within the project area (Appendix II). However, the house previously identified within the project area is not extant and probably burned in a fire.

4.0 Environmental Background
The project area is located at an elevation of 350 feet above mean sea level in the Great Central Valley, south of the Kern River. The Great Central Valley is composed of two valleys-the Sacramento Valley and the San Joaquin Valley. The former agricultural and house parcel is covered in wet grasses.

Construction mounds are present on the property. Shade trees are still evident (Figures 2 and 3).

5.0 Prehistoric Archaeological Context
Limited archaeological research has been conducted in the southern San Joaquin Valley. Thus, consensus on a generally agreed upon regional cultural chronology has yet to be developed. Most cultural sequences can be 5 Figure 1
Project Area Location Map
6 summarized into several distinct time periods: Early, Middle, and Late.

Sequences differ in their inclusion of various "horizons," "technologies," or "stages." A prehistoric archaeological summary of the southern San Joaquin Valley is available in Moratto (Moratto 1984).

Despite the preoccupation with chronological issues in most of the previous research, most suggested chronological sequences are borrowed from other regions with minor modifications based on sparse local data.

The following chronology is based on Parr and Osborne's Paleo-Indian, Proto-Archaic, Archaic, Post-Archaic periods (Parr and Osborne 1992:44-47).

Most existing chronologies focus on stylistic changes of time-sensitive artifacts such as projectile points and beads rather than addressing the socioeconomic factors, which produced the myriad variations. In doing so, these attempts have encountered similar difficulties. These cultural changes are implied as environmentally determined, rather than economically driven.

Paleo-Indians, who roamed the region approximately 12,000 years ago, were highly mobile individuals. Their subsistence is assumed to have been primarily big game, which was more plentiful 12,000 years ago than in the late twentieth century. However, in the Great Basin and California, Paleo people were also foragers who exploited a wide range of resources. Berries, seeds, and small game were also consumed. Their technology was portable, including manos (Parr and Osborne 1992:44). The paleo period is characterized by fluted Clovis and Folsom points, which have been identified throughout North America. The Tulare Lake region in Kings County has yielded several PaleoIndian sites, which have included fluted points, scrapers, chipped crescents, and Lake Mojave-type points (Morratto 1984:81-2).

The Proto-Archaic period, which dates from approximately 11,000 to 8,000 years ago, was characterized by a reduction in mobility and conversely an increase in sedentism. This period is classified as the Western Pluvial Lake Tradition or the Proto-Archaic, of which the San Dieguito complex is a major aspect (Moratto 1984: 90-99; Warren 1967). An archaeological site along Buena Vista Lake in southwestern Kern County displays a similar assemblage to the San Dieguito type site. Claude Warren proposes that a majority of Proto-Archaic southern California could be culturally classified as the San Dieguito Complex (Warren 1967). The Buena Vista Lake site yielded manos, millingstones, large stemmed and foliate points, a mortar, and red ochre. During this period, subsistence patterns began to change. Hunting focused on smaller game and plant collecting became more integral. Large stemmed, lancelote (foliate) projectile points represents lithic technology. Millingstones became more prevalent. The increased sedentism possibly began to create regional stylistic and cultural differences not evident in the paleo period.

The Archaic period persisted in California for the next 4000 years. In 1959, Warren and McKusiak proposed a three-phase chronological sequence based on a small sample of burial data for the Archaic period (Moratto 1984:189; Parr 7 Figure 2
Project Area, View to the Southwest
Figure 3
Project Area, View to the North
8 and Osborne 1992:47). It is distinguished by increased sedentism and extensive seed and plant exploitation. Millingstones, shaped through use, were abundant. Bedrock manos and metates were the most prevalent types of millingstones (Parr and Osborne 1992:45). The central valley began to develop distinct cultural variations, which can be distinguished by different regions throughout the valley, including Kern County.

In the Post-Archaic period enormous cultural variations began manifesting themselves throughout the entire San Joaquin Valley. This period extends into the contact period in the seventeenth, eighteenth and nineteenth centuries. Sedentary village life was emblematic of the Post-Archaic period, although hunting and gathering continued as the primary subsistence strategy.

Agriculture was absent in California, partially due to the dense, predictable, and easily exploitable natural resources. The ancestral Yokuts have possibly been in the valley for the last three thousand years, and by the eighteenth century were the largest pre-contact population, approximately 40,000 individuals, in California (Moratto 1984).

6.0 Ethnographic Background
The Yokuts are a Penutian-speaking, non-political cultural group.

Penutian speakers inhabit the San Joaquin Valley, the Bay Area, and the Central Sierra Nevada Mountains. The Yokuts are split into three major groups, the Northern Valley Yokuts, the Southern Valley Yokuts, and the Foothill Yokuts.

The southern San Joaquin Valley in the Bakersfield and associated Kern County area was home to the Yokuts tribelet, Yawelmani. The tribelets averaged 350 people in size, had a special name for themselves, and spoke a unique dialect of Yokuts. Land was owned collectively and every group member enjoyed the right to utilize food resources. The Yawelmani inhabited a strip of the southeastern San Joaquin Valley, north of the Kern River to the Tehachapi Mountains on the south, and from the mountains on the east, to approximately the old south fork of the Kern River on the west (Wallace 1978:449; Parr and Osborne 1992:19). The Yawelmani were the widest ranging of the Yokuts tribelets.

The Southern Valley Yokuts had a mixed economy emphasizing fishing, hunting, fowling, and collecting shellfish, roots, and seeds. Fish were the most prevalent resource and was a productive activity throughout the entire year.

Fish were caught in many different manners, including nets, conical basket traps, catching with bare hands, shooting with bows and arrows, and stunning fish with mild floral toxins. Geese, ducks, mud hens and other waterfowl were caught in snares, long-handled nets, stuffed decoys, and brushing brush to trick the birds to fly low into waiting hunters. Mussels were gathered and steamed on beds of tule. Turtles and dogs were consumed (Wallace 1978:449-450).

Wild seeds and roots provided a large portion of the Yokuts’ diet. Tule seeds, grass seeds, fiddleneck, alfilaria were also consumed. Acorns, the staple 9 crop for many California native cultures, were not common in the San Joaquin Valley. Acorns were traded into the area. Land mammals, such as rabbits, ground squirrels, antelope and tule elk, were not taken often (Wallace 1978:450).

The Yokuts occupied permanent structures in permanent villages for most of the year. During the late and early summer, families left for several months to gather seeds and plant foods, shifting camp locations when changing crops.

Several different types of fiber-covered structures were common in Yokuts settlements. The largest was a communal tule mat-covered, wedge-shaped structure, which could house upward of ten individuals. These structures were established in a row, with the village chief’s house in the middle and his messenger’s houses were located at the ends of the house row. Dance houses and assembly buildings were located outside the village living area (Nabokov and Easton 1989:301).

The Yokuts also built smaller, oval, single-family tule dwellings. These houses were covered with tall mohya stalks or with sewn tule mats. Bent-pole ribs that met a ridgepole held by two crotched poles framed these small houses. The Yokuts also built a cone-shaped dwelling, which was framed with poles tied together with a hoop and then covered with tule or grass. These cone-shaped dwellings were large enough to contain multiple fireplaces (Nabokov and Easton 1989:301). Other structures included mat-covered granaries for storing food supplies, and a dirt-covered, communally owned sweathouse.

Clothing was minimal, men wore a breechclout or were naked. Women wore a narrow-fringed apron. Cold temperatures brought out rabbitskin or mud hen blankets. Moccasins were worn in certain places; however, most people went barefoot. Men wore no head coverings, but women wore basketry caps when they carried burden baskets on their heads. Hair was worn long. Women wore tattoos from the corners of the mouth to the chin; both men and women had ear and nose piercings. Bone, wood or shell ornaments were inserted (Wallace 1978:450-451).

Tule dominated the Yokut’s material culture. It was used for many purposes, including sleeping mats, wall coverings, cradles, and basketry.

Ceramics are uncommon to Yokuts culture as is true throughout most California native cultures. Basketry was common to Yokuts culture. Yokuts made cooking containers, conical burden baskets, flat winnowing trays, seed beaters, and necked water bottles. Yokuts also manufactured wooden digging sticks, fire drills, mush stirrers, and sinew-backed bows. Knives, projectile points, and scraping tools were chipped from imported lithic materials including obsidian, chert, and chalcedony. Stone mortars and pestles were secured in trade.

Cordage was manufactured from milkweed fibers, animal skins were tanned, and awls were made from bone. Marine shells, particularly olivella shells, were used in the manufacture of money and articles of personal adornment. Shells were acquired from the Chumash along the coast (Wallace 1978:451-453). 10 The basic social and economic unit was the nuclear family. Lineages were organized along patrilineal lines. Yokuts fathers transmitted totems, particular to each paternal lineage, to each of his children. The totem was an animal or bird that no member would kill or eat and that was dreamed of and prayed to. The mother’s totem was not passed to her offspring but was treated with respect. Families sharing the same totem formed an exogamous lineage.

The lineage had no formal leader nor did it own land. The lineage was a mechanism for transmitting offices and performing ceremonial functions. The lineages formed two moieties, East and West, which consisted of several different lineages. Moieties were customarily exogamous. Children followed the paternal moiety. Certain official positions within the villages were associated with certain totems. The most important was the Eagle lineage from which the village chief was appointed. A member of the Dove lineage functioned as the chief’s assistant. He supervised food distribution and gave commands during ceremonies. Another hereditary position was common to the Magpie lineage, was that of spokesman or crier.

7.0 Historical Overview
The city of Bakersfield was settled in the 1860s, soon after California joined the United States after the passage of the Compromise of 1850. The Compromise of 1850 allowed California to join the Union as a free state even though a major portion of the state lied beneath the Missouri Compromise line and was potentially subject to southern settlement and slavery. Americans had long been visiting and working in California prior to the admission of California into the Union.

European exploration of the region begins in the 1770s with the Spanish.

In 1772, Pedro Fages arrived in the San Joaquin Valley searching for army deserters. Father Francisco Garces, a Jesuit priest, soon visited the vicinity in 1776. The Spanish empire collapsed in 1820, and California became Mexican territory. American exploration of the San Joaquin Valley begins in the 1820s with Jedediah Smith, Kit Carson, and Joseph Walker looking for commercial opportunities. The United States government began exploring California in the 1830s. Soon, the Americans will be searching for intercontinental railroad routes to link the eastern and western halves of the continent.

The defeat of the Mexicans during the Mexican-American War and the subsequent discovery of gold will drastically alter the complicated political realities of the west. The Mexican-American War was ostensible fought to settle a boundary dispute with the Mexicans over the western boundary of the newlyannexed state of Texas, which had fought a successful rebellion against the Mexican Army in the mid-1830s. The Republic of Texas was an independent country for nine years until Texas was annexed by the United States in 1845. The outcome of the Mexican-American War was that Mexico rescinded its claims to much of the American southwest, in 1848, bringing these territories into the United States, including California.
11 In January 1848, the discovery of gold in Coloma, California changed the settlement of California, forever. In the summer of 1849, when the gold strike was publicly announced, the overnight settlement of California began. The Mexican population of California was small and limited to the coasts and a few of southern California’s interior valleys. A sizable native population settled the remainder of California; Bakersfield and Kern County was Yokuts territory. The Gold Rush tipped the balance of native communities throughout California, as many of California’s natives were decimated.

Many areas experienced smaller gold rushes, including the Kern River Valley, when gold was discovered in Keyesville in 1853. The gold was soon played and the true future of the region was soon identified, farming, as the gold prospectors came down from the mountains. Kern Island, a median point along the Kern Delta, between the mouth of the Kern River and Kern Lake, was settled in 1860. Soon, Col. Thomas Baker bought the property from the original owner, Christian Bohna and the settlement of Bakersfield began in earnest.

Col. Baker was lured to California by the prospects of gold but was tamed by the farming. He was a practicing lawyer and surveyor and was slowly moving west from Ohio. He participated in Iowa’s territorial government and served in both the California senate and assembly before arriving in the area in the 1840s and 1850s. Col. Baker realized he had to drain the Kern Delta to manufacture usable farmland, and he also improved his land, creating one of the only transit locations between Los Angeles and Visalia in the 1860s.

Baker laid out the town and began the process of draining, diverting, and controlling the Kern River. In 1873, Bakersfield was incorporated and was the first city in the newly-created Kern County, which was previously a portion of Tulare County. In 1874, Bakersfield got a rail link with the establishment of the Southern Pacific line over the Tehachapi Pass. The train station was located in Sumner, a spite town that was established by the Southern Pacific about a mile east of downtown Bakersfield, now located in east Bakersfield. Bakersfield could now flourish as an agricultural community, producing fruits and grains.

The city of Bakersfield expanded to the north in the early twentiethcentury toward the Kern River, after its 1898 reincorporation. The city centered along Chester Avenue, which was the main north/south thoroughfare. The community of Sumner lied to the east, and the surrounding area in all directions was farmland. The city of Bakersfield was a small community at the turn of the century, slightly less than 5,000 people lived in Bakersfield; an additional 17,000 people lived in Kern County (Maynard 1997:43). Bakersfield was a quiet city in the center of a farming region.

However, the discovery of the Kern River oil field in May 1899 quickly changed the face of the region. Bakersfield quickly became the center of a California oil boom, which made over the community. The population more than doubled in less than ten years, bringing prosperity to the area (Maynard 12 1997:43). Many people recognized that prosperity could not only be achieved through working in oil, but also through providing necessary services, such as milk products and lodging. The city of Bakersfield grew tremendously.

Between 1900 and 1950, Bakersfield and the greater Kern County region grew tremendously under the influence of two economic forces, agriculture and oil. By 1950, Bakersfield was a mid-sized city of approximately 50,000. It sported minor league baseball, had a regional airport, and was a major link along Route 99, which connected northern and southern California. In the late 1960s, Bakersfield was beginning to change again, as the Kern County Land Company was sold to Tenneco West, and Bakersfield began to suburbanize.

8.0 Field Procedures and Methods
On December 18, 2024, Scott M. Hudlow (for qualifications see Appendix I) conducted a pedestrian archaeological survey of the entire proposed project area. Hudlow surveyed in north/south transects across the entire lot in 15-meter (33 feet) intervals. All archaeological material more than fifty years of age or earlier encountered during the inventory was recorded.

9.0 Report of Archaeological Findings
No cultural resources were identified. However, a house was previously located in the northeast corner of the property. The heavily overgrown house lot displays signs of a fire.

10.0 Management Recommendations
At the request of the McIntosh and Associates, a Phase I Cultural Resource Survey was conducted on a 27.97-acre parcel, which is located at the southwest corner of Taft Highway and Ashe Road, City of Bakersfield, California.

The Phase I Cultural Resource Survey consisted of an archaeological survey and a cultural resource record search.

If human remains or potential human remains are observed during construction, work in the vicinity of the remains will cease, and the remains will be treated in accordance with the provisions of State Health and Safety Code Section 7050.5. The protection of human remains follows California Public Resources Codes, Sections 5097.94, 5097.98, and 5097.99. 13 11.0 References
Hudlow, Scott M.
2005 A Phase I Cultural Resource Survey for a Residential Project at Taft Highway and Ashe Road, City of Bakersfield, California. Report on file, Southern San Joaquin Information Center, California State University, Bakersfield, Bakersfield, California.

Moratto, Michael J.
1984 California Archaeology. Academic Press, Orlando, Florida.

Nabokov, Peter and Robert Easton
1989 Native American Architecture. Oxford University Press, New York, New York.

Parr, Robert E. and Richard Osborne
1992 Route Adoption Study for Highway 58, Kern County, California.

Report on file, Southern San Joaquin Archaeological Information Center, California State University, Bakersfield, Bakersfield, California.

Wallace, William J.
1978 "Southern Valley Yokuts" in Handbook of North American Indians.

Vol. 8, California, Robert F. Heizer, ed. Washington, D.C.:

Smithsonian Institution, pp. 437-445.

Warren, Claude N. and M. B. McKusiak
1959 A Burial Complex from the southern San Joaquin Valley. Los Angeles: University of California, Los Angeles, Archaeological Survey Annual Report, 1959: 17-26.

Warren, Claude N.
1967 "The San Dieguito Complex: A Review and Hypothesis" American Antiquity 32(2): 168-185.
14 15
Appendix I
16 17
Scott M. Hudlow
1405 Sutter Lane
Bakersfield, California 93309
(661) 834-9183
Education
The George Washington University
M.A. American Studies, 1993
Specialization in Historical Archaeology
and Architectural History
University of California, Berkeley
B.A. History, 1987
B.A. Anthropology, 1987
Specialization in Historical Archaeology
and Colonial History
Public Service
3/94-12/02 Historic Preservation Commission. City of Bakersfield, Bakersfield, California 93305.
7/97-12/01 Newsletter Editor. California History Action, newsletter for the California Council for the Promotion of History.

Relevant Work Experience
8/96- Adjutant Faculty. Bakersfield College, 1801 Panorama Drive, Bakersfield, California, 93305. Teach History 17A, Introduction to American History and Anthropology 5, Introduction to North American Indians.

Owner, Sole Proprietorship. Hudlow Cultural Resource Associates. 1405 Sutter Lane, Bakersfield California 93309. Operate small cultural resource management business. Manage contracts, respond to RFP's, bill clients, manage temporary employees. Conduct Phase I archaeological and architectural surveys for private and public clients; including the cultural resource survey, documentary photography, measured drawings, mapping of structures, filing of survey forms, historic research, assessing impact and writing reports. Evaluated archaeological and architectural sites and properties in lieu of their eligibility for the National Register of Historic Places in association with Section 106 and 110 requirements of the National Historic Preservation Act of 1966 and CEQA (California Environmental Quality Act).

Full resume is available upon request.
18 19
Appendix II
20 21
22 Project No: 346-14

TRAFFIC STUDY
GPA/ZC SOUTHWEST CORNER OF TAFT HIGHWAY (SR 119) & ASHE ROAD

BAKERSFIELD, CALIFORNIA
Prepared for:

MCINTOSH & ASSOCIATES
October 2023
(Updated May 2025)
Prepared by:
1800 30TH STREET, SUITE 260
BAKERSFIELD, CA 93301
__________________________________________
John D. Schuler, RCE 51825
Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd i

TABLE OF CONTENTS
Pg
INTRODUCTION ..................................................................................................................................................... 1 FIGURE 1: VICINITY MAP ..................................................................................................................................... 2 FIGURE 2: LOCATION MAP .................................................................................................................................. 3 FIGURE 3: SITE PLAN ............................................................................................................................................ 4 STUDY APPROACH ................................................................................................................................................ 5 VEHICLE MILES TRAVELED (VMT) ANALYSIS .............................................................................................. 5 TABLE 1: COUNTY WIDE VMT ............................................................................................................................ 6 TABLE 2: VMT ANALYSIS .................................................................................................................................... 6 OPERATIONAL ANALYSIS ................................................................................................................................... 6 PROJECT TRIP GENERATION AND DESIGN HOUR VOLUMES..................................................................... 9 TABLE 3: PROJECT TRIP GENERATION ............................................................................................................ 9 TRIP DISTRIBUTION AND ASSIGNMENT .......................................................................................................... 9 TABLE 4: PROJECT TRIP DISTRIBUTION ........................................................................................................ 10 EXISTING AND FUTURE TRAFFIC .................................................................................................................... 10 FIGURE 4: PROJECT PEAK HOUR TRAFFIC .................................................................................................... 11 FIGURE 5: 2023 PEAK HOUR TRAFFIC ............................................................................................................. 12 FIGURE 6: 2023+PROJECT PEAK HOUR TRAFFIC .......................................................................................... 13 FIGURE 7: 2043 PEAK HOUR TRAFFIC ............................................................................................................. 14 FIGURE 8: 2043+PROJECT PEAK HOUR TRAFFIC .......................................................................................... 15 INTERSECTION ANALYSIS ................................................................................................................................ 16 TABLE 5a: PM INTERSECTION LEVEL OF SERVICE ..................................................................................... 17 TABLE 5b:AM INTERSECTION LEVEL OF SERVICE ..................................................................................... 18 ROADWAY CAPACITY ANALYSIS ................................................................................................................... 19 TABLE 6a: ROADWAYADT & CAPACITY ........................................................................................................ 19 TABLE 6b: ROADWAY LEVEL OF SERVICE ................................................................................................... 20 TRAFFIC SIGNAL WARRANT ANALYSIS ........................................................................................................ 21 TABLE 7a: TRAFFIC SIGNAL WARRANTS, WEEKDAY PM PEAK HOUR .................................................. 21 TABLE 7b: TRAFFIC SIGNAL WARRANTS, WEEKDAY AM PEAK HOUR ................................................. 21 IMPROVEMENTS .................................................................................................................................................. 22 TABLE 8: FUTURE INTERSECTION IMPROVEMENTS AND LOCAL MITIGATION ................................. 22 TABLE 9: FUTURE ROADWAY IMPROVEMENTS AND LOCAL MITIGATION ......................................... 23 SUMMARY AND CONCLUSIONS ...................................................................................................................... 24 REFERENCES ........................................................................................................................................................ 26 APPENDIX .............................................................................................................................................................. 27 Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 1

INTRODUCTION
The purpose of this study is to provide an evaluation of the potential traffic impacts of a proposed 28- acre Commercial and Residential development located on the southwest corner of Taft Highway (SR 119) & Ashe Road in the City of Bakersfield, California. Traffic impacts were evaluated for vehicle miles travelled (VMT) in accordance with current CEQA requirements. A vicinity map, location map, and site plan are presented in Figures 1 through 3 respectively.

Additionally, this study provides an operational analysis of the existing and future street system with the addition of project traffic, for the purpose of evaluating consistency with the City’s General Plan goals relating to intersection and roadway level of service.

A. Project Description, Existing and Proposed Land Use and Zoning The 28-acre site currently has a land use designation and zoning for multi-family residential, R-2. The project is for a proposed General Plan Amendment (GPA) and zone change to 5.96 acres of retail commercial and 23 acres of R-3 multi-family residential.

B. Existing Site Uses and Site Access
The project site is currently vacant land. As currently planned, access to the proposed development would be provided along Taft Highway (SR 119) and Ashe Road.

C. Existing Uses in Vicinity of the Site
The project site lies in the southwest area of the City of Bakersfield in which the surrounding land uses include residential to the north and east and agricultural land uses to the south and west.

Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 2
FIGURE 1: VICINITY MAP

Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 3
FIGURE 2: LOCATION MAP
Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 4
FIGURE 3: SITE PLAN
Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 5

STUDY APPROACH
In 2013 the State of California approved legislation (SB 743) to change the primary basis of evaluation of traffic impacts in CEQA from Level of Service (LOS) to Vehicle Miles Traveled (VMT). CEQA Guidelines section 15064.3 was approved in December 2018, and became effective in early 2019.

Section 15064.3 required agencies to begin implementing the new VMT requirement no later than July 1, 2020. The Governor’s Office of Planning and Research (OPR) released a Technical Advisory On Evaluating Transportation Impacts In CEQA in December 2018, which provides guidelines and recommendations for VMT evaluation and thresholds. As of October 2023, the City of Bakersfield has not finalized or adopted any policies or thresholds for VMT analysis, therefore the OPR Technical Advisory was used as the basis for this evaluation.

In addition to the VMT evaluation this study also provides an operational analysis of the existing and future street system with the addition of project traffic. The operation analysis includes LOS analysis for peak hour intersection and daily roadway operations. The purpose of the operational analysis is to evaluate consistency with the City’s General Plan goals relating to intersection and roadway level of service and identify potential LOS or geometric deficiencies.

VEHICLE MILES TRAVELED (VMT) ANALYSIS
The Technical Advisory provides initial screening criteria and thresholds of significance for the VMT evaluation. The VMT evaluation is limited to automobiles and light trucks. Given the project is mixeduse, individual components of the project are evaluated separately for VMT. The OPR TA recommends usage of VMT per capita as the VMT metric to evaluate residential land uses, and net change in total VMT to evaluate retail land uses. A 15% reduction in VMT per capita is recommended for residential land uses.

The OPR TA provides multiple screening criteria for land use VMT evaluation. The residential component of the project does not screen out. The retail element of the project is approximately 25,000 square feet, which is below the “local serving retail” threshold of 50,000 square feet, and therefore screens out as less than significant.

The regional transportation model, maintained by the Kern Council of Governments (KernCOG), was used to estimate baseline VMT for existing conditions. The KernCOG model is developed for use in adoption of the Regional Transportation Plan (RTP) and Sustainable Communities Strategy (SCS). The KernCOG model contains “gateway” points to State transportation model data and the VMT scripts within the KernCOG model account for Statewide travel, to assure that the model does not terminate at Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 6
TAZ or jurisdictional boundaries. The model run and VMT analysis were prepared by LSA Associates, Inc. using a model baseline year of 2015 (see appendix for LSA report).

Per capita VMT for residential trips for the project and county wide values are shown in Table 1. The project VMT per capita for residential trips and the assumed City threshold and comparison are shown in Table 2.

Table 1
Project and County Wide VMT Per Capita
Table 2
Regional and Project VMT per capita Comparison
From Table 2, the project VMT is 17.29 miles per capita, assuming an average of 3 persons per dwelling unit. This value is 20.9% greater than the OPR recommended threshold, therefore, based on the OPR TA the project’s residential component will have a significant VMT impact.

OPERATIONAL ANALYSIS
The study area includes a total of 9 intersections along Taft Highway (SR 119) and Ashe Road. The scope of the study was developed in association with the City of Bakersfield Public Works department.

Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 7
Roadway Descriptions
Akers Road is designated as a collector. Within the study area, it exists as a two-lane roadway with curb and gutter. Akers Road currently provides access to residential and agricultural areas north and south of McKee Road, respectively.

Ashe Road is an arterial which extends south from Stockdale Highway approximately midway between Gosford Road and New Stine Road. It currently operates as a fully improved four-lane roadway within the study area and provides access to residential and commercial land uses.

Berkshire Road is an east-west collector that exists as a two-lane roadway with various stages of widening between Gosford Road and Stine Road. Berkshire Road provides access to residential neighborhoods and agricultural areas.

Gosford Road is an arterial which extends south from Stockdale Highway midway between Old River Road and Ashe Road. It operates with two lanes within the study area and provides access to residential and commercial land uses. Gosford Road continues north of Stockdale Highway as Coffee Road.

Gosford Road/Coffee Road is one of four north-south arterials that cross the Kern River west of State Route 99, and therefore, serves as a major north-south corridor in western metropolitan Bakersfield.

McCutchen Road is an arterial which extends west from Stine Road along the Hosking Avenue alignment. It currently exists as a two-lane rural/urban road and provides access to residential and agricultural areas.

McKee Road is an east-west collector which currently exists as a two-lane roadway at various stages of widening adjacent to development from west of Ashe Road to Wible Road. It provides access to residential neighborhoods within the study area.

Mountain Ridge Drive a future roadway, is designated as a collector. It will extend south from Panama Land midway between Ashe Road and Stine Road and will provide access from residential areas to eastwest arterials.

Panama Lane is designated as an arterial. It extends east from State Route 43 near Interstate 5 through the southern metropolitan Bakersfield area and provides access from agricultural, residential and commercial areas to north-south arterials and collectors and State Routes 43 and 99.

Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 8
Stine Road is a north-south arterial which currently exists at full improvement width north of Panama Lane and at various stages of widening adjacent to development south of Panama Lane. Stine Road provides access from residential and commercial areas to east-west arterials and from southern metropolitan Bakersfield to central Bakersfield via New Stine Road and California Avenue.

Taft Highway, an east-west roadway, is designated as an expressway west of State Route 99 (State Route 119) and as an arterial east of State Route 99. It currently exists as a two- to four-lane roadway at various stages of widening adjacent to development between State Route 99 and Gosford Road.

Within the project vicinity, Taft Highway provides access from the communities of Greenfield, Pumpkin Center, and southwest Bakersfield.

Wible Road is a north-south arterial located adjacent to State Route 99. It currently operates as a two- to four-lane roadway in the vicinity of the project. It provides access to residential, commercial and industrial land uses within the study area.

Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 9

PROJECT TRIP GENERATION AND DESIGN HOUR VOLUMES
The trip generation and design hour volumes for the residential development were calculated using the Institute of Transportation Engineers (ITE) Trip Generation, 11th Edition. Trip generation and design hour volumes for all land uses are shown in Table 3.

The ADT, AM and PM peak hour rate equations, and peak hour directional splits for ITE Land Use Code 220 (Multi-Family Housing Low Rise), 822 (Strip Retail Plaza) 934 (Fast-Food Restaurant w/Drive-Thru), 912 (Drive-in Bank) and 945 (Convenience Store/Gas Station) were used to estimate the project traffic. The peak hour of adjacent street traffic is from 4:30 PM to 5:30 PM.

Table 3
Project Trip Generation
ITE Development Variable ADT ADT Rate In Out Rate In Out Code Type RATE % Split/ % Split/ % Split/ % Split/
Trips Trips Trips Trips
220 499 eq 3274 eq 24% 76% eq 63% 37%
Dwelling Units =6.41*499+75.31 178 43 135 235 148 87
822 8.648 eq 595 eq 60% 40% eq 50% 50%
1000 sq ft GLA =42.2*8.648+229.68 26 16 10 70 35 35
934 3.2 467.48 1496 44.61 51% 49% 33.03 52% 48%
1000 sq ft GFA 467.48*X 143 73 70 106 55 51
934 3.255 467.48 1522 44.61 51% 49% 33.03 52% 48%
1000 sq ft GFA 467.48*X 145 74 71 108 56 52
912 4.2 100.35 421 9.95 58% 42% 21.01 50% 50%
1000 sq ft GFA 100.35*X 42 24 18 88 44 44
945 16 257.13 4114 27.04 50% 50% 22.76 50% 50%
Vehicle Fueling Positions 257.13*X 433 216 217 364 182 182 sub-total 11,422 446 521 520 451
Adjustments
Capture 13% 1,485 58 68 68 59
Pass-by¹ 40% 3,259 161 154 149 146
Total 6,678 227 299 303 246
Fast-Food Restaurant
w/Drive-Thru
General Information Daily Trips AM Peak Hour Trips PM Peak Hour Trips ¹Retail developments only
Convenience Store/Gas
Station
Multifamily Housing
(Low Rise)
Strip Retail Plaza
Fast-Food Restaurant
w/Drive-Thru
Drive-in Bank

TRIP DISTRIBUTION AND ASSIGNMENT
The project trip distribution in Table 4 represents the most likely travel routes for traffic accessing the project. Project traffic distribution was estimated based on a review of the potential draw from population centers within the region and the types of land uses involved. These assumptions were used to distribute project traffic as shown in Figure 4.

Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 10
Table 4
Project Trip Distribution
Direction Percent
North 45%
East 30%
South 5%
West 20%

EXISTING AND FUTURE TRAFFIC
Weekday peak hour turning movements were counted at the following intersections in May 2023 (see Appendix for count data).
 Panama Lane & Ashe Road
 Berkshire Road & Ashe Road
 McCutchen Road & Ashe Road
 McKee Road & Ashe Road
 Taft Highway (SR 119) & Gosford Road
 Taft Highway (SR 119) & Ashe Road
 Taft Highway (SR 119) & Mountain Ridge Drive
 Taft Highway (SR 119) & Stine Road
 Taft Highway (SR 119) & Akers Road
Traffic counts were conducted between the hours of 7:00 to 9:00 AM and 4:00 to 6:00 PM and are shown in Figure 5. The scope of intersections was approved by the City of Bakersfield Public Works.

Existing + Project peak hour volumes are shown in Figure 6.

Annual growth rates ranging between 0.61% to 5.75% were applied to existing traffic volumes to estimate future traffic volumes for the year 2043. These growth rates were estimated based on a review of existing and approved future developments in the vicinity of the project and KernCOG traffic model data. Future peak hour volumes are shown in Figures 7 and 8.

Traffic Study 346-14
Panama Ln
St ni e Rd
Ashe Rd
McCutchen Rd
McKee Rd
Hosking Rd
Taft Hwy
(SR 119)
Gosford Rd
Harris Rd
Berkshire Rd
Akers Rd
Mtn R di ge Dr
1 18
0 0
0240
9 1915
0 0
10 PM
1 14
0 0
0180
102318
0 0
8 AM
2 20
0 0
0520
7 4316
0 0
8 PM
2 15
0 0
0400
8 5120
0 0
6 AM
3 23
0 0
0800
9 6619
0 0
12 PM
3 17
0 0
0610
11 7923
0 0
9 AM
4 20
0 0
10 15
0 1
9416
0 0
1 PM
4 15
0 0
0870
1 113
20 0
0 1
AM
5 7
22 20
0020
00 10
0 31
0 PM
5 9
27 24
0015
008
0 22
0 AM
6 45
46 0
68680
335537
56 37
37 PM
6 34
34 0
52510
366745
67 45
31 AM
7 0
68 0
1800
500
15 55
4 PM
7 0
51 0
1400
300
18 68
4 AM
8 0
51 0
1400
300
11 41
3 PM
8 0
38 0
1000
300
14 51
3 AM
9 0
25 0
2100
500
17 20
4 PM
9 0
18 0
1600
400
21 25
5 AM
Map data ©2025 Google
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd
11 PROJECT PEAK HOUR TRAFFIC
FIGURE 4
N

NOT TO SCALE
LEGEND

STUDY INTERSECTION
Traffic Study 346-14
Panama Ln
St ni e Rd
Ashe Rd
McCutchen Rd
McKee Rd
Hosking Rd
Taft Hwy
(SR 119)
Gosford Rd
Harris Rd
Berkshire Rd
Akers Rd
Mtn R di ge Dr
1 198
804
175
99394228
113
305
61 144
648
102
PM
1 94
542
168
73246130
96 314
71 64
490
83 AM
2 6
3 151
0380203
3 386
11 0
2 1
PM
2 9
3 148
4254168
5 336
31 2
1 2
AM
3 24
178
88 11113257 60 249
14 56
267
126
PM
3 6
174
113
4216457
66 204
4 48
166
35 AM
4 26
11 107
39228136
9 217
21 11
2 9
PM
4 8
2 129
112675
3 160
17 3
4 3
AM
5 66
59 31
2046155
11 275
63 17
52 9
PM
5 32
49 62
2125438
7 299
56 22
66 10
AM
6 16
321
77 374858
9 6316
80 454
10 PM
6 7
298
35 552544
143910
24 262
12 AM
7 63
369
58 241644
221837
37 465
33 PM
7 47
279
35 231285
4027
111
9 299
10 AM
8 4
439
67 422149
1234
9 30
509
9 PM
8 4
293
90 757103
1 15
3 104
371
18 AM
9 2
490
55 30220
012
68 492
1 PM
9 3
296
31 94037
002
44 430
0 AM
Map data ©2025 Google
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd
12 2023 PEAK HOUR TRAFFIC
FIGURE 5
N

NOT TO SCALE
LEGEND

STUDY INTERSECTION
Traffic Study 346-14
Panama Ln
St ni e Rd
Ashe Rd
McCutchen Rd
McKee Rd
Hosking Rd
Taft Hwy
(SR 119)
Gosford Rd
Harris Rd
Berkshire Rd
Akers Rd
Mtn R di ge Dr
1 216
804
175
99418228
122324
76 144
648
112
PM
1 108
542
168
73264130
106337
89 64
490
91 AM
2 26
3 151
0432203
10 429
27 0
2 9
PM
2 24
3 148
4294168
13 387
51 2
1 8
AM
3 47
178
88 11113337 69 315
33 56
267
138
PM
3 23
174
113
4222557
77 283
27 48
166
44 AM
4 46
11 107
39343136
10 311
37 11
2 10
PM
4 23
2 129
121375
4 273
37 3
4 4
AM
5 73
81 51
2046175
11 275
73 17
83 9
PM
5 41
76 86
2125453
7 299
64 22
88 10
AM
6 61
367
77 158
16 105 42
118
53 136
491
47 PM
6 41
332
35 1077644
50 106
55 91
307
43 AM
7 63
437
58 421644
271837
52 520
37 PM
7 47
330
35 371285
4327
111
27 367
14 AM
8 4
490
67 562149
1534
9 41
550
12 PM
8 4
331
90 857103
4 15
3 118
422
21 AM
9 2
515
55 51220
512
85 512
5 PM
9 3
314
31 1037
10 402
65 455
5 AM
Map data ©2025 Google
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd
13 2023+PROJECT PEAK HOUR TRAFFIC
FIGURE 6
N

NOT TO SCALE
LEGEND

STUDY INTERSECTION
Traffic Study 346-14
Panama Ln
St ni e Rd
Ashe Rd
McCutchen Rd
McKee Rd
Hosking Rd
Taft Hwy
(SR 119)
Gosford Rd
Harris Rd
Berkshire Rd
Akers Rd
Mtn R di ge Dr
1 253
1027
223
132862304
278750150
287
1289
203
PM
1 120
692
215
97538173
236772175
127
975
165
AM
2 11
5 273
0934499
7 949
27 0
4 2
PM
2 16
5 267
10624413
12 826
76 4
2 4
AM
3 95
707
350
23464200
176729
41 154
736
347
PM
3 24
691
449
76296103
193597
12 132
458
96 AM
4 39
17 161
48278166
17 408
40 17
3 14
PM
4 12
3 194
115492
6 301
32 5
6 5
AM
5 103
92 49
3170584
17 421
96 30
92 16
PM
5 50
77 97
3238958
11 458
86 39
117
18 AM
6 25
503
121
6990108
28 193
49 142
806
18 PM
6 11
467
55 1034782
43 119
31 43
465
21 AM
7 130
762
120
372467
407055
58 728
52 PM
7 97
576
72 3518130
72 104165
14 468
16 AM
8 39
802
122
5220361
46 132
35 58
991
87 PM
8 39
535
164
9368127
4 5812
203
723
174
AM
9 4
885
99 51334
01 17
124
899
2 PM
9 5
535
56 159063
00 17
80 786
0 AM
Map data ©2025 Google
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd
14 2043 PEAK HOUR TRAFFIC
FIGURE 7
N

NOT TO SCALE
LEGEND

STUDY INTERSECTION
Traffic Study 346-14
Panama Ln
St ni e Rd
Ashe Rd
McCutchen Rd
McKee Rd
Hosking Rd
Taft Hwy
(SR 119)
Gosford Rd
Harris Rd
Berkshire Rd
Akers Rd
Mtn R di ge Dr
1 271
1027
223
132886304
287769165
287
1289
213
PM
1 134
692
215
97556173
246795193
127
975
173
AM
2 31
5 273
0986499
14 992
43 0
4 10
PM
2 31
5 267
10664413
20 877
96 4
2 10
AM
3 118
707
350
23544200
185795
60 154
736
359
PM
3 41
691
449
76357103
204676
35 132
458
105
AM
4 59
17 161
48393166
18 502
56 17
3 15
PM
4 27
3 194
124192
7 414
52 5
6 6
AM
5 110
114
69 31705104
17 421106
30 123
16 PM
5 59
104
121
3238973
11 458
94 39
139
18 AM
6 70
549
121
137158108
61 248
86 198
843
55 PM
6 45
501
55 1559882
79 186
76 110
510
52 AM
7 130
830
120
552467
457055
73 783
56 PM
7 97
627
72 4918130
75 104165
32 536
20 AM
8 39
853
122
6620361
49 132
35 69
1032
90 PM
8 39
573
164
10368127
7 5812
217
774
177
AM
9 4
910
99 72334
51 17
141
919
6 PM
9 5
553
56 175063
40 17
101
811
5 AM
Map data ©2025 Google
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd
15 2043+PROJECT PEAK HOUR TRAFFIC
FIGURE 8
N

NOT TO SCALE
LEGEND

STUDY INTERSECTION
Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 16

INTERSECTION ANALYSIS
A capacity analysis of the study intersections was conducted using Synchro software from Trafficware.

This software utilizes the 2010 capacity analysis methodology in the Transportation Research Board’s Highway Capacity Manual.
 Existing (2023)
 Existing (2023) + Project
 Future (2043)
 Future (2043) + Project
Criteria for intersection level of service (LOS) are shown in the tables below.

LEVEL OF SERVICE CRITERIA

UNSIGNALIZED INTERSECTION
Average Control Delay
(sec/veh) Level of Service Expected Delay to Minor
Street Traffic
≤ 10 A Little or no delay
> 10 and ≤ 15 B Short traffic delays
> 15 and ≤ 25 C Average traffic delays
> 25 and ≤ 35 D Long traffic delays
> 35 and ≤ 50 E Very long traffic delays
> 50 F Extreme delays

LEVEL OF SERVICE CRITERIA

SIGNALIZED INTERSECTIONS
Volume/Capacity Control Delay (sec/veh) Level of Service < 0.60 ≤ 10 A

0.61 - 0.70 > 10 and ≤ 20 B

0.71 - 0.80 > 20 and ≤ 35 C

0.81 - 0.90 > 35 and ≤ 55 D

0.91 - 1.00 > 55 and ≤ 80 E
> 1.0 > 80 F
Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 17
Level of service for the study intersections is presented in Tables 5a and 5b. The level of service goal for roadway facilities in Kern County is LOS “C” within the metropolitan Bakersfield area and LOS “D” outside the metro area. Intersection delays are shown for all intersections that operate below LOS “C”.

Table 5a
PM Intersection Level of Service
# Intersection Control
Type 2023 2023+ Project 2043 2043+ Project
2043+
Project
w/Mitigation
1 Ashe Rd & Pamama Ln Signal C C D
(38.8)
D
(43.9) -
2 Ashe Rd & Berkshire Rd AWSC F
(55.8)
F
(88.2)
F
(>300)
F
(>300) -
Signal - - - - C
3 Ashe Rd & McCutchen Rd AWSC F
(82.1)
F
(136.9)
F
(>300)
F
(>300) -
Signal - - - - C
4 Ashe Rd & McKee Rd Signal C C C C -
5 Gosford Rd & Taft Hwy
(SR 119) Signal E (62.5)
E
(70.9)
F
(216.6)
F
(228.0) C
6 Ashe Rd & Taft Hwy (SR
119) Signal C C C C -
7 Mountain Ridge Dr & Taft
Hwy (SR 119)
NB
SB
D
(33.6)
E
(38.4)
F
(63.8)
F
(54.7)
F
(>300)
F
(>300)
F
(>300)
F
(>300)
-
-
Signal - - - - C
8 Stine Rd & Taft Hwy (SR
119) Signal B C F (142.4)
F
(158.6) C
9 Akers Rd & Taft Hwy (SR
119)
NB
SB
C
C
E
(35.9)
C
D
(29.6)
F
(>300)
F
(>300)
F
(>300)
-
-
Signal - - - - C
Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 18
Table 5b
AM Intersection Level of Service
# Intersection Control
Type 2023 2023+ Project 2043 2043+
Project
2043+
Project
w/Mitigation
1 Ashe Rd & Pamama Ln Signal B B C C -
2 Ashe Rd & Berkshire Rd AWSC C D
(29.3)
F
(>300)
F
(>300) -
Signal - - - - C
3 Ashe Rd & McCutchen
Rd
AWSC D
(27.6)
F
(67.2)
F
(>300)
F
(>300) -
Signal - - - - C
4 Ashe Rd & McKee Rd Signal C C C C -
5 Gosford Rd & Taft Hwy
(SR 119) Signal D (43.2)
D
(43.9)
F
(81.8)
F
(121.7) C
6 Ashe Rd & Taft Hwy (SR
119) Signal B C C C -
7 Mountain Ridge Dr &
Taft Hwy (SR 119)
NB
SB
D
(26.1)
E
(45.76)
F
(50.1)
F
(99.1)
F
(>300)
F
(>300)
F
(>300)
F
(>300)
-
-
Signal - - - - C
8 Stine Rd & Taft Hwy (SR
119) Signal C C F (108.9)
F
(177.0) C
9 Akers Rd & Taft Hwy
(SR 119)
NB
SB
B
C
D
(30.3)
C
C
F
(288.8)
F
(154.7)
F
(>300)
-
-
Signal - - - - B
Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 19

ROADWAY ANALYSIS
Published ADT information and future projected traffic, as shown in Table 6a, were used to calculate the volume-to-capacity ratios shown in Table 6b.

A volume-to-capacity ratio (v/c) of greater than 0.80 corresponds to a LOS of less than “C”, as defined in the Highway Capacity Manual. As mentioned previously, a level of service “C” is an accepted standard in the City of Bakersfield within the metropolitan Bakersfield areas. A significant impact is generally defined as a condition where the addition of project traffic reduces the LOS to below LOS C, or where the pre-existing condition of the roadway is below LOS C, and the LOS degrades below the pre-existing level of service with the addition of the project.

Table 6a
Roadway ADT & Capacity
Street 2023 Project 2023+ 2043 2043+ Existing Mitigated 2023 ADT Project ADT Project Capacity Capacity
Taft Hwy (SR 119):

Gosford Rd to Ashe Rd 7943 1260 9203 14097 15357 30000 - Taft Hwy (SR 119):

Ashe Rd to Mountain Ridge Rd 8017 1890 9907 15616 17506 40000 - Taft Hwy (SR 119):

Mountain Ridge Rd to Stine Rd 10476 1432 11908 20406 21838 15000 30000 Taft Hwy (SR 119):

Stine Rd to Akers Rd 10296 1081 11377 16871 17952 15000 30000 Ashe Rd:

Berkshire Rd to Panama Ln 7595 1103 8698 9397 10500 40000 - Ashe Rd:

McCutchen Rd to Berkshire Rd 7677 1701 9378 11748 13449 15000 30000 Ashe Rd:

McKee Rd to McCutchen Rd 3823 2405 6228 5681 8086 15000 - Ashe Rd:

Taft Hwy (SR 119) to McKee Rd 3814 2845 6659 5396 8241 15000 - ¹2023 Data not available, data grown out to 2023
Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 20
Table 6b
Roadway Level of Service
Street v/c(Ex) v/c(Ex) v/c(Fut) v/c(Fut) v/c(Mit)
2023 2023+Proj 2043 2043+Proj 2043+Proj
Taft Hwy (SR 119):

Gosford Rd to Ashe Rd 0.26 0.31 0.47 0.51 -
Taft Hwy (SR 119):

Ashe Rd to Mountain Ridge Rd 0.20 0.25 0.39 0.44 -
Taft Hwy (SR 119):

Mountain Ridge Rd to Stine Rd 0.70 0.79 1.36 1.46 0.73
Taft Hwy (SR 119):

Stine Rd to Akers Rd 0.69 0.76 1.12 1.20 0.60
Ashe Rd:

Berkshire Rd to Panama Ln 0.19 0.22 0.23 0.26 -
Ashe Rd:

McCutchen Rd to Berkshire Rd 0.51 0.63 0.78 0.90 0.45
Ashe Rd:

McKee Rd to McCutchen Rd 0.25 0.42 0.38 0.54 -
Ashe Rd:

Taft Hwy (SR 119) to McKee Rd 0.25 0.44 0.36 0.55 -
Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 21

TRAFFIC SIGNAL WARRANT ANALYSIS
Peak hour signal warrants were evaluated for the four unsignalized intersections within the study based on the 2014 California Manual on Uniform Traffic Control Devices (2014 CA MUTCD). Peak hour signal warrants assess delay to traffic on minor street approaches when entering or crossing a major street. Signal warrant analysis results are shown in Tables 7a and 7b.

Table 7a
Traffic Signal Warrants
Weekday PM Peak Hour
Major Minor Major Minor Major Minor Major Minor
Street Street Street Street Street Street Street Street Total High Total High Total High Total High
Approach Approach Warrant Approach Approach Warrant Approach Approach Warrant Approach Approach Warrant # Intersection Vol Vol Met Vol Vol Met Vol Vol Met Vol Vol Met 2 Ashe Rd at
Berkshire Rd 983 160 YES 1105 186 YES 2416 289 YES 2541 313 YES 3 Ashe Rd at
McCutchen Rd 739 381 YES 879 465 YES 2389 946 YES 2431 1045 YES 7 Mountain Ridge Dr at
Taft Hwy (SR 119) 1025 84 NO 1169 108 NO 1850 165 YES 1999 172 YES 9 Akers Rd at
Taft Hwy (SR 119) 1108 52 NO 1182 75 NO 2013 88 NO 2091 115 YES 2023 2023+Project 2043 2043+Project
Table 7b
Traffic Signal Warrants
Weekday AM Peak Hour
Major Minor Major Minor Major Minor Major Minor
Street Street Street Street Street Street Street Street Total High Total High Total High Total High
Approach Approach Warrant Approach Approach Warrant Approach Approach Warrant Approach Approach Warrant # Intersection Vol Vol Met Vol Vol Met Vol Vol Met Vol Vol Met 2 Ashe Rd at
Berkshire Rd 798 160 NO 909 180 YES 1961 288 YES 2070 308 YES 3 Ashe Rd at
McCutchen Rd 542 274 NO 695 314 YES 1850 802 YES 1879 908 YES 7 Mountain Ridge Dr at
Taft Hwy (SR 119) 679 178 NO 809 188 YES 1243 341 YES 1372 350 YES 9 Akers Rd at
Taft Hwy (SR 119) 804 131 NO 871 149 NO 1462 222 YES 1532 239 YES 2023 2023+Project 2043 2043+Project
It is important to note that a signal warrant defines the minimum condition under which signalization of an intersection might be warranted. Meeting this threshold does not suggest traffic signals are required, but rather, that other traffic factors and conditions be considered in order to determine whether signals are truly justified.

It is also noted that signal warrants do not necessarily correlate with level of service. An intersection may satisfy a signal warrant condition and operate at or above an acceptable level of service or operate below an acceptable level of service and not meet signal warrant criteria.

Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 22

IMPROVEMENTS
Intersection and roadway improvements needed by the year 2043 to maintain or improve the operational level of service of the street system in the vicinity of the project are shown in Tables 8 and 9, respectively. The Regional Transportation Impact Fee (RTIF) Program is a fee imposed on new development and contains a Regional Transportation Facilities List and a Transportation Impact Fee Schedule. The Facilities List includes many of the facilities needed to maintain a Level of Service (LOS) C or better for new growth or to prevent the degradation of facilities which are currently operating below LOS C. The Fee Schedule sets forth the fees to be collected from new development to mitigate the need for the facilities.

Table 8
Future Intersection Improvements and Local Mitigation
# Intersection Total Improvements
Required by 2043
Local Mitigation
(Improvements not covered
by RTIF or adjacent
development)
2 Ashe Rd & Berkshire Rd Signal -
3 Ashe Rd & McCutchen
Rd Signal -
5 Gosford Rd & Taft Hwy
(SR 119)
Change NBTRL to NBT
Add NBL, NBR
Change SBTRL to SBT
Add SBL, SBR
-
7 Mountain Ridge Dr &
Taft Hwy (SR 119) Signal -
8 Stine Rd & Taft Hwy (SR
119) Add EBT, WBT -
9 Akers Rd & Taft Hwy
(SR 119) Signal -
Notes: NB = Northbound, SB = Southbound, L = Left-Turn Lane, WB = Westbound, T = Through Lane, EB = Eastbound, R = Right-Turn Lane 1Striping only. Pavement is widened to accommodate the additional lanes.

Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 23
Table 9
Future Roadway Improvements and Local Mitigation
Intersection Total Improvements
Required by 2043
Local Mitigation
(Improvements not covered
by RTIF or adjacent
development)
Taft Hwy (SR 119):

Mountain Ridge Rd to
Stine Rd
Add Two Lanes -
Taft Hwy (SR 119):

Stine Rd to Akers Rd Add Two Lanes -
Ashe Rd:

McCutchen Rd to
Berkshire Rd
Add Two Lanes -
Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 24

SUMMARY AND CONCLUSIONS
The purpose of this study is to evaluate the potential traffic impacts of the proposed residential development located along Panama Lane east of Gosford Road in Bakersfield, CA. The study included both level of service (LOS) and vehicle miles traveled (VMT) analyses.

Level of Service Analysis
In 2023, prior to the addition of project traffic, the following intersections operate below an acceptable level of service: Ashe Road & Berkshire Road, Ashe Road & McCutchen Road, Gosford Road & Taft Highway (SR 119), and Mountain Ridge Drive & Taft Highway (SR 119). With the addition of project traffic, the intersection of Akers Road & Taft Highway (SR 119) is anticipated to operate below an acceptable level of service.

In 2043, prior to the addition of project traffic, the following intersection is anticipated to operate below an acceptable level of service: Ashe Road & Panama Lane and Stine Road & Taft Highway (SR 119).

All remaining intersections are anticipated to continue to operate at an acceptable level of service.

Roadway Capacity
All roadway segments are anticipated to operate at an acceptable level of service in the year 2023, prior to and with the addition of project traffic.

In 2043, the following roadway segments are anticipated to operate below an acceptable level of service:

Taft Highway (SR 119) from Mountain Ridge Road to Stine Road, and Taft Highway (SR 119) from Stine Road to Akers Road. With the addition of project traffic, the roadway segment of Ashe Road from McCutchen Road to Berkshire Road is anticipated to operate below an acceptable level of service. All remaining roadway segments are anticipated to continue to operate at an acceptable level of service.

VMT
The project’s per capita VMT is 20.9% greater than the assumed threshold and therefore, based upon the OPR TA, will have a significant impact for VMT. In order to mitigate these VMT impacts, we recommend that this project include residential dwellings that are EV-capable, promoting the use of electric vehicles. “EV-capable” means the developer will install a dedicated circuit within the service panel and provide a receptacle or blank cover labeled as “EV READY.” Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 25
Conclusion
Based on the City of Bakersfield’s standards for determining whether project traffic impacts level of service standards for intersections and roadways, the mitigation measures identified in Tables 8 and 9 are anticipated to be needed in order to bring level of service up to standards for the listed facilities by the year 2043. Mitigation measures will be accomplished through improvements identified in the Regional Transportation Impact Fee program and the project is expected to pay into the fee program.

Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 26

REFERENCES

1. Annual Traffic Census, KernCOG

2. Kern County General Plan, approved September 22, 2009

3. Highway Capacity Manual, Special Report 209, Transportation Research Board

4. California Manual on Uniform Traffic Control Devices for Streets and Highways, 2014 Edition, Federal Highway Administration (FHA)

5. Trip Generation, 11th Edition, Institute of Transportation Engineers (ITE) Traffic Study 346-14
Residential & Commercial Development
Taft Hwy (SR 119) & Ashe Rd 27

APPENDIX

CARLSBAD
CLOVIS
IRVINE

LOS ANGELES

PALM SPRINGS

POINT RICHMOND

RIVERSIDE

ROSEVILLE

SAN LUIS OBISPO
1500 Iowa Avenue, Suite 200, Riverside, California 92507 951.781.9310 www.lsa.net

MEMORANDUM
DATE: July 10, 2023
TO: Linda J Hakimi, P.E.

FROM: Ambarish Mukherjee, P.E., AICP
SUBJECT: Taft and Ash Rd. Mixed Use Project Vehicle Miles Traveled Analysis Memorandum LSA has prepared this Vehicle Miles Traveled (VMT) Analysis Memorandum (Memo) for the proposed Taft and Ash Rd. Mixed Use development (project) located at the southwest corner of Taft Hwy. and Ash Rd., in the City of Bakersfield (city). The project proposes development of approximately 28 acres into 499 multi family dwelling units and maximum of 20,000 square feet (SF) retail. Based on LSA’s understanding the project would require a General Plan Amendment (GPA) and a Zone Change (ZC).

BACKGROUND
On December 28, 2018, the California Office of Administrative Law cleared the revised California Environmental Quality Act (CEQA) guidelines for use. Among the changes to the guidelines was removal of vehicle delay and level of service from consideration under CEQA. With the adopted guidelines, transportation impacts are to be evaluated based on a project generated VMT.

The city is yet to adopt Senate Bill 743 (SB 743) guidelines and so, the VMT analysis was conducted using the methodology and significant threshold criteria identified in the California Governor’s Office of Research and Planning (OPR) Technical Advisory (TA), dated December 2018.

As described above, the project includes residential and retail land uses. Given the project is mixed‐ use, individual components of the project would be evaluated separately for VMT. The OPR TA recommends usage of VMT per capita as the VMT metric to evaluate residential land uses. As per the OPR TA, a region should be defined based on where majority of the trips start or end within that region. Typically, it is the county boundary within which majority of those trips are contained.

Additionally, given the project is near the border of the city, project trips may travel beyond the city.

Therefore, for purposes of this analysis, Kern County (County) has been considered as the region.

Also, based on OPR TA recommendations, the threshold for determining VMT impacts has been considered as 15 percent below the region’s current baseline VMT per capita. Therefore, the project will have a significant VMT impact if the project VMT per capita is greater than 85% of baseline Kern County VMT per capita.

Similarly, the OPR TA recommends use of net change in total VMT to evaluate retail projects. If the total regional VMT is greater under “with project” condition compared to “no project” condition, the project retail use would have a significant VMT impact. 7/9/23 (P:\20231423_TaftAsh_MixedUse\Traffic\TaftAsh_MixedUse_VMTMemo_07‐10‐2023.docx) 2 Additionally, the OPR TA recommends using screening criterion from the TA to determine whether a project or a project component could be screened out from a detailed VMT analysis.

Project Screening Determination
The TA provides multiple screening criteria for land use projects based on project trip generation and project land use type. The project was compared with screening criteria established in the OPR TA to check if the project or project components can be screened out. Following is a brief description about the project in relation with project screening criteria:
 Daily Vehicle Trip thresholds: The OPR TA established 110 or less weekday daily trips as the screening threshold. Therefore, if the project trip generation is less than 110 daily trips based on the Institute of Transportation Engineers (ITE) Trip Generation Manual, latest edition, the project can be screened out of a detailed VMT analysis. Based on ITE trip generation manual 11th edition, the project generates more than 110 daily trips and therefore the project cannot be screened out using this criterion.  Local serving retail: The OPR TA provides a screening criterion for local serving retail land uses of less than 50,000 SF. The retail component of the project is 20,000 SF and therefore the retail component of the project can be screened out of a detailed VMT analysis.

As such, the residential component of the project could not be screened out of VMT analysis.

Therefore, a detailed VMT analysis was conducted to assess the project’s VMT impact.

Detailed VMT Analysis Methodology
The Kern Council of Governments’ (Kern COG’s) San Joaquin Valley Model Improvement Program Phase 2 (VMIP II) Travel Demand Model (Kern COG TDM) is the regional travel demand model which was used to evaluate project VMT. Numerical value for the County’s VMT per capita threshold was estimated using LSA’s “no project” model run. The baseline (2015) regional VMT per capita was calculated to be 16.8 using Kern COG VMIP II model. Therefore, as per the OPR TA the threshold for VMT per capita would be 14.30 (15 percent below the region’s current baseline VMT per capita).

To estimate project VMT metric, the model’s socioeconomic database under baseline (2015) conditions was updated with project land uses. Even though, retail component of the project was screened out of VMT analysis, the retail use was included in “with project” model run to appropriately account for internal capture of trips between residential and retail uses of the project.

The following is a detailed description of the VMT analysis:

Project Traffic Analysis Zone Update
The first step in preparation of this analysis was to update the traffic analysis zone (TAZ) in the model that includes the project area. VMIP II includes capability for addition of new zones or TAZ splits. The project should be isolated to estimate its VMT and therefore two new TAZs were created to include project residential and retail land uses. LSA converted the project land uses into model socioeconomic categories. The Kern COG TDM socioeconomic database for baseline (2015) scenario was updated with project socioeconomic data for the newly created project TAZs. 7/9/23 (P:\20231423_TaftAsh_MixedUse\Traffic\TaftAsh_MixedUse_VMTMemo_07‐10‐2023.docx) 3 Model Runs and Project VMT Estimation
Model run was conducted for this updated “with project” model scenario after incorporating project land uses as described above. Project VMT was estimated from VMIP II model run and estimated project VMT was divided by the estimated project population to develop the project VMT per capita.

VMT Analysis
Project VMT Impact
As previously mentioned, the baseline (2015) conditions regional VMT per capita was obtained from the Kern COG TDM model “no project” model run. The regional VMT per capita is 16.8. Further, as stated above, 15 percent below the baseline regional VMT per capita was considered as the threshold which results in a numerical value of VMT threshold of 14.3. Table A shows the regional threshold and project VMT per capita rate. As shown in Table A, the project VMT per capita is 17.3 which is greater than the significant threshold by 20.9 percent. As such, based on the OPR TA and the methodology described in this memorandum, the project will have a significant VMT impact.

Detailed VMT calculation for the project is included in Appendix A.

Table A: Baseline (2015) Regional and Project VMT per capita Comparison 2015
Taft and Ash Mixed Use
(residential use)
City of Bakersfield
Threshold * Difference % Difference
VMT per capita 17.29 14.30 3.00 20.9%
* Estimated using “No project” VMIP II base year (2015) model runs Conclusion
Based on the VMT analysis as shown in above table A, the project constitutes a significant impact for VMT.

ATTACHMENTS
Appendix A: VMT Calculation Worksheet
2015 Project Kern County*
Households 499 263,000
Total Population 1,525 836,131
Homebased (HB) VMT 26,373 14,063,261
HB VMT per capita 17.3 16.8
* Estimated using "no project" base year (2015) VMIP II model run Appendix A ‐ VMT Calculation Worksheet
Taft and Ash Mixed Use, Bakersfield ‐ VMT Analysis
P:\20231423_TaftAsh_MixedUse\Traffic\taft_ash_vmt.xlsx (7/7/2023) HCM 7th Signalized Intersection Capacity Analysis PM 2023 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 648 102 198 804 175 113 305 61 228 394 99 Future Volume (veh/h) 144 648 102 198 804 175 113 305 61 228 394 99 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 0.97 1.00 0.98 1.00 0.98 1.00 0.98 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 153 689 109 215 874 190 120 324 65 245 424 106 Peak Hour Factor 0.94 0.94 0.94 0.92 0.92 0.92 0.94 0.94 0.94 0.93 0.93 0.93 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 317 1575 437 317 1575 442 297 745 299 370 827 332 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 0.10 0.31 0.31 0.10 0.31 0.31 0.09 0.21 0.21 0.12 0.23 0.23 Unsig. Movement Delay
Ln Grp Delay, s/veh 26.7 16.8 15.9 31.8 17.7 17.2 26.6 21.1 20.0 29.8 20.6 19.7 Ln Grp LOS C B B C B B C C C C C B
Approach Vol, veh/h 951 1279 509 775
Approach Delay, s/veh 18.3 20.0 22.2 23.4
Approach LOS B B C C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 11.0 16.6 10.0 22.6 9.6 18.0 10.0 22.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 5.0 30.5 4.0 31.5 5.0 30.5 4.0 31.5 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.0 4.1 4.1 4.1 4.1 Max Q Clear (g_c+l1), s 6.4 6.8 5.9 8.5 4.1 8.3 4.7 10.6 Green Ext Time (g_e), s 0.0 1.5 0.0 3.5 0.0 2.1 0.0 4.7 Prob of Phs Call (p_c) 0.98 1.00 0.97 1.00 0.87 1.00 0.92 1.00 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.03 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 3183 3183 3183 3183
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 5106 3554 5106
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1429 1416 1426 1433
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2023 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 2 0 2 0 2 0 2 0
Grp Vol (v), veh/h 245 0 215 0 120 0 153 0
Grp Sat Flow (s), veh/h/ln 1591 0 1591 0 1591 0 1591 0
Q Serve Time (g_s), s 4.4 0.0 3.9 0.0 2.1 0.0 2.7 0.0
Cycle Q Clear Time (g_c), s 4.4 0.0 3.9 0.0 2.1 0.0 2.7 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) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 370 0 317 0 297 0 317 0
V/C Ratio (X) 0.66 0.00 0.68 0.00 0.40 0.00 0.48 0.00
Avail Cap (c_a), veh/h 370 0 317 0 370 0 317 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 25.4 0.0 26.1 0.0 25.7 0.0 25.6 0.0 Incr Delay (d2), s/veh 4.3 0.0 5.7 0.0 0.9 0.0 1.1 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 29.8 0.0 31.8 0.0 26.6 0.0 26.7 0.0 1st-Term Q (Q1), veh/ln 1.4 0.0 1.3 0.0 0.7 0.0 0.9 0.0 2nd-Term Q (Q2), veh/ln 0.2 0.0 0.2 0.0 0.0 0.0 0.1 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 1.6 0.0 1.5 0.0 0.7 0.0 0.9 0.0 %ile Storage Ratio (RQ%) 0.21 0.00 0.19 0.00 0.09 0.00 0.12 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 8
Lane Assignment T T T T
Lanes in Grp 0 2 0 3 0 2 0 3
Grp Vol (v), veh/h 0 324 0 689 0 424 0 874
Grp Sat Flow (s), veh/h/ln 0 1777 0 1702 0 1777 0 1702
Q Serve Time (g_s), s 0.0 4.8 0.0 6.5 0.0 6.3 0.0 8.6
Cycle Q Clear Time (g_c), s 0.0 4.8 0.0 6.5 0.0 6.3 0.0 8.6 Lane Grp Cap (c), veh/h 0 745 0 1575 0 827 0 1575
V/C Ratio (X) 0.00 0.44 0.00 0.44 0.00 0.51 0.00 0.56
Avail Cap (c_a), veh/h 0 1920 0 2844 0 1920 0 2844
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 20.7 0.0 16.6 0.0 20.1 0.0 17.4 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.2 0.0 0.5 0.0 0.3
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 21.1 0.0 16.8 0.0 20.6 0.0 17.7 1st-Term Q (Q1), veh/ln 0.0 1.6 0.0 2.0 0.0 2.1 0.0 2.7 HCM 7th Signalized Intersection Capacity Analysis PM 2023 1: Ashe Rd & Pamama Ln 05/01/2025
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 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.7 0.0 2.0 0.0 2.2 0.0 2.7 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.01 0.00 0.03 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 0 14 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 65 0 109 0 106 0 190
Grp Sat Flow (s), veh/h/ln 0 1429 0 1416 0 1426 0 1433
Q Serve Time (g_s), s 0.0 2.3 0.0 3.5 0.0 3.7 0.0 6.4
Cycle Q Clear Time (g_c), s 0.0 2.3 0.0 3.5 0.0 3.7 0.0 6.4 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 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 299 0 437 0 332 0 442
V/C Ratio (X) 0.00 0.22 0.00 0.25 0.00 0.32 0.00 0.43
Avail Cap (c_a), veh/h 0 772 0 788 0 771 0 798
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 19.7 0.0 15.6 0.0 19.1 0.0 16.6 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.3 0.0 0.5 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 20.0 0.0 15.9 0.0 19.7 0.0 17.2 1st-Term Q (Q1), veh/ln 0.0 0.6 0.0 0.9 0.0 1.0 0.0 1.6 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 0.7 0.0 0.9 0.0 1.1 0.0 1.7 %ile Storage Ratio (RQ%) 0.00 0.08 0.00 0.12 0.00 0.13 0.00 0.22 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 20.6
HCM 7th LOS C
HCM 7th AWSC PM 2023
2: Ashe Rd & Berkshire Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh55.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 2 1 6 3 151 3 386 11 203 380 0
Future Vol, veh/h 0 2 1 6 3 151 3 386 11 203 380 0
Peak Hour Factor 0.50 0.50 0.50 0.85 0.85 0.85 0.93 0.93 0.93 0.86 0.86 0.86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 4 2 7 4 178 3 415 12 236 442 0
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay, s/veh 10.5 12.3 19.2 91.5

HCM LOS B B C F
Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 1% 0% 4% 35% 0%
Vol Thru, % 97% 67% 2% 65% 100%
Vol Right, % 3% 33% 94% 0% 0%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 400 3 160 583 0
LT Vol 3 0 6 203 0
Through Vol 386 2 3 380 0
RT Vol 11 1 151 0 0
Lane Flow Rate 430 6 188 678 0
Geometry Grp 4a 2 2 5 5
Degree of Util (X) 0.66 0.012 0.318 1.106 0
Departure Headway (Hd) 5.75 7.418 6.345 5.875 5.699
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 632 485 570 624 0
Service Time 3.75 5.418 4.345 3.575 3.399
HCM Lane V/C Ratio 0.68 0.012 0.33 1.087 0
HCM Control Delay, s/veh 19.2 10.5 12.3 91.5 8.4
HCM Lane LOS C B B F F
HCM 95th-tile Q 4.9 0 1.4 20.5 0
HCM 7th AWSC PM 2023
3: Ashe Rd & McCutchen Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh82.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 56 267 126 24 178 88 60 249 14 111 257 13 Future Vol, veh/h 56 267 126 24 178 88 60 249 14 111 257 13 Peak Hour Factor 0.86 0.86 0.86 0.80 0.80 0.80 0.94 0.94 0.94 0.91 0.91 0.91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 65 310 147 30 223 110 64 265 15 122 282 14
Number of Lanes 0 1 1 0 1 0 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 2
HCM Control Delay, s/veh61.1 76.6 55.3 135.1

HCM LOS F F F F
Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1 SBLn1
Vol Left, % 19% 0% 17% 0% 8% 29%
Vol Thru, % 81% 0% 83% 0% 61% 67%
Vol Right, % 0% 100% 0% 100% 30% 3%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 309 14 323 126 290 381
LT Vol 60 0 56 0 24 111
Through Vol 249 0 267 0 178 257
RT Vol 0 14 0 126 88 13
Lane Flow Rate 329 15 376 147 363 419
Geometry Grp 5 5 5 5 4b 4b
Degree of Util (X) 0.889 0.037 0.991 0.355 0.978 1.173
Departure Headway (Hd) 10.374 9.536 10.165 9.339 10.484 10.087 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 352 378 361 388 348 360
Service Time 8.074 7.236 7.865 7.039 8.484 8.18
HCM Lane V/C Ratio 0.935 0.04 1.042 0.379 1.043 1.164
HCM Control Delay, s/veh 57.2 12.6 78.2 17.1 76.6 135.1 HCM Lane LOS F B F C F F
HCM 95th-tile Q 8.6 0.1 11.3 1.6 10.8 16.9
HCM 7th Signalized Intersection Capacity Analysis PM 2023 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 11 2 9 26 11 107 9 217 21 136 228 39 Future Volume (veh/h) 11 2 9 26 11 107 9 217 21 136 228 39 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 18 3 15 31 13 127 10 231 22 170 285 49 Peak Hour Factor 0.60 0.60 0.60 0.84 0.84 0.84 0.94 0.94 0.94 0.80 0.80 0.80 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 26 28 138 39 16 160 340 540 422 632 873 681
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 0.02 0.10 0.10 0.02 0.11 0.11 0.21 0.29 0.29 0.39 0.47 0.47 Unsig. Movement Delay
Ln Grp Delay, s/veh 70.6 0.0 37.0 72.1 0.0 46.9 28.5 28.4 16.0 19.2 16.1 13.4 Ln Grp LOS E D E D C C B B B B
Approach Vol, veh/h 36 171 263 504
Approach Delay, s/veh 53.8 51.4 27.3 16.9
Approach LOS D D C B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 3 4 6 5 8 7
Case No 3.0 2.0 2.0 4.0 3.0 2.0 4.0 2.0
Phs Duration (G+Y+Rc), s 30.5 39.2 6.7 13.7 46.5 23.2 14.4 5.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 26.0 20.5 7.5 18.0 42.0 4.5 21.0 4.5 Max Allow Headway (MAH), s 4.0 4.1 4.1 4.3 4.0 4.1 4.3 4.1 Max Q Clear (g_c+l1), s 11.0 8.4 3.7 2.9 10.6 2.4 9.6 3.0 Green Ext Time (g_e), s 0.7 0.4 0.0 0.0 1.2 0.0 0.3 0.0 Prob of Phs Call (p_c) 1.00 0.99 0.54 0.99 1.00 0.22 0.99 0.36 Prob of Max Out (p_x) 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 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 1870 271 1870 149
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1355 1460 1459
Left Lane Group Data
Assigned Mvmt 0 1 3 0 0 5 0 7
HCM 7th Signalized Intersection Capacity Analysis PM 2023 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 0 1 1 0 0 1 0 1
Grp Vol (v), veh/h 0 170 31 0 0 10 0 18
Grp Sat Flow (s), veh/h/ln 0 1641 1641 0 0 1641 0 1641
Q Serve Time (g_s), s 0.0 6.4 1.7 0.0 0.0 0.4 0.0 1.0
Cycle Q Clear Time (g_c), s 0.0 6.4 1.7 0.0 0.0 0.4 0.0 1.0 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 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 632 39 0 0 340 0 26
V/C Ratio (X) 0.00 0.27 0.79 0.00 0.00 0.03 0.00 0.68
Avail Cap (c_a), veh/h 0 632 137 0 0 340 0 82
Upstream Filter (I) 0.00 1.00 1.00 0.00 0.00 0.97 0.00 1.00 Uniform Delay (d1), s/veh 0.0 19.0 43.7 0.0 0.0 28.4 0.0 44.0 Incr Delay (d2), s/veh 0.0 0.2 28.4 0.0 0.0 0.0 0.0 26.5 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 19.2 72.1 0.0 0.0 28.5 0.0 70.6 1st-Term Q (Q1), veh/ln 0.0 2.2 0.6 0.0 0.0 0.2 0.0 0.4 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.3 0.0 0.0 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 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 2.2 1.0 0.0 0.0 0.2 0.0 0.6 %ile Storage Ratio (RQ%) 0.00 0.56 0.16 0.00 0.00 0.02 0.00 0.07 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 6 0 8 0
Lane Assignment T T
Lanes in Grp 1 0 0 0 1 0 0 0
Grp Vol (v), veh/h 231 0 0 0 285 0 0 0
Grp Sat Flow (s), veh/h/ln 1870 0 0 0 1870 0 0 0
Q Serve Time (g_s), s 9.0 0.0 0.0 0.0 8.6 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 9.0 0.0 0.0 0.0 8.6 0.0 0.0 0.0 Lane Grp Cap (c), veh/h 540 0 0 0 873 0 0 0
V/C Ratio (X) 0.43 0.00 0.00 0.00 0.33 0.00 0.00 0.00
Avail Cap (c_a), veh/h 540 0 0 0 873 0 0 0
Upstream Filter (I) 0.97 0.00 0.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 26.0 0.0 0.0 0.0 15.1 0.0 0.0 0.0 Incr Delay (d2), s/veh 2.4 0.0 0.0 0.0 1.0 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 28.4 0.0 0.0 0.0 16.1 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 3.6 0.0 0.0 0.0 3.1 0.0 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis PM 2023 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.4 0.0 0.0 0.0 0.2 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%) 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 4.0 0.0 0.0 0.0 3.4 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.04 0.00 0.00 0.00 0.03 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 12 0 0 14 16 0 18 0
Lane Assignment R T+R R T+R
Lanes in Grp 1 0 0 1 1 0 1 0
Grp Vol (v), veh/h 22 0 0 18 49 0 140 0
Grp Sat Flow (s), veh/h/ln 1460 0 0 1626 1460 0 1608 0
Q Serve Time (g_s), s 0.8 0.0 0.0 0.9 1.7 0.0 7.6 0.0
Cycle Q Clear Time (g_c), s 0.8 0.0 0.0 0.9 1.7 0.0 7.6 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) 1.00 0.00 0.00 0.83 1.00 0.00 0.91 0.00 Lane Grp Cap (c), veh/h 422 0 0 166 681 0 176 0
V/C Ratio (X) 0.05 0.00 0.00 0.11 0.07 0.00 0.79 0.00
Avail Cap (c_a), veh/h 422 0 0 325 681 0 375 0
Upstream Filter (I) 0.97 0.00 0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 15.8 0.0 0.0 36.7 13.2 0.0 39.1 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.3 0.2 0.0 7.8 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 16.0 0.0 0.0 37.0 13.4 0.0 46.9 0.0 1st-Term Q (Q1), veh/ln 0.3 0.0 0.0 0.3 0.5 0.0 2.8 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.4 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%) 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.3 0.0 0.0 0.3 0.5 0.0 3.2 0.0 %ile Storage Ratio (RQ%) 0.04 0.00 0.00 0.01 0.09 0.00 0.03 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 27.1
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis PM 2023 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 52 9 66 59 31 11 275 63 55 461 20 Future Volume (veh/h) 17 52 9 66 59 31 11 275 63 55 461 20 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 20 61 11 87 78 41 13 316 72 66 555 24 Peak Hour Factor 0.85 0.85 0.85 0.76 0.76 0.76 0.87 0.87 0.87 0.83 0.83 0.83 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 91 217 39 105 277 233 14 334 76 70 588 25
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 0.06 0.15 0.13 0.06 0.16 0.16 0.25 0.25 0.24 0.40 0.40 0.38 Unsig. Movement Delay
Ln Grp Delay, s/veh 54.9 0.0 47.6 94.0 46.4 44.8 74.4 0.0 0.0 55.9 0.0 0.0 Ln Grp LOS D D F D D E E
Approach Vol, veh/h 92 206 401 645
Approach Delay, s/veh 49.2 66.2 74.4 55.9
Approach LOS D E E E
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 8 7
Case No 12.0 12.0 4.0 2.0 3.0 2.0
Phs Duration (G+Y+Rc), s 51.4 34.0 22.0 11.6 23.0 10.6
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 46.0 28.0 16.0 5.0 17.0 4.0
Max Allow Headway (MAH), s 4.0 4.1 4.1 4.1 4.1 4.1
Max Q Clear (g_c+l1), s 45.1 29.9 6.5 8.2 6.7 3.4
Green Ext Time (g_e), s 0.3 0.0 0.1 0.0 0.2 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.94 1.00 0.48
Prob of Max Out (p_x) 1.00 1.00 0.00 1.00 0.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 176 54 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 1477 1324 1432 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 64 302 258 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 0 7
HCM 7th Signalized Intersection Capacity Analysis PM 2023 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 0 1
Grp Vol (v), veh/h 645 401 0 87 0 0 0 20
Grp Sat Flow (s), veh/h/ln 1717 1680 0 1641 0 0 0 1641
Q Serve Time (g_s), s 43.1 27.9 0.0 6.2 0.0 0.0 0.0 1.4 Cycle Q Clear Time (g_c), s 43.1 27.9 0.0 6.2 0.0 0.0 0.0 1.4 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) 0.10 0.03 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 684 424 0 105 0 0 0 91
V/C Ratio (X) 0.94 0.95 0.00 0.83 0.00 0.00 0.00 0.22
Avail Cap (c_a), veh/h 692 424 0 105 0 0 0 91
Upstream Filter (I) 1.00 1.00 0.00 0.96 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 34.5 43.9 0.0 55.1 0.0 0.0 0.0 53.7 Incr Delay (d2), s/veh 21.3 30.5 0.0 39.0 0.0 0.0 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 55.9 74.4 0.0 94.0 0.0 0.0 0.0 54.9 1st-Term Q (Q1), veh/ln 16.5 10.9 0.0 2.5 0.0 0.0 0.0 0.6 2nd-Term Q (Q2), veh/ln 4.0 3.6 0.0 1.1 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%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 20.5 14.5 0.0 3.6 0.0 0.0 0.0 0.6 %ile Storage Ratio (RQ%) 0.22 0.08 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 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 8 0
Lane Assignment T
Lanes in Grp 0 0 0 0 0 0 1 0
Grp Vol (v), veh/h 0 0 0 0 0 0 78 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 1737 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 4.7 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 4.7 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 277 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.28 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 0 277 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.96 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 44.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 2.4 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 46.4 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 1.9 0.0 HCM 7th Signalized Intersection Capacity Analysis PM 2023 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.2 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 2.1 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.01 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 16 12 14 0 0 0 18 0
Lane Assignment T+R R
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 72 0 0 0 41 0
Grp Sat Flow (s), veh/h/ln 0 0 1690 0 0 0 1460 0
Q Serve Time (g_s), s 0.0 0.0 4.5 0.0 0.0 0.0 2.9 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 4.5 0.0 0.0 0.0 2.9 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) 0.04 0.18 0.15 0.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 256 0 0 0 233 0
V/C Ratio (X) 0.00 0.00 0.28 0.00 0.00 0.00 0.18 0.00
Avail Cap (c_a), veh/h 0 0 256 0 0 0 233 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.96 0.00 Uniform Delay (d1), s/veh 0.0 0.0 44.9 0.0 0.0 0.0 43.2 0.0 Incr Delay (d2), s/veh 0.0 0.0 2.7 0.0 0.0 0.0 1.6 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 47.6 0.0 0.0 0.0 44.8 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 1.8 0.0 0.0 0.0 1.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.1 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 2.0 0.0 0.0 0.0 1.1 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.01 0.00 0.00 0.00 0.01 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 62.5
HCM 7th LOS E
HCM 7th Signalized Intersection Capacity Analysis PM 2023 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 454 10 16 321 77 9 63 16 58 48 37 Future Volume (veh/h) 80 454 10 16 321 77 9 63 16 58 48 37 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 83 473 10 19 373 90 11 80 20 65 54 42 Peak Hour Factor 0.96 0.96 0.96 0.86 0.86 0.86 0.79 0.79 0.79 0.89 0.89 0.89 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 130 978 822 421 1286 1081 0 138 116 0 113 95 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 0.08 0.56 0.56 0.26 0.74 0.74 0.00 0.08 0.08 0.00 0.07 0.07 Unsig. Movement Delay
Ln Grp Delay, s/veh 58.1 17.3 11.5 33.3 5.7 2.5 0.0 56.6 51.8 0.0 56.7 38.2 Ln Grp LOS E B B C A A E D E D
Approach Vol, veh/h 566 482 100 96
Approach Delay, s/veh 23.2 6.2 55.6 48.6
Approach LOS C A E D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 4 3 6 5 7 8
Case No 3.0 0.0 3.0 2.0 3.0 0.0 2.0 3.0
Phs Duration (G+Y+Rc), s 13.5 0.0 71.0 34.5 11.8 1.7 13.4 92.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 20.0 4.0 65.0 6.0 20.0 4.0 16.0 55.0 Max Allow Headway (MAH), s 4.1 0.0 4.0 4.1 4.2 0.0 4.1 4.1 Max Q Clear (g_c+l1), s 7.3 0.0 21.5 3.0 5.6 0.0 7.8 10.5 Green Ext Time (g_e), s 0.2 0.0 1.9 0.0 0.2 0.0 0.1 1.7 Prob of Phs Call (p_c) 1.00 0.00 1.00 0.47 1.00 0.00 0.94 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 1.00 0.00 0.00 0.01 0.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 0 1641 0 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 1737 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 0 1 0 3 0 5 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2023 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot)
Lanes in Grp 0 0 0 1 0 0 1 0
Grp Vol (v), veh/h 0 0 0 19 0 0 83 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 0 0 1641 0
Q Serve Time (g_s), s 0.0 0.0 0.0 1.0 0.0 0.0 5.8 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 1.0 0.0 0.0 5.8 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 0.00 0.00 1.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 421 0 0 130 0
V/C Ratio (X) 0.00 0.00 0.00 0.05 0.00 0.00 0.64 0.00
Avail Cap (c_a), veh/h 0 0 0 421 0 0 248 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.98 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 33.3 0.0 0.0 53.1 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 5.0 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 33.3 0.0 0.0 58.1 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.4 0.0 0.0 2.3 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.2 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 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.4 0.0 0.0 2.5 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.05 0.00 0.00 0.32 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 6 0 0 8
Lane Assignment T T T T
Lanes in Grp 1 0 1 0 1 0 0 1
Grp Vol (v), veh/h 80 0 473 0 54 0 0 373
Grp Sat Flow (s), veh/h/ln 1737 0 1737 0 1737 0 0 1737
Q Serve Time (g_s), s 5.3 0.0 19.5 0.0 3.6 0.0 0.0 8.5
Cycle Q Clear Time (g_c), s 5.3 0.0 19.5 0.0 3.6 0.0 0.0 8.5 Lane Grp Cap (c), veh/h 138 0 978 0 113 0 0 1286
V/C Ratio (X) 0.58 0.00 0.48 0.00 0.48 0.00 0.00 0.29
Avail Cap (c_a), veh/h 321 0 978 0 321 0 0 1286
Upstream Filter (I) 1.00 0.00 0.98 0.00 0.99 0.00 0.00 1.00 Uniform Delay (d1), s/veh 52.8 0.0 15.6 0.0 53.6 0.0 0.0 5.1 Incr Delay (d2), s/veh 3.8 0.0 1.7 0.0 3.0 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 56.6 0.0 17.3 0.0 56.7 0.0 0.0 5.7 1st-Term Q (Q1), veh/ln 2.2 0.0 6.8 0.0 1.5 0.0 0.0 2.2 HCM 7th Signalized Intersection Capacity Analysis PM 2023 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.1 0.0 0.5 0.0 0.1 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%) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 2.4 0.0 7.2 0.0 1.6 0.0 0.0 2.4 %ile Storage Ratio (RQ%) 0.04 0.00 0.04 0.00 0.02 0.00 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 Right Lane Group Data
Assigned Mvmt 12 0 14 0 16 0 0 18
Lane Assignment R R R R
Lanes in Grp 1 0 1 0 1 0 0 1
Grp Vol (v), veh/h 20 0 10 0 42 0 0 90
Grp Sat Flow (s), veh/h/ln 1460 0 1460 0 1460 0 0 1460
Q Serve Time (g_s), s 1.5 0.0 0.4 0.0 2.7 0.0 0.0 1.5
Cycle Q Clear Time (g_c), s 1.5 0.0 0.4 0.0 2.7 0.0 0.0 1.5 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) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 116 0 822 0 95 0 0 1081
V/C Ratio (X) 0.17 0.00 0.01 0.00 0.44 0.00 0.00 0.08
Avail Cap (c_a), veh/h 270 0 822 0 270 0 0 1081
Upstream Filter (I) 1.00 0.00 0.98 0.00 0.99 0.00 0.00 1.00 Uniform Delay (d1), s/veh 51.1 0.0 11.4 0.0 35.1 0.0 0.0 2.4 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.0 3.1 0.0 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 51.8 0.0 11.5 0.0 38.2 0.0 0.0 2.5 1st-Term Q (Q1), veh/ln 0.5 0.0 0.1 0.0 1.2 0.0 0.0 0.4 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.1 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%) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.6 0.0 0.1 0.0 1.2 0.0 0.0 0.5 %ile Storage Ratio (RQ%) 0.47 0.00 0.02 0.00 0.63 0.00 0.00 0.08 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 21.2
HCM 7th LOS C
HCM 7th TWSC PM 2023
7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 6.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 37 465 33 63 369 58 22 18 37 44 16 24 Future Vol, veh/h 37 465 33 63 369 58 22 18 37 44 16 24 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 200 - 200 120 - 120 - - - 150 - 150
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 95 95 95 78 78 78 77 77 77
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 43 534 38 66 388 61 28 23 47 57 21 31
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 449 0 0 572 0 0 1151 1202 534 1152 1179 388 Stage 1 - - - - - - 620 620 - 521 521 -
Stage 2 - - - - - - 531 582 - 631 657 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 1111 - - 1000 - - 175 177 546 175 183 660 Stage 1 - - - - - - 476 466 - 539 517 -
Stage 2 - - - - - - 532 485 - 469 448 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1111 - - 1000 - - 133 159 546 124 165 660 Mov Cap-2 Maneuver - - - - - - 133 159 - 124 165 -
Stage 1 - - - - - - 458 448 - 503 483 -
Stage 2 - - - - - - 453 453 - 391 431 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.58 1.14 33.58 38.38

HCM LOS D E
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) 222 1111 - - 1000 - - 124 165 660
HCM Lane V/C Ratio 0.445 0.038 - - 0.066 - - 0.46 0.126 0.047 HCM Control Delay (s/veh) 33.6 8.4 - - 8.9 - - 56.5 30 10.7 HCM Lane LOS D A - - A - - F D B
HCM 95th %tile Q(veh) 2.1 0.1 - - 0.2 - - 2.1 0.4 0.1
HCM 7th Signalized Intersection Capacity Analysis PM 2023 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 509 9 4 439 67 12 34 9 49 21 42 Future Volume (veh/h) 30 509 9 4 439 67 12 34 9 49 21 42 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 34 585 10 4 467 71 19 54 14 54 23 47 Peak Hour Factor 0.87 0.87 0.87 0.94 0.94 0.94 0.63 0.63 0.63 0.90 0.90 0.90 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 170 713 599 65 601 505 44 126 33 102 44 89
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 0.10 0.41 0.41 0.04 0.35 0.35 0.12 0.12 0.09 0.15 0.15 0.11 Unsig. Movement Delay
Ln Grp Delay, s/veh 23.9 17.4 10.0 26.7 18.8 12.9 24.7 0.0 0.0 24.6 0.0 0.0 Ln Grp LOS C B A C B B C C
Approach Vol, veh/h 629 542 87 124
Approach Delay, s/veh 17.6 18.1 24.7 24.6
Approach LOS B B C C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 8 7
Case No 12.0 12.0 3.0 2.0 3.0 2.0
Phs Duration (G+Y+Rc), s 12.4 10.9 27.3 6.2 23.7 9.9
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 18.0 18.0 42.0 4.0 42.0 4.0
Max Allow Headway (MAH), s 4.2 4.1 4.0 4.1 4.1 4.1
Max Q Clear (g_c+l1), s 6.1 4.8 19.0 2.1 15.7 3.1
Green Ext Time (g_e), s 0.3 0.2 2.3 0.0 2.0 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.06 1.00 0.42
Prob of Max Out (p_x) 0.00 0.00 0.00 1.00 0.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 694 365 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 296 1037 1737 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 604 269 1460 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 0 7
HCM 7th Signalized Intersection Capacity Analysis PM 2023 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 0 1
Grp Vol (v), veh/h 124 87 0 4 0 0 0 34
Grp Sat Flow (s), veh/h/ln 1594 1670 0 1641 0 0 0 1641
Q Serve Time (g_s), s 4.1 2.8 0.0 0.1 0.0 0.0 0.0 1.1
Cycle Q Clear Time (g_c), s 4.1 2.8 0.0 0.1 0.0 0.0 0.0 1.1 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) 0.44 0.22 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 235 203 0 65 0 0 0 170
V/C Ratio (X) 0.53 0.43 0.00 0.06 0.00 0.00 0.00 0.20
Avail Cap (c_a), veh/h 560 587 0 173 0 0 0 173
Upstream Filter (I) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 22.8 23.3 0.0 26.3 0.0 0.0 0.0 23.4 Incr Delay (d2), s/veh 1.8 1.4 0.0 0.4 0.0 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 24.6 24.7 0.0 26.7 0.0 0.0 0.0 23.9 1st-Term Q (Q1), veh/ln 1.3 0.9 0.0 0.0 0.0 0.0 0.0 0.4 2nd-Term Q (Q2), veh/ln 0.1 0.1 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%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 1.4 1.0 0.0 0.1 0.0 0.0 0.0 0.4 %ile Storage Ratio (RQ%) 0.02 0.01 0.00 0.01 0.00 0.00 0.00 0.14 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 6 2 4 0 0 0 8 0
Lane Assignment T T
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 585 0 0 0 467 0
Grp Sat Flow (s), veh/h/ln 0 0 1737 0 0 0 1737 0
Q Serve Time (g_s), s 0.0 0.0 17.0 0.0 0.0 0.0 13.7 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 17.0 0.0 0.0 0.0 13.7 0.0 Lane Grp Cap (c), veh/h 0 0 713 0 0 0 601 0
V/C Ratio (X) 0.00 0.00 0.82 0.00 0.00 0.00 0.78 0.00
Avail Cap (c_a), veh/h 0 0 1343 0 0 0 1343 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 14.9 0.0 0.0 0.0 16.6 0.0 Incr Delay (d2), s/veh 0.0 0.0 2.4 0.0 0.0 0.0 2.2 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 0.0 17.4 0.0 0.0 0.0 18.8 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 4.7 0.0 0.0 0.0 4.0 0.0 HCM 7th Signalized Intersection Capacity Analysis PM 2023 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.5 0.0 0.0 0.0 0.4 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 5.2 0.0 0.0 0.0 4.4 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.05 0.00 0.00 0.00 0.05 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 16 12 14 0 0 0 18 0
Lane Assignment R R
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 10 0 0 0 71 0
Grp Sat Flow (s), veh/h/ln 0 0 1460 0 0 0 1460 0
Q Serve Time (g_s), s 0.0 0.0 0.2 0.0 0.0 0.0 1.9 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.2 0.0 0.0 0.0 1.9 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) 0.38 0.16 1.00 0.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 599 0 0 0 505 0
V/C Ratio (X) 0.00 0.00 0.02 0.00 0.00 0.00 0.14 0.00
Avail Cap (c_a), veh/h 0 0 1129 0 0 0 1129 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 10.0 0.0 0.0 0.0 12.8 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 10.0 0.0 0.0 0.0 12.9 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.1 0.0 0.0 0.0 0.5 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.1 0.0 0.0 0.0 0.5 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.07 0.00 0.00 0.00 0.62 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 18.9
HCM 7th LOS B
HCM 7th TWSC PM 2023
9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 68 492 1 2 490 55 0 1 2 20 2 30
Future Vol, veh/h 68 492 1 2 490 55 0 1 2 20 2 30
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 70 - - 50 - 300 - - - - - 200
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 38 38 38 87 87 87
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 74 535 1 2 533 60 0 3 5 23 2 34
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 592 0 0 536 0 0 1221 1280 535 1221 1221 533 Stage 1 - - - - - - 683 683 - 537 537 -
Stage 2 - - - - - - 538 597 - 684 684 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 983 - - 1032 - - 157 159 545 157 173 547 Stage 1 - - - - - - 439 436 - 528 508 -
Stage 2 - - - - - - 527 478 - 439 436 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 983 - - 1032 - - 134 147 545 141 160 547 Mov Cap-2 Maneuver - - - - - - 134 147 - 141 160 -
Stage 1 - - - - - - 406 403 - 527 507 -
Stage 2 - - - - - - 491 477 - 399 403 -
Approach EB WB NB SB
HCM Control Delay, s/v 1.09 0.03 17.93 22.03

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 286 983 - - 1032 - - 142 547
HCM Lane V/C Ratio 0.028 0.075 - - 0.002 - - 0.178 0.063 HCM Control Delay (s/veh) 17.9 9 - - 8.5 - - 35.7 12
HCM Lane LOS C A - - A - - E B
HCM 95th %tile Q(veh) 0.1 0.2 - - 0 - - 0.6 0.2
HCM 7th Signalized Intersection Capacity Analysis PM 2023+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 648 112 216 804 175 122 324 76 228 418 99 Future Volume (veh/h) 144 648 112 216 804 175 122 324 76 228 418 99 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 0.97 1.00 0.98 1.00 0.98 1.00 0.98 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 153 689 119 235 874 190 130 345 81 245 449 106 Peak Hour Factor 0.94 0.94 0.94 0.92 0.92 0.92 0.94 0.94 0.94 0.93 0.93 0.93 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 312 1479 410 364 1563 439 307 782 315 364 846 340 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 0.10 0.29 0.29 0.11 0.31 0.31 0.10 0.22 0.22 0.11 0.24 0.24 Unsig. Movement Delay
Ln Grp Delay, s/veh 27.3 18.1 17.2 29.8 18.1 17.7 27.0 21.0 20.2 30.8 20.8 19.7 Ln Grp LOS C B B C B B C C C C C B
Approach Vol, veh/h 961 1299 556 800
Approach Delay, s/veh 19.4 20.2 22.3 23.7
Approach LOS B C C C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 11.0 17.5 11.0 21.7 9.9 18.6 10.0 22.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 5.0 30.5 5.0 30.5 5.0 30.5 4.0 31.5 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 Max Q Clear (g_c+l1), s 6.5 7.1 6.3 8.8 4.4 8.7 4.8 10.8 Green Ext Time (g_e), s 0.0 1.7 0.0 3.5 0.0 2.2 0.0 4.7 Prob of Phs Call (p_c) 0.98 1.00 0.98 1.00 0.89 1.00 0.93 1.00 Prob of Max Out (p_x) 1.00 0.00 1.00 0.01 1.00 0.00 1.00 0.03 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 3183 3183 3183 3183
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 5106 3554 5106
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1430 1415 1427 1433
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2023+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 2 0 2 0 2 0 2 0
Grp Vol (v), veh/h 245 0 235 0 130 0 153 0
Grp Sat Flow (s), veh/h/ln 1591 0 1591 0 1591 0 1591 0
Q Serve Time (g_s), s 4.5 0.0 4.3 0.0 2.4 0.0 2.8 0.0
Cycle Q Clear Time (g_c), s 4.5 0.0 4.3 0.0 2.4 0.0 2.8 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) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 364 0 364 0 307 0 312 0
V/C Ratio (X) 0.67 0.00 0.65 0.00 0.42 0.00 0.49 0.00
Avail Cap (c_a), veh/h 364 0 364 0 364 0 312 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 26.0 0.0 25.9 0.0 26.0 0.0 26.1 0.0 Incr Delay (d2), s/veh 4.8 0.0 3.9 0.0 0.9 0.0 1.2 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 30.8 0.0 29.8 0.0 27.0 0.0 27.3 0.0 1st-Term Q (Q1), veh/ln 1.5 0.0 1.4 0.0 0.8 0.0 0.9 0.0 2nd-Term Q (Q2), veh/ln 0.2 0.0 0.2 0.0 0.0 0.0 0.1 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 1.7 0.0 1.6 0.0 0.8 0.0 1.0 0.0 %ile Storage Ratio (RQ%) 0.22 0.00 0.20 0.00 0.10 0.00 0.12 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 8
Lane Assignment T T T T
Lanes in Grp 0 2 0 3 0 2 0 3
Grp Vol (v), veh/h 0 345 0 689 0 449 0 874
Grp Sat Flow (s), veh/h/ln 0 1777 0 1702 0 1777 0 1702
Q Serve Time (g_s), s 0.0 5.1 0.0 6.8 0.0 6.7 0.0 8.8
Cycle Q Clear Time (g_c), s 0.0 5.1 0.0 6.8 0.0 6.7 0.0 8.8 Lane Grp Cap (c), veh/h 0 782 0 1479 0 846 0 1563
V/C Ratio (X) 0.00 0.44 0.00 0.47 0.00 0.53 0.00 0.56
Avail Cap (c_a), veh/h 0 1887 0 2712 0 1887 0 2795
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 20.6 0.0 17.8 0.0 20.3 0.0 17.8 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.2 0.0 0.5 0.0 0.3
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 21.0 0.0 18.1 0.0 20.8 0.0 18.1 1st-Term Q (Q1), veh/ln 0.0 1.8 0.0 2.1 0.0 2.3 0.0 2.7 HCM 7th Signalized Intersection Capacity Analysis PM 2023+Project 1: Ashe Rd & Pamama Ln 05/01/2025
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 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 2.2 0.0 2.4 0.0 2.8 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.01 0.00 0.04 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 0 14 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 81 0 119 0 106 0 190
Grp Sat Flow (s), veh/h/ln 0 1430 0 1415 0 1427 0 1433
Q Serve Time (g_s), s 0.0 2.9 0.0 4.0 0.0 3.7 0.0 6.5
Cycle Q Clear Time (g_c), s 0.0 2.9 0.0 4.0 0.0 3.7 0.0 6.5 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 1.00 Lane Grp Cap (c), veh/h 0 315 0 410 0 340 0 439
V/C Ratio (X) 0.00 0.26 0.00 0.29 0.00 0.31 0.00 0.43
Avail Cap (c_a), veh/h 0 759 0 751 0 758 0 785
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 19.7 0.0 16.9 0.0 19.2 0.0 17.0 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.4 0.0 0.5 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 20.2 0.0 17.2 0.0 19.7 0.0 17.7 1st-Term Q (Q1), veh/ln 0.0 0.8 0.0 1.0 0.0 1.0 0.0 1.7 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 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 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.8 0.0 1.1 0.0 1.1 0.0 1.8 %ile Storage Ratio (RQ%) 0.00 0.11 0.00 0.14 0.00 0.14 0.00 0.23 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 21.1
HCM 7th LOS C
HCM 7th AWSC PM 2023+Project
2: Ashe Rd & Berkshire Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh88.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 2 9 26 3 151 10 429 27 203 432 0
Future Vol, veh/h 0 2 9 26 3 151 10 429 27 203 432 0
Peak Hour Factor 0.50 0.50 0.50 0.85 0.85 0.85 0.93 0.93 0.93 0.86 0.86 0.86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 4 18 31 4 178 11 461 29 236 502 0
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay, s/veh 11.1 14 29.2 151.9

HCM LOS B B D F
Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 2% 0% 14% 32% 0%
Vol Thru, % 92% 18% 2% 68% 100%
Vol Right, % 6% 82% 84% 0% 0%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 466 11 180 635 0
LT Vol 10 0 26 203 0
Through Vol 429 2 3 432 0
RT Vol 27 9 151 0 0
Lane Flow Rate 501 22 212 738 0
Geometry Grp 4a 2 2 5 5
Degree of Util (X) 0.801 0.044 0.376 1.263 0
Departure Headway (Hd) 6.121 7.788 6.911 6.157 5.995
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 596 463 523 591 0
Service Time 4.121 5.788 4.911 3.895 3.733
HCM Lane V/C Ratio 0.841 0.048 0.405 1.249 0
HCM Control Delay, s/veh 29.2 11.1 14 151.9 8.7
HCM Lane LOS D B B F F
HCM 95th-tile Q 7.9 0.1 1.7 28.7 0
HCM 7th AWSC PM 2023+Project
3: Ashe Rd & McCutchen Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh136.9
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 56 267 138 47 178 88 69 315 33 111 337 13 Future Vol, veh/h 56 267 138 47 178 88 69 315 33 111 337 13 Peak Hour Factor 0.86 0.86 0.86 0.80 0.80 0.80 0.94 0.94 0.94 0.91 0.91 0.91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 65 310 160 59 223 110 73 335 35 122 370 14
Number of Lanes 0 1 1 0 1 0 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 2
HCM Control Delay, s/veh69.6 116.1 110.8 246.9

HCM LOS F F F F
Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1 SBLn1
Vol Left, % 18% 0% 17% 0% 15% 24%
Vol Thru, % 82% 0% 83% 0% 57% 73%
Vol Right, % 0% 100% 0% 100% 28% 3%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 384 33 323 138 313 461
LT Vol 69 0 56 0 47 111
Through Vol 315 0 267 0 178 337
RT Vol 0 33 0 138 88 13
Lane Flow Rate 409 35 376 160 391 507
Geometry Grp 5 5 5 5 4b 4b
Degree of Util (X) 1.114 0.088 1.017 0.399 1.096 1.448
Departure Headway (Hd) 11.282 10.446 11.494 10.66 11.901 11.121 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 327 345 319 340 309 329
Service Time 8.982 8.146 9.194 8.36 9.901 9.121
HCM Lane V/C Ratio 1.251 0.101 1.179 0.471 1.265 1.541
HCM Control Delay, s/veh 119.1 14.2 90.6 20.3 116.1 246.9 HCM Lane LOS F B F C F F
HCM 95th-tile Q 14 0.3 11.3 1.9 13.1 25.1
HCM 7th Signalized Intersection Capacity Analysis PM 2023+Project 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 11 2 10 46 11 107 10 311 37 136 343 39 Future Volume (veh/h) 11 2 10 46 11 107 10 311 37 136 343 39 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 18 3 17 55 13 127 11 331 39 170 429 49 Peak Hour Factor 0.60 0.60 0.60 0.84 0.84 0.84 0.94 0.94 0.94 0.80 0.80 0.80 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 26 21 117 68 16 161 18 1027 802 204 1240 968 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 0.02 0.08 0.08 0.04 0.11 0.11 0.01 0.55 0.55 0.12 0.66 0.66 Unsig. Movement Delay
Ln Grp Delay, s/veh 70.6 0.0 38.6 62.1 0.0 46.6 73.6 11.9 9.5 48.8 7.4 5.4 Ln Grp LOS E D E D E B A D A A
Approach Vol, veh/h 38 195 381 648
Approach Delay, s/veh 53.8 51.0 13.4 18.1
Approach LOS D D B B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 4.0 2.0 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 15.7 53.9 8.2 12.1 5.5 64.2 5.9 14.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 17.5 28.9 7.6 18.0 4.0 42.4 4.0 21.6 Max Allow Headway (MAH), s 4.1 4.0 4.1 4.3 4.1 4.0 4.1 4.3 Max Q Clear (g_c+l1), s 11.1 10.7 5.0 3.0 2.6 11.0 3.0 9.6 Green Ext Time (g_e), s 0.3 1.2 0.0 0.0 0.0 1.8 0.0 0.3 Prob of Phs Call (p_c) 0.99 1.00 0.75 0.99 0.24 1.00 0.36 1.00 Prob of Max Out (p_x) 0.17 0.00 1.00 0.00 1.00 0.00 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 1870 243 1870 149
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1379 1460 1459
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2023+Project 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 170 0 55 0 11 0 18 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 9.1 0.0 3.0 0.0 0.6 0.0 1.0 0.0
Cycle Q Clear Time (g_c), s 9.1 0.0 3.0 0.0 0.6 0.0 1.0 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) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 204 0 68 0 18 0 26 0
V/C Ratio (X) 0.83 0.00 0.81 0.00 0.63 0.00 0.68 0.00
Avail Cap (c_a), veh/h 319 0 139 0 73 0 73 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.92 0.00 1.00 0.00 Uniform Delay (d1), s/veh 38.5 0.0 42.8 0.0 44.3 0.0 44.0 0.0 Incr Delay (d2), s/veh 10.3 0.0 19.3 0.0 29.3 0.0 26.5 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 48.8 0.0 62.1 0.0 73.6 0.0 70.6 0.0 1st-Term Q (Q1), veh/ln 3.4 0.0 1.1 0.0 0.2 0.0 0.4 0.0 2nd-Term Q (Q2), veh/ln 0.6 0.0 0.4 0.0 0.1 0.0 0.2 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 4.0 0.0 1.5 0.0 0.4 0.0 0.6 0.0 %ile Storage Ratio (RQ%) 1.01 0.00 0.25 0.00 0.05 0.00 0.07 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 8
Lane Assignment T T
Lanes in Grp 0 1 0 0 0 1 0 0
Grp Vol (v), veh/h 0 331 0 0 0 429 0 0
Grp Sat Flow (s), veh/h/ln 0 1870 0 0 0 1870 0 0
Q Serve Time (g_s), s 0.0 8.7 0.0 0.0 0.0 9.0 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 8.7 0.0 0.0 0.0 9.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 1027 0 0 0 1240 0 0
V/C Ratio (X) 0.00 0.32 0.00 0.00 0.00 0.35 0.00 0.00
Avail Cap (c_a), veh/h 0 1027 0 0 0 1240 0 0
Upstream Filter (I) 0.00 0.92 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 11.1 0.0 0.0 0.0 6.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.8 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 11.9 0.0 0.0 0.0 7.4 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 2.9 0.0 0.0 0.0 2.5 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis PM 2023+Project 4: Ashe Rd & Mckee Rd 05/01/2025
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 1.00 %ile Back of Q (50%), veh/ln 0.0 3.1 0.0 0.0 0.0 2.7 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.03 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 0 14 0 16 0 18
Lane Assignment R T+R R T+R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 39 0 20 0 49 0 140
Grp Sat Flow (s), veh/h/ln 0 1460 0 1622 0 1460 0 1608
Q Serve Time (g_s), s 0.0 1.1 0.0 1.0 0.0 1.1 0.0 7.6
Cycle Q Clear Time (g_c), s 0.0 1.1 0.0 1.0 0.0 1.1 0.0 7.6 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 0.85 0.00 1.00 0.00 0.91 Lane Grp Cap (c), veh/h 0 802 0 138 0 968 0 177
V/C Ratio (X) 0.00 0.05 0.00 0.15 0.00 0.05 0.00 0.79
Avail Cap (c_a), veh/h 0 802 0 324 0 968 0 386
Upstream Filter (I) 0.00 0.92 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 9.4 0.0 38.2 0.0 5.3 0.0 39.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.5 0.0 0.1 0.0 7.6
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 9.5 0.0 38.6 0.0 5.4 0.0 46.6 1st-Term Q (Q1), veh/ln 0.0 0.3 0.0 0.4 0.0 0.2 0.0 2.8 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 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 0.3 0.0 0.4 0.0 0.2 0.0 3.2 %ile Storage Ratio (RQ%) 0.00 0.04 0.00 0.01 0.00 0.04 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 22.8
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis PM 2023+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 83 9 73 81 51 11 275 73 75 461 20 Future Volume (veh/h) 17 83 9 73 81 51 11 275 73 75 461 20 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 20 98 11 96 107 67 13 316 84 90 555 24 Peak Hour Factor 0.85 0.85 0.85 0.76 0.76 0.76 0.87 0.87 0.87 0.83 0.83 0.83 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 55 238 27 99 316 266 13 320 85 91 564 24
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 0.03 0.16 0.14 0.06 0.18 0.18 0.25 0.25 0.23 0.40 0.40 0.38 Unsig. Movement Delay
Ln Grp Delay, s/veh 58.8 0.0 49.0 131.2 44.0 42.8 84.1 0.0 0.0 65.1 0.0 0.0 Ln Grp LOS E D F D D F E
Approach Vol, veh/h 129 270 413 669
Approach Delay, s/veh 50.5 74.7 84.1 65.1
Approach LOS D E F E
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 7 8
Case No 12.0 12.0 4.0 2.0 2.0 3.0
Phs Duration (G+Y+Rc), s 50.0 33.0 22.0 11.0 7.9 25.1
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 44.0 27.0 16.0 5.0 4.0 17.0
Max Allow Headway (MAH), s 4.0 4.1 4.1 4.1 4.1 4.1
Max Q Clear (g_c+l1), s 46.8 30.5 8.7 8.8 3.4 8.2
Green Ext Time (g_e), s 0.0 0.0 0.1 0.0 0.0 0.3
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.95 0.48 1.00
Prob of Max Out (p_x) 1.00 1.00 0.00 1.00 1.00 0.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 231 53 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 1422 1280 1534 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 62 340 172 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2023+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 1 0
Grp Vol (v), veh/h 669 413 0 96 0 0 20 0
Grp Sat Flow (s), veh/h/ln 1714 1673 0 1641 0 0 1641 0
Q Serve Time (g_s), s 44.8 28.5 0.0 6.8 0.0 0.0 1.4 0.0 Cycle Q Clear Time (g_c), s 44.8 28.5 0.0 6.8 0.0 0.0 1.4 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) 0.13 0.03 0.00 1.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 680 418 0 99 0 0 55 0
V/C Ratio (X) 0.98 0.99 0.00 0.97 0.00 0.00 0.36 0.00
Avail Cap (c_a), veh/h 680 418 0 99 0 0 85 0
Upstream Filter (I) 1.00 1.00 0.00 0.92 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 34.7 43.5 0.0 54.4 0.0 0.0 54.8 0.0 Incr Delay (d2), s/veh 30.4 40.5 0.0 76.8 0.0 0.0 4.0 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 65.1 84.1 0.0 131.2 0.0 0.0 58.8 0.0 1st-Term Q (Q1), veh/ln 17.0 11.1 0.0 2.7 0.0 0.0 0.5 0.0 2nd-Term Q (Q2), veh/ln 5.7 4.7 0.0 2.1 0.0 0.0 0.1 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%) 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 22.7 15.8 0.0 4.8 0.0 0.0 0.6 0.0 %ile Storage Ratio (RQ%) 0.25 0.09 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 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 0 8
Lane Assignment T
Lanes in Grp 0 0 0 0 0 0 0 1
Grp Vol (v), veh/h 0 0 0 0 0 0 0 107
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 0 1737
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.2
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.2 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 0 316
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.34
Avail Cap (c_a), veh/h 0 0 0 0 0 0 0 316
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.92 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 41.4 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.7
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 0.0 0.0 0.0 0.0 0.0 0.0 44.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 HCM 7th Signalized Intersection Capacity Analysis PM 2023+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 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 1.00 1.00 0.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.8 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 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 16 12 14 0 0 0 0 18
Lane Assignment T+R R
Lanes in Grp 0 0 1 0 0 0 0 1
Grp Vol (v), veh/h 0 0 109 0 0 0 0 67
Grp Sat Flow (s), veh/h/ln 0 0 1706 0 0 0 0 1460
Q Serve Time (g_s), s 0.0 0.0 6.7 0.0 0.0 0.0 0.0 4.6
Cycle Q Clear Time (g_c), s 0.0 0.0 6.7 0.0 0.0 0.0 0.0 4.6 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) 0.04 0.20 0.10 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 265 0 0 0 0 266
V/C Ratio (X) 0.00 0.00 0.41 0.00 0.00 0.00 0.00 0.25
Avail Cap (c_a), veh/h 0 0 265 0 0 0 0 266
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.92 Uniform Delay (d1), s/veh 0.0 0.0 44.3 0.0 0.0 0.0 0.0 40.7 Incr Delay (d2), s/veh 0.0 0.0 4.7 0.0 0.0 0.0 0.0 2.1
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 0.0 49.0 0.0 0.0 0.0 0.0 42.8 1st-Term Q (Q1), veh/ln 0.0 0.0 2.7 0.0 0.0 0.0 0.0 1.6 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.3 0.0 0.0 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%) 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 3.1 0.0 0.0 0.0 0.0 1.7 %ile Storage Ratio (RQ%) 0.00 0.00 0.02 0.00 0.00 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 Intersection Summary
HCM 7th Control Delay, s/veh 70.9
HCM 7th LOS E
HCM 7th Signalized Intersection Capacity Analysis PM 2023+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 136 491 47 61 367 77 42 118 53 58 116 105 Future Volume (veh/h) 136 491 47 61 367 77 42 118 53 58 116 105 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 142 511 49 71 427 90 53 149 67 65 130 118 Peak Hour Factor 0.96 0.96 0.96 0.86 0.86 0.86 0.79 0.79 0.79 0.89 0.89 0.89 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 195 928 780 396 1142 960 0 209 176 0 193 162 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 0.12 0.53 0.53 0.24 0.66 0.66 0.00 0.12 0.12 0.00 0.11 0.11 Unsig. Movement Delay
Ln Grp Delay, s/veh 54.2 20.0 13.1 35.1 10.0 4.8 0.0 53.5 48.4 0.0 53.4 34.6 Ln Grp LOS D B B D A A D D D C
Approach Vol, veh/h 702 588 216 248
Approach Delay, s/veh 26.4 12.2 51.9 44.5
Approach LOS C B D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 4 3 6 5 7 8
Case No 3.0 0.0 3.0 2.0 3.0 0.0 2.0 3.0
Phs Duration (G+Y+Rc), s 18.0 0.0 66.0 32.0 16.9 1.1 17.8 80.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 19.0 4.0 60.0 9.0 19.0 4.0 18.0 51.0 Max Allow Headway (MAH), s 4.1 0.0 4.0 4.1 4.2 0.0 4.1 4.1 Max Q Clear (g_c+l1), s 11.6 0.0 24.5 6.0 10.3 0.0 11.7 15.0 Green Ext Time (g_e), s 0.4 0.0 2.2 0.0 0.5 0.0 0.2 2.0 Prob of Phs Call (p_c) 1.00 0.00 1.00 0.90 1.00 0.00 0.99 1.00 Prob of Max Out (p_x) 0.11 0.00 0.00 1.00 0.06 0.00 0.16 0.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 0 1641 0 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 1737 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 0 1 0 3 0 5 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2023+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot)
Lanes in Grp 0 0 0 1 0 0 1 0
Grp Vol (v), veh/h 0 0 0 71 0 0 142 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 0 0 1641 0
Q Serve Time (g_s), s 0.0 0.0 0.0 4.0 0.0 0.0 9.7 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 4.0 0.0 0.0 9.7 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 0.00 0.00 1.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 396 0 0 195 0
V/C Ratio (X) 0.00 0.00 0.00 0.18 0.00 0.00 0.73 0.00
Avail Cap (c_a), veh/h 0 0 0 396 0 0 283 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.92 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 34.9 0.0 0.0 49.3 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 0.0 4.8 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 0.0 0.0 54.2 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 1.5 0.0 0.0 3.8 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.3 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 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 1.5 0.0 0.0 4.1 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.20 0.00 0.00 0.51 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 6 0 0 8
Lane Assignment T T T T
Lanes in Grp 1 0 1 0 1 0 0 1
Grp Vol (v), veh/h 149 0 511 0 130 0 0 427
Grp Sat Flow (s), veh/h/ln 1737 0 1737 0 1737 0 0 1737
Q Serve Time (g_s), s 9.6 0.0 22.5 0.0 8.3 0.0 0.0 13.0 Cycle Q Clear Time (g_c), s 9.6 0.0 22.5 0.0 8.3 0.0 0.0 13.0 Lane Grp Cap (c), veh/h 209 0 928 0 193 0 0 1142
V/C Ratio (X) 0.71 0.00 0.55 0.00 0.67 0.00 0.00 0.37
Avail Cap (c_a), veh/h 314 0 928 0 314 0 0 1142
Upstream Filter (I) 1.00 0.00 0.92 0.00 0.96 0.00 0.00 1.00 Uniform Delay (d1), s/veh 49.1 0.0 17.8 0.0 49.5 0.0 0.0 9.0 Incr Delay (d2), s/veh 4.4 0.0 2.2 0.0 3.9 0.0 0.0 0.9
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 53.5 0.0 20.0 0.0 53.4 0.0 0.0 10.0 1st-Term Q (Q1), veh/ln 4.0 0.0 8.0 0.0 3.5 0.0 0.0 4.0 HCM 7th Signalized Intersection Capacity Analysis PM 2023+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.3 0.0 0.6 0.0 0.2 0.0 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 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 4.2 0.0 8.5 0.0 3.7 0.0 0.0 4.3 %ile Storage Ratio (RQ%) 0.07 0.00 0.04 0.00 0.04 0.00 0.00 0.05 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 16 0 0 18
Lane Assignment R R R R
Lanes in Grp 1 0 1 0 1 0 0 1
Grp Vol (v), veh/h 67 0 49 0 118 0 0 90
Grp Sat Flow (s), veh/h/ln 1460 0 1460 0 1460 0 0 1460
Q Serve Time (g_s), s 4.9 0.0 1.9 0.0 6.9 0.0 0.0 2.1
Cycle Q Clear Time (g_c), s 4.9 0.0 1.9 0.0 6.9 0.0 0.0 2.1 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) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 176 0 780 0 162 0 0 960
V/C Ratio (X) 0.38 0.00 0.06 0.00 0.73 0.00 0.00 0.09
Avail Cap (c_a), veh/h 264 0 780 0 264 0 0 960
Upstream Filter (I) 1.00 0.00 0.92 0.00 0.96 0.00 0.00 1.00 Uniform Delay (d1), s/veh 47.0 0.0 13.0 0.0 28.7 0.0 0.0 4.6 Incr Delay (d2), s/veh 1.4 0.0 0.1 0.0 5.9 0.0 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 48.4 0.0 13.1 0.0 34.6 0.0 0.0 4.8 1st-Term Q (Q1), veh/ln 1.7 0.0 0.6 0.0 3.1 0.0 0.0 0.7 2nd-Term Q (Q2), veh/ln 0.1 0.0 0.0 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%) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 1.8 0.0 0.6 0.0 3.4 0.0 0.0 0.7 %ile Storage Ratio (RQ%) 1.50 0.00 0.10 0.00 1.72 0.00 0.00 0.12 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 27.3
HCM 7th LOS C
HCM 7th TWSC PM 2023+Project
7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 9.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 52 520 37 63 437 58 27 18 37 44 16 42 Future Vol, veh/h 52 520 37 63 437 58 27 18 37 44 16 42 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 200 - 200 120 - 120 - - - 150 - 150
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 95 95 95 78 78 78 77 77 77
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 60 598 43 66 460 61 35 23 47 57 21 55
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 521 0 0 640 0 0 1320 1371 598 1321 1352 460 Stage 1 - - - - - - 717 717 - 593 593 -
Stage 2 - - - - - - 603 654 - 729 760 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 1045 - - 944 - - 134 140 502 134 144 601 Stage 1 - - - - - - 421 420 - 492 480 -
Stage 2 - - - - - - 486 450 - 414 402 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1045 - - 944 - - 91 123 502 88 126 601 Mov Cap-2 Maneuver - - - - - - 91 123 - 88 126 -
Stage 1 - - - - - - 396 396 - 458 446 -
Stage 2 - - - - - - 392 418 - 333 379 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.74 1.03 63.83 54.72

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) 159 1045 - - 944 - - 88 126 601
HCM Lane V/C Ratio 0.663 0.057 - - 0.07 - - 0.648 0.165 0.091 HCM Control Delay (s/veh) 63.8 8.7 - - 9.1 - - 101.6 39.1 11.6 HCM Lane LOS F A - - A - - F E B
HCM 95th %tile Q(veh) 3.8 0.2 - - 0.2 - - 3.1 0.6 0.3
HCM 7th Signalized Intersection Capacity Analysis PM 2023+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 550 12 4 490 67 15 34 9 49 21 56 Future Volume (veh/h) 41 550 12 4 490 67 15 34 9 49 21 56 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 47 632 14 4 521 71 24 54 14 54 23 62 Peak Hour Factor 0.87 0.87 0.87 0.94 0.94 0.94 0.63 0.63 0.63 0.90 0.90 0.90 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 320 809 680 306 794 667 39 87 23 74 32 85
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 0.20 0.47 0.47 0.19 0.46 0.46 0.09 0.09 0.07 0.12 0.12 0.10 Unsig. Movement Delay
Ln Grp Delay, s/veh 38.9 33.5 16.8 38.5 28.7 18.3 55.3 0.0 0.0 55.1 0.0 0.0 Ln Grp LOS D C B D C B E E
Approach Vol, veh/h 693 596 92 139
Approach Delay, s/veh 33.5 27.5 55.3 55.1
Approach LOS C C E E
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 8 7
Case No 12.0 12.0 3.0 2.0 3.0 2.0
Phs Duration (G+Y+Rc), s 18.1 14.3 58.0 25.6 57.0 26.6
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 18.0 18.0 52.0 4.0 51.0 5.0
Max Allow Headway (MAH), s 4.2 4.1 4.0 4.1 4.1 4.1
Max Q Clear (g_c+l1), s 11.9 8.2 37.5 2.2 29.0 4.8
Green Ext Time (g_e), s 0.2 0.1 2.3 0.0 2.2 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.12 1.00 0.78
Prob of Max Out (p_x) 0.21 0.00 0.00 1.00 0.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 614 436 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 261 980 1737 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 705 254 1460 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 0 7
HCM 7th Signalized Intersection Capacity Analysis PM 2023+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 0 1
Grp Vol (v), veh/h 139 92 0 4 0 0 0 47
Grp Sat Flow (s), veh/h/ln 1579 1669 0 1641 0 0 0 1641
Q Serve Time (g_s), s 9.9 6.2 0.0 0.2 0.0 0.0 0.0 2.8
Cycle Q Clear Time (g_c), s 9.9 6.2 0.0 0.2 0.0 0.0 0.0 2.8 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) 0.39 0.26 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 191 148 0 306 0 0 0 320
V/C Ratio (X) 0.73 0.62 0.00 0.01 0.00 0.00 0.00 0.15
Avail Cap (c_a), veh/h 272 288 0 306 0 0 0 320
Upstream Filter (I) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 49.6 51.1 0.0 38.5 0.0 0.0 0.0 38.7 Incr Delay (d2), s/veh 5.5 4.2 0.0 0.0 0.0 0.0 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 55.1 55.3 0.0 38.5 0.0 0.0 0.0 38.9 1st-Term Q (Q1), veh/ln 3.7 2.5 0.0 0.1 0.0 0.0 0.0 1.1 2nd-Term Q (Q2), veh/ln 0.3 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%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 4.0 2.6 0.0 0.1 0.0 0.0 0.0 1.1 %ile Storage Ratio (RQ%) 0.05 0.03 0.00 0.02 0.00 0.00 0.00 0.39 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 6 2 4 0 0 0 8 0
Lane Assignment T T
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 632 0 0 0 521 0
Grp Sat Flow (s), veh/h/ln 0 0 1737 0 0 0 1737 0
Q Serve Time (g_s), s 0.0 0.0 35.5 0.0 0.0 0.0 27.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 35.5 0.0 0.0 0.0 27.0 0.0 Lane Grp Cap (c), veh/h 0 0 809 0 0 0 794 0
V/C Ratio (X) 0.00 0.00 0.78 0.00 0.00 0.00 0.66 0.00
Avail Cap (c_a), veh/h 0 0 809 0 0 0 794 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 26.0 0.0 0.0 0.0 24.4 0.0 Incr Delay (d2), s/veh 0.0 0.0 7.4 0.0 0.0 0.0 4.2 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 0.0 33.5 0.0 0.0 0.0 28.7 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 13.1 0.0 0.0 0.0 10.0 0.0 HCM 7th Signalized Intersection Capacity Analysis PM 2023+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 1.7 0.0 0.0 0.0 0.9 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 14.8 0.0 0.0 0.0 11.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.16 0.00 0.00 0.00 0.12 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 16 12 14 0 0 0 18 0
Lane Assignment R R
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 14 0 0 0 71 0
Grp Sat Flow (s), veh/h/ln 0 0 1460 0 0 0 1460 0
Q Serve Time (g_s), s 0.0 0.0 0.6 0.0 0.0 0.0 3.2 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.6 0.0 0.0 0.0 3.2 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) 0.45 0.15 1.00 0.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 680 0 0 0 667 0
V/C Ratio (X) 0.00 0.00 0.02 0.00 0.00 0.00 0.11 0.00
Avail Cap (c_a), veh/h 0 0 680 0 0 0 667 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 16.7 0.0 0.0 0.0 18.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 0.0 0.3 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 16.8 0.0 0.0 0.0 18.3 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 1.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.1 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 1.1 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.25 0.00 0.00 0.00 1.35 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 34.4
HCM 7th LOS C
HCM 7th TWSC PM 2023+Project
9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 85 512 5 2 515 55 5 1 2 20 2 51
Future Vol, veh/h 85 512 5 2 515 55 5 1 2 20 2 51
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 70 - - 50 - 300 - - - - - 200
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 38 38 38 87 87 87
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 92 557 5 2 560 60 13 3 5 23 2 59
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 620 0 0 562 0 0 1309 1368 559 1307 1311 560 Stage 1 - - - - - - 744 744 - 564 564 -
Stage 2 - - - - - - 565 624 - 743 747 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 961 - - 1009 - - 136 141 528 137 152 528 Stage 1 - - - - - - 406 408 - 510 494 -
Stage 2 - - - - - - 509 464 - 407 407 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 961 - - 1009 - - 108 127 528 120 137 528 Mov Cap-2 Maneuver - - - - - - 108 127 - 120 137 -
Stage 1 - - - - - - 367 369 - 509 493 -
Stage 2 - - - - - - 450 463 - 362 368 -
Approach EB WB NB SB
HCM Control Delay, s/v 1.29 0.03 35.86 21.62

HCM LOS E C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 138 961 - - 1009 - - 121 528
HCM Lane V/C Ratio 0.153 0.096 - - 0.002 - - 0.209 0.111 HCM Control Delay (s/veh) 35.9 9.1 - - 8.6 - - 42.4 12.7 HCM Lane LOS E A - - A - - E B
HCM 95th %tile Q(veh) 0.5 0.3 - - 0 - - 0.7 0.4
HCM 7th Signalized Intersection Capacity Analysis PM 2043 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 287 1289 203 253 1027 223 278 750 150 304 862 132 Future Volume (veh/h) 287 1289 203 253 1027 223 278 750 150 304 862 132 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 0.97 1.00 0.98 1.00 0.98 1.00 0.98 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 305 1371 216 275 1116 242 296 798 160 327 927 142 Peak Hour Factor 0.94 0.94 0.94 0.92 0.92 0.92 0.94 0.94 0.94 0.93 0.93 0.93 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 1614 448 336 1565 439 397 983 396 472 1067 429 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 0.12 0.32 0.32 0.11 0.31 0.31 0.12 0.28 0.28 0.15 0.30 0.30 Unsig. Movement Delay
Ln Grp Delay, s/veh 60.2 37.5 12.9 60.4 33.5 12.9 51.6 39.4 31.4 46.5 41.9 28.8 Ln Grp LOS E D B E C B D D C D D C
Approach Vol, veh/h 1892 1633 1254 1396
Approach Delay, s/veh 38.4 35.0 41.2 41.7
Approach LOS D C D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 4 3 5 6 7 8
Case No 3.0 2.0 3.0 2.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 32.8 19.5 37.0 15.0 17.0 35.3 16.0 36.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 30.5 11.0 32.5 9.0 11.0 30.5 10.0 31.5 Max Allow Headway (MAH), s 4.1 4.1 4.0 4.1 4.1 4.0 4.1 4.1 Max Q Clear (g_c+l1), s 23.8 12.2 28.2 10.8 11.4 27.7 11.8 22.2 Green Ext Time (g_e), s 2.4 0.0 2.8 0.0 0.0 1.4 0.0 4.3 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.55 1.00 0.97 1.00 1.00 1.00 1.00 0.47 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 3183 3183 3183 3183
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 5106 3554 5106
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1432 1416 1430 1433
Left Lane Group Data
Assigned Mvmt 0 1 0 3 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2043 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 0 2 0 2 2 0 2 0
Grp Vol (v), veh/h 0 327 0 275 296 0 305 0
Grp Sat Flow (s), veh/h/ln 0 1591 0 1591 1591 0 1591 0
Q Serve Time (g_s), s 0.0 10.2 0.0 8.8 9.4 0.0 9.8 0.0
Cycle Q Clear Time (g_c), s 0.0 10.2 0.0 8.8 9.4 0.0 9.8 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 0 472 0 336 397 0 366 0
V/C Ratio (X) 0.00 0.69 0.00 0.82 0.75 0.00 0.83 0.00
Avail Cap (c_a), veh/h 0 472 0 336 397 0 366 0
Upstream Filter (I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 42.1 0.0 45.7 44.0 0.0 45.1 0.0 Incr Delay (d2), s/veh 0.0 4.3 0.0 14.7 7.5 0.0 15.0 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 46.5 0.0 60.4 51.6 0.0 60.2 0.0 1st-Term Q (Q1), veh/ln 0.0 3.8 0.0 3.3 3.5 0.0 3.6 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.3 0.0 0.7 0.4 0.0 0.8 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 1.00 0.00 1.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 4.0 0.0 4.0 3.9 0.0 4.4 0.0 %ile Storage Ratio (RQ%) 0.00 0.51 0.00 0.51 0.49 0.00 0.56 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 2 0 3 0 0 2 0 3
Grp Vol (v), veh/h 798 0 1371 0 0 927 0 1116
Grp Sat Flow (s), veh/h/ln 1777 0 1702 0 0 1777 0 1702
Q Serve Time (g_s), s 21.8 0.0 26.2 0.0 0.0 25.7 0.0 20.2 Cycle Q Clear Time (g_c), s 21.8 0.0 26.2 0.0 0.0 25.7 0.0 20.2 Lane Grp Cap (c), veh/h 983 0 1614 0 0 1067 0 1565
V/C Ratio (X) 0.81 0.00 0.85 0.00 0.00 0.87 0.00 0.71
Avail Cap (c_a), veh/h 1108 0 1690 0 0 1108 0 1641
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 35.2 0.0 33.3 0.0 0.0 34.5 0.0 32.1 Incr Delay (d2), s/veh 4.2 0.0 4.2 0.0 0.0 7.4 0.0 1.4
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 39.4 0.0 37.5 0.0 0.0 41.9 0.0 33.5 1st-Term Q (Q1), veh/ln 8.7 0.0 9.9 0.0 0.0 10.2 0.0 7.7 HCM 7th Signalized Intersection Capacity Analysis PM 2043 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.6 0.0 0.6 0.0 0.0 1.1 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 9.3 0.0 10.5 0.0 0.0 11.3 0.0 7.9 %ile Storage Ratio (RQ%) 0.09 0.00 0.04 0.00 0.00 0.18 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 Right Lane Group Data
Assigned Mvmt 12 0 14 0 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 1 0 1 0 0 1 0 1
Grp Vol (v), veh/h 160 0 216 0 0 142 0 242
Grp Sat Flow (s), veh/h/ln 1432 0 1416 0 0 1430 0 1433
Q Serve Time (g_s), s 9.5 0.0 8.3 0.0 0.0 8.0 0.0 9.1
Cycle Q Clear Time (g_c), s 9.5 0.0 8.3 0.0 0.0 8.0 0.0 9.1 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) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 396 0 448 0 0 429 0 439
V/C Ratio (X) 0.40 0.00 0.48 0.00 0.00 0.33 0.00 0.55
Avail Cap (c_a), veh/h 446 0 469 0 0 446 0 461
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 30.7 0.0 12.1 0.0 0.0 28.3 0.0 11.6 Incr Delay (d2), s/veh 0.7 0.0 0.8 0.0 0.0 0.4 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 31.4 0.0 12.9 0.0 0.0 28.8 0.0 12.9 1st-Term Q (Q1), veh/ln 3.0 0.0 3.7 0.0 0.0 2.6 0.0 4.3 2nd-Term Q (Q2), veh/ln 0.1 0.0 0.1 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 3.1 0.0 3.9 0.0 0.0 2.6 0.0 4.5 %ile Storage Ratio (RQ%) 0.40 0.00 0.49 0.00 0.00 0.33 0.00 0.57 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 38.8
HCM 7th LOS D
HCM 7th AWSC PM 2043
2: Ashe Rd & Berkshire Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh684.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 4 2 11 5 273 7 949 27 499 934 0
Future Vol, veh/h 0 4 2 11 5 273 7 949 27 499 934 0
Peak Hour Factor 0.50 0.50 0.50 0.85 0.85 0.85 0.93 0.93 0.93 0.86 0.86 0.86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 8 4 13 6 321 8 1020 29 580 1086 0
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay, s/veh 18.2 26.3 410.1 997.9

HCM LOS C D F F
Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 1% 0% 4% 35% 0%
Vol Thru, % 97% 67% 2% 65% 100%
Vol Right, % 3% 33% 94% 0% 0%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 983 6 289 1433 0
LT Vol 7 0 11 499 0
Through Vol 949 4 5 934 0
RT Vol 27 2 273 0 0
Lane Flow Rate 1057 12 340 1666 0
Geometry Grp 4a 2 2 5 5
Degree of Util (X) 1.844 0.028 0.617 3.169 0
Departure Headway (Hd) 8.862 14.821 9.369 7.853 7.672
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 423 243 391 483 0
Service Time 6.862 12.821 7.369 5.553 5.372
HCM Lane V/C Ratio 2.499 0.049 0.87 3.449 0
HCM Control Delay, s/veh 410.1 18.2 26.3 997.9 10.4
HCM Lane LOS F C D F F
HCM 95th-tile Q 48.6 0.1 4 128.5 0
HCM 7th AWSC PM 2043
3: Ashe Rd & McCutchen Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh910.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 154 736 347 95 707 350 176 729 41 200 464 23 Future Vol, veh/h 154 736 347 95 707 350 176 729 41 200 464 23 Peak Hour Factor 0.86 0.86 0.86 0.80 0.80 0.80 0.94 0.94 0.94 0.91 0.91 0.91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 179 856 403 119 884 438 187 776 44 220 510 25 Number of Lanes 0 1 1 0 1 0 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 2
HCM Control Delay, s/veh684.8 1403.7 762.5 599.1

HCM LOS F F F F
Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1 SBLn1
Vol Left, % 19% 0% 17% 0% 8% 29%
Vol Thru, % 81% 0% 83% 0% 61% 68%
Vol Right, % 0% 100% 0% 100% 30% 3%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 905 41 890 347 1152 687
LT Vol 176 0 154 0 95 200
Through Vol 729 0 736 0 707 464
RT Vol 0 41 0 347 350 23
Lane Flow Rate 963 44 1035 403 1440 755
Geometry Grp 5 5 5 5 4b 4b
Degree of Util (X) 2.628 0.109 2.821 1.012 4.022 2.152
Departure Headway (Hd) 23.832 22.948 29.173 28.362 17.682 28.693 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 164 157 135 133 230 136
Service Time 21.532 20.648 26.873 26.062 15.682 26.693
HCM Lane V/C Ratio 5.872 0.28 7.667 3.03 6.261 5.551
HCM Control Delay, s/veh 795.8 28.4 894.3 147.4 1403.7 599.1 HCM Lane LOS F D F F F F
HCM 95th-tile Q 35 0.4 32.1 7 80.7 22.6
HCM 7th Signalized Intersection Capacity Analysis PM 2043 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 3 14 39 17 161 17 408 40 166 278 48 Future Volume (veh/h) 17 3 14 39 17 161 17 408 40 166 278 48 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 28 5 23 46 20 192 18 434 43 208 348 60 Peak Hour Factor 0.60 0.60 0.60 0.84 0.84 0.84 0.94 0.94 0.94 0.80 0.80 0.80 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 37 41 191 56 23 225 26 889 694 243 1136 886
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 0.02 0.14 0.14 0.03 0.15 0.15 0.02 0.48 0.48 0.15 0.61 0.61 Unsig. Movement Delay
Ln Grp Delay, s/veh 70.9 0.0 33.9 67.2 0.0 51.4 69.0 17.9 12.9 53.5 9.2 7.4 Ln Grp LOS E C E D E B B D A A
Approach Vol, veh/h 56 258 495 616
Approach Delay, s/veh 52.4 54.2 19.3 24.0
Approach LOS D D B C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 4.0 2.0 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 17.8 47.3 7.6 17.3 5.9 59.1 6.5 18.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 17.5 31.0 5.5 18.0 4.0 44.5 4.5 19.0 Max Allow Headway (MAH), s 4.1 4.0 4.1 4.3 4.1 4.0 4.1 4.3 Max Q Clear (g_c+l1), s 13.1 16.3 4.5 3.3 3.0 10.1 3.5 13.6 Green Ext Time (g_e), s 0.3 1.5 0.0 0.0 0.0 1.5 0.0 0.3 Prob of Phs Call (p_c) 0.99 1.00 0.68 1.00 0.36 1.00 0.50 1.00 Prob of Max Out (p_x) 0.82 0.00 1.00 0.00 1.00 0.00 1.00 0.48 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 1870 291 1870 152
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1338 1460 1456
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2043 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 208 0 46 0 18 0 28 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 11.1 0.0 2.5 0.0 1.0 0.0 1.5 0.0
Cycle Q Clear Time (g_c), s 11.1 0.0 2.5 0.0 1.0 0.0 1.5 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) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 243 0 56 0 26 0 37 0
V/C Ratio (X) 0.86 0.00 0.82 0.00 0.68 0.00 0.76 0.00
Avail Cap (c_a), veh/h 319 0 100 0 73 0 82 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.93 0.00 1.00 0.00 Uniform Delay (d1), s/veh 37.4 0.0 43.2 0.0 44.0 0.0 43.8 0.0 Incr Delay (d2), s/veh 16.1 0.0 24.1 0.0 24.9 0.0 27.2 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 53.5 0.0 67.2 0.0 69.0 0.0 70.9 0.0 1st-Term Q (Q1), veh/ln 4.1 0.0 1.0 0.0 0.4 0.0 0.6 0.0 2nd-Term Q (Q2), veh/ln 1.1 0.0 0.4 0.0 0.2 0.0 0.3 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 5.2 0.0 1.3 0.0 0.6 0.0 0.9 0.0 %ile Storage Ratio (RQ%) 1.32 0.00 0.23 0.00 0.07 0.00 0.11 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 8
Lane Assignment T T
Lanes in Grp 0 1 0 0 0 1 0 0
Grp Vol (v), veh/h 0 434 0 0 0 348 0 0
Grp Sat Flow (s), veh/h/ln 0 1870 0 0 0 1870 0 0
Q Serve Time (g_s), s 0.0 14.3 0.0 0.0 0.0 8.1 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 14.3 0.0 0.0 0.0 8.1 0.0 0.0 Lane Grp Cap (c), veh/h 0 889 0 0 0 1136 0 0
V/C Ratio (X) 0.00 0.49 0.00 0.00 0.00 0.31 0.00 0.00
Avail Cap (c_a), veh/h 0 889 0 0 0 1136 0 0
Upstream Filter (I) 0.00 0.93 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 16.1 0.0 0.0 0.0 8.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.8 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 17.9 0.0 0.0 0.0 9.2 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 5.1 0.0 0.0 0.0 2.5 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis PM 2043 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.4 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 1.00 %ile Back of Q (50%), veh/ln 0.0 5.6 0.0 0.0 0.0 2.7 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.06 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 0 14 0 16 0 18
Lane Assignment R T+R R T+R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 43 0 28 0 60 0 212
Grp Sat Flow (s), veh/h/ln 0 1460 0 1629 0 1460 0 1608
Q Serve Time (g_s), s 0.0 1.4 0.0 1.3 0.0 1.5 0.0 11.6
Cycle Q Clear Time (g_c), s 0.0 1.4 0.0 1.3 0.0 1.5 0.0 11.6 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 0.82 0.00 1.00 0.00 0.91 Lane Grp Cap (c), veh/h 0 694 0 232 0 886 0 248
V/C Ratio (X) 0.00 0.06 0.00 0.12 0.00 0.07 0.00 0.85
Avail Cap (c_a), veh/h 0 694 0 326 0 886 0 340
Upstream Filter (I) 0.00 0.93 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 12.8 0.0 33.7 0.0 7.2 0.0 37.1 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.2 0.0 0.1 0.0 14.3 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 12.9 0.0 33.9 0.0 7.4 0.0 51.4 1st-Term Q (Q1), veh/ln 0.0 0.4 0.0 0.5 0.0 0.4 0.0 4.2 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 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 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.4 0.0 0.5 0.0 0.4 0.0 5.2 %ile Storage Ratio (RQ%) 0.00 0.06 0.00 0.01 0.00 0.07 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 Intersection Summary
HCM 7th Control Delay, s/veh 29.0
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis PM 2043 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 92 16 103 92 49 17 421 96 84 705 31 Future Volume (veh/h) 30 92 16 103 92 49 17 421 96 84 705 31 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 35 108 19 136 121 64 20 484 110 101 849 37 Peak Hour Factor 0.85 0.85 0.85 0.76 0.76 0.76 0.87 0.87 0.87 0.83 0.83 0.83 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 70 218 38 110 305 257 14 334 76 69 583 25
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 0.04 0.15 0.13 0.07 0.18 0.18 0.25 0.25 0.24 0.39 0.39 0.38 Unsig. Movement Delay
Ln Grp Delay, s/veh 61.2 0.0 53.2 208.8 46.6 44.2 259.9 0.0 0.0 249.3 0.0 0.0 Ln Grp LOS E D F D D F F
Approach Vol, veh/h 162 321 614 987
Approach Delay, s/veh 54.9 114.8 259.9 249.3
Approach LOS D F F F
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 7 8
Case No 12.0 12.0 4.0 2.0 2.0 3.0
Phs Duration (G+Y+Rc), s 51.0 34.0 22.0 12.0 9.1 24.9
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 45.0 28.0 16.0 6.0 4.0 18.0
Max Allow Headway (MAH), s 4.0 4.1 4.1 4.1 4.1 4.1
Max Q Clear (g_c+l1), s 49.0 32.0 10.2 10.0 4.5 9.3
Green Ext Time (g_e), s 0.0 0.0 0.2 0.0 0.0 0.4
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.99 0.69 1.00
Prob of Max Out (p_x) 1.00 1.00 0.00 1.00 1.00 0.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 176 55 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 1477 1324 1438 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 64 301 253 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2043 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 1 0
Grp Vol (v), veh/h 987 614 0 136 0 0 35 0
Grp Sat Flow (s), veh/h/ln 1717 1680 0 1641 0 0 1641 0
Q Serve Time (g_s), s 47.0 30.0 0.0 8.0 0.0 0.0 2.5 0.0 Cycle Q Clear Time (g_c), s 47.0 30.0 0.0 8.0 0.0 0.0 2.5 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) 0.10 0.03 0.00 1.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 678 424 0 110 0 0 70 0
V/C Ratio (X) 1.46 1.45 0.00 1.23 0.00 0.00 0.50 0.00
Avail Cap (c_a), veh/h 678 424 0 110 0 0 83 0
Upstream Filter (I) 1.00 1.00 0.00 0.82 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 36.0 44.7 0.0 55.5 0.0 0.0 55.7 0.0 Incr Delay (d2), s/veh 213.3 215.2 0.0 153.3 0.0 0.0 5.4 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 249.3 259.9 0.0 208.8 0.0 0.0 61.2 0.0 1st-Term Q (Q1), veh/ln 17.9 11.8 0.0 3.2 0.0 0.0 1.0 0.0 2nd-Term Q (Q2), veh/ln 40.2 25.3 0.0 4.7 0.0 0.0 0.1 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%) 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 58.1 37.1 0.0 7.9 0.0 0.0 1.1 0.0 %ile Storage Ratio (RQ%) 0.63 0.21 0.00 0.04 0.00 0.00 0.01 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 77.3 47.6 0.0 6.4 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 0.4 0.4 0.0 0.3 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 0 8
Lane Assignment T
Lanes in Grp 0 0 0 0 0 0 0 1
Grp Vol (v), veh/h 0 0 0 0 0 0 0 121
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 0 1737
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.3
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.3 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 0 305
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40
Avail Cap (c_a), veh/h 0 0 0 0 0 0 0 305
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.82 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 43.4 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.1
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 0.0 0.0 0.0 0.0 0.0 0.0 46.6 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 HCM 7th Signalized Intersection Capacity Analysis PM 2043 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 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 1.00 1.00 0.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.3 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 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 16 12 14 0 0 0 0 18
Lane Assignment T+R R
Lanes in Grp 0 0 1 0 0 0 0 1
Grp Vol (v), veh/h 0 0 127 0 0 0 0 64
Grp Sat Flow (s), veh/h/ln 0 0 1691 0 0 0 0 1460
Q Serve Time (g_s), s 0.0 0.0 8.2 0.0 0.0 0.0 0.0 4.5
Cycle Q Clear Time (g_c), s 0.0 0.0 8.2 0.0 0.0 0.0 0.0 4.5 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) 0.04 0.18 0.15 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 256 0 0 0 0 257
V/C Ratio (X) 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.25
Avail Cap (c_a), veh/h 0 0 256 0 0 0 0 257
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.82 Uniform Delay (d1), s/veh 0.0 0.0 46.5 0.0 0.0 0.0 0.0 42.3 Incr Delay (d2), s/veh 0.0 0.0 6.7 0.0 0.0 0.0 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 0.0 53.2 0.0 0.0 0.0 0.0 44.2 1st-Term Q (Q1), veh/ln 0.0 0.0 3.3 0.0 0.0 0.0 0.0 1.6 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.5 0.0 0.0 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%) 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 3.8 0.0 0.0 0.0 0.0 1.7 %ile Storage Ratio (RQ%) 0.00 0.00 0.02 0.00 0.00 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 Intersection Summary
HCM 7th Control Delay, s/veh 216.6
HCM 7th LOS F
HCM 7th Signalized Intersection Capacity Analysis PM 2043 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 142 806 18 25 503 121 28 193 49 108 90 69 Future Volume (veh/h) 142 806 18 25 503 121 28 193 49 108 90 69 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 148 840 19 29 585 141 35 244 62 121 101 78 Peak Hour Factor 0.96 0.96 0.96 0.86 0.86 0.86 0.79 0.79 0.79 0.89 0.89 0.89 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 199 1036 871 221 1059 890 0 292 245 0 161 135 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 0.12 0.60 0.60 0.13 0.61 0.61 0.04 0.17 0.17 0.00 0.09 0.09 Unsig. Movement Delay
Ln Grp Delay, s/veh 57.3 24.8 9.8 45.6 15.7 7.3 0.0 66.5 43.5 0.0 55.9 33.2 Ln Grp LOS E C A D B A E D E C
Approach Vol, veh/h 1007 755 306 179
Approach Delay, s/veh 29.3 15.3 61.9 46.0
Approach LOS C B E D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 4 3 6 5 7 8
Case No 3.0 0.0 3.0 2.0 3.0 0.0 2.0 3.0
Phs Duration (G+Y+Rc), s 24.0 0.0 75.0 20.0 15.0 9.0 18.4 76.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 18.0 4.0 69.0 4.0 18.0 4.0 17.0 56.0 Max Allow Headway (MAH), s 4.1 0.0 4.0 4.1 4.2 0.0 4.1 4.1 Max Q Clear (g_c+l1), s 18.2 0.0 47.0 3.9 8.7 0.0 12.4 25.6 Green Ext Time (g_e), s 0.0 0.0 3.9 0.0 0.4 0.0 0.2 3.0 Prob of Phs Call (p_c) 1.00 0.00 1.00 0.62 1.00 0.00 0.99 1.00 Prob of Max Out (p_x) 1.00 0.00 0.00 1.00 0.02 0.00 0.64 0.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 0 1641 0 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 1737 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 0 1 0 3 0 5 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2043 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot)
Lanes in Grp 0 0 0 1 0 0 1 0
Grp Vol (v), veh/h 0 0 0 29 0 0 148 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 0 0 1641 0
Q Serve Time (g_s), s 0.0 0.0 0.0 1.9 0.0 0.0 10.4 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 1.9 0.0 0.0 10.4 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 0.00 0.00 1.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 221 0 0 199 0
V/C Ratio (X) 0.00 0.00 0.00 0.13 0.00 0.00 0.74 0.00
Avail Cap (c_a), veh/h 0 0 0 221 0 0 262 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.87 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 45.4 0.0 0.0 50.5 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 0.0 0.0 6.8 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 45.6 0.0 0.0 57.3 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.7 0.0 0.0 4.1 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.4 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 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.7 0.0 0.0 4.4 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.09 0.00 0.00 0.56 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 6 0 0 8
Lane Assignment T T T T
Lanes in Grp 1 0 1 0 1 0 0 1
Grp Vol (v), veh/h 244 0 840 0 101 0 0 585
Grp Sat Flow (s), veh/h/ln 1737 0 1737 0 1737 0 0 1737
Q Serve Time (g_s), s 16.2 0.0 45.0 0.0 6.7 0.0 0.0 23.6 Cycle Q Clear Time (g_c), s 16.2 0.0 45.0 0.0 6.7 0.0 0.0 23.6 Lane Grp Cap (c), veh/h 292 0 1036 0 161 0 0 1059
V/C Ratio (X) 0.84 0.00 0.81 0.00 0.63 0.00 0.00 0.55
Avail Cap (c_a), veh/h 292 0 1036 0 292 0 0 1059
Upstream Filter (I) 1.00 0.00 0.87 0.00 0.97 0.00 0.00 1.00 Uniform Delay (d1), s/veh 47.9 0.0 18.7 0.0 52.0 0.0 0.0 13.7 Incr Delay (d2), s/veh 18.6 0.0 6.0 0.0 3.9 0.0 0.0 2.1 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 66.5 0.0 24.8 0.0 55.9 0.0 0.0 15.7 1st-Term Q (Q1), veh/ln 6.7 0.0 15.1 0.0 2.8 0.0 0.0 7.8 HCM 7th Signalized Intersection Capacity Analysis PM 2043 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 1.5 0.0 1.7 0.0 0.2 0.0 0.0 0.6 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 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 8.2 0.0 16.9 0.0 3.0 0.0 0.0 8.5 %ile Storage Ratio (RQ%) 0.13 0.00 0.09 0.00 0.03 0.00 0.00 0.09 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 16 0 0 18
Lane Assignment R R R R
Lanes in Grp 1 0 1 0 1 0 0 1
Grp Vol (v), veh/h 62 0 19 0 78 0 0 141
Grp Sat Flow (s), veh/h/ln 1460 0 1460 0 1460 0 0 1460
Q Serve Time (g_s), s 4.4 0.0 0.6 0.0 4.6 0.0 0.0 4.1
Cycle Q Clear Time (g_c), s 4.4 0.0 0.6 0.0 4.6 0.0 0.0 4.1 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) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 245 0 871 0 135 0 0 890
V/C Ratio (X) 0.25 0.00 0.02 0.00 0.58 0.00 0.00 0.16
Avail Cap (c_a), veh/h 245 0 871 0 245 0 0 890
Upstream Filter (I) 1.00 0.00 0.87 0.00 0.97 0.00 0.00 1.00 Uniform Delay (d1), s/veh 43.0 0.0 9.8 0.0 29.5 0.0 0.0 6.9 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.0 3.7 0.0 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 43.5 0.0 9.8 0.0 33.2 0.0 0.0 7.3 1st-Term Q (Q1), veh/ln 1.5 0.0 0.2 0.0 2.1 0.0 0.0 1.4 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.1 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%) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 1.6 0.0 0.2 0.0 2.2 0.0 0.0 1.4 %ile Storage Ratio (RQ%) 1.32 0.00 0.03 0.00 1.14 0.00 0.00 0.24 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 30.4
HCM 7th LOS C
HCM 7th TWSC PM 2043
7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 619.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 58 728 52 130 762 120 40 70 55 67 24 37 Future Vol, veh/h 58 728 52 130 762 120 40 70 55 67 24 37 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 200 - 200 120 - 120 - - - 150 - 150
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 95 95 95 78 78 78 77 77 77
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 67 837 60 137 802 126 51 90 71 87 31 48
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 928 0 0 897 0 0 2061 2172 837 2091 2106 802 Stage 1 - - - - - - 970 970 - 1076 1076 -
Stage 2 - - - - - - 1091 1202 - 1015 1030 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 737 - - 757 - - ~ 40 ~ 44 367 ~ 38 48 384 Stage 1 - - - - - - 304 320 - 266 285 -
Stage 2 - - - - - - 260 248 - 287 300 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 737 - - 757 - - ~ 5 ~ 33 367 ~ 23 36 384 Mov Cap-2 Maneuver - - - - - - ~ 5 ~ 33 - ~ 23 36 -
Stage 1 - - - - - - 277 291 - 218 233 -
Stage 2 - - - - - - 162 203 - 146 273 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.72 1.39 $ 6341.87 $ 886.84

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) 15 737 - - 757 - - 23 36 384
HCM Lane V/C Ratio 14.005 0.091 - - 0.181 - - 3.762 0.863 0.125 HCM Control Delay (s/veh) $ 6341.9 10.4 - - 10.8 - $ 1587. - 9 272.8 15.7 HCM Lane LOS F B - - B - - F F C
HCM 95th %tile Q(veh) 27.4 0.3 - - 0.7 - - 11 3.1 0.4
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Capacity Analysis PM 2043 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 58 991 87 39 802 122 46 132 35 61 203 52 Future Volume (veh/h) 58 991 87 39 802 122 46 132 35 61 203 52 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 67 1139 100 41 853 130 73 210 56 68 226 58 Peak Hour Factor 0.87 0.87 0.87 0.94 0.94 0.94 0.63 0.63 0.63 0.90 0.90 0.90 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 83 832 699 83 832 699 60 174 46 54 180 46
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 0.05 0.48 0.48 0.05 0.48 0.48 0.17 0.17 0.15 0.17 0.17 0.15 Unsig. Movement Delay
Ln Grp Delay, s/veh 99.2 204.7 17.8 59.6 68.8 18.3 171.9 0.0 0.0 189.4 0.0 0.0 Ln Grp LOS F F B E F B F F
Approach Vol, veh/h 1306 1024 339 352
Approach Delay, s/veh 185.0 62.0 171.9 189.4
Approach LOS F E F F
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 8 7
Case No 12.0 12.0 3.0 2.0 3.0 2.0
Phs Duration (G+Y+Rc), s 24.0 24.0 61.0 10.0 61.0 10.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 18.0 18.0 55.0 4.0 55.0 4.0
Max Allow Headway (MAH), s 4.1 4.1 4.0 4.1 4.1 4.1
Max Q Clear (g_c+l1), s 22.0 22.0 59.0 4.9 59.0 6.8
Green Ext Time (g_e), s 0.0 0.0 0.0 0.0 0.0 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.74 1.00 0.89
Prob of Max Out (p_x) 1.00 1.00 0.00 1.00 0.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 323 359 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 1073 1034 1737 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 275 276 1460 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 0 7
HCM 7th Signalized Intersection Capacity Analysis PM 2043 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 0 1
Grp Vol (v), veh/h 352 339 0 41 0 0 0 67
Grp Sat Flow (s), veh/h/ln 1671 1669 0 1641 0 0 0 1641
Q Serve Time (g_s), s 20.0 20.0 0.0 2.9 0.0 0.0 0.0 4.8 Cycle Q Clear Time (g_c), s 20.0 20.0 0.0 2.9 0.0 0.0 0.0 4.8 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) 0.19 0.22 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 281 281 0 83 0 0 0 83
V/C Ratio (X) 1.25 1.21 0.00 0.50 0.00 0.00 0.00 0.81
Avail Cap (c_a), veh/h 281 281 0 83 0 0 0 83
Upstream Filter (I) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 49.7 49.7 0.0 55.0 0.0 0.0 0.0 55.9 Incr Delay (d2), s/veh 139.8 122.3 0.0 4.5 0.0 0.0 0.0 43.2 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 189.4 171.9 0.0 59.6 0.0 0.0 0.0 99.2 1st-Term Q (Q1), veh/ln 7.9 7.9 0.0 1.2 0.0 0.0 0.0 1.9 2nd-Term Q (Q2), veh/ln 10.9 9.5 0.0 0.1 0.0 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%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 18.9 17.5 0.0 1.3 0.0 0.0 0.0 2.9 %ile Storage Ratio (RQ%) 0.26 0.20 0.00 0.32 0.00 0.00 0.00 1.05 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 17.8 14.6 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 0.3 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 8 0
Lane Assignment T T
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 1139 0 0 0 853 0
Grp Sat Flow (s), veh/h/ln 0 0 1737 0 0 0 1737 0
Q Serve Time (g_s), s 0.0 0.0 57.0 0.0 0.0 0.0 57.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 57.0 0.0 0.0 0.0 57.0 0.0 Lane Grp Cap (c), veh/h 0 0 832 0 0 0 832 0
V/C Ratio (X) 0.00 0.00 1.37 0.00 0.00 0.00 1.03 0.00
Avail Cap (c_a), veh/h 0 0 832 0 0 0 832 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 31.0 0.0 0.0 0.0 31.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 173.7 0.0 0.0 0.0 37.8 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 0.0 204.7 0.0 0.0 0.0 68.8 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 21.1 0.0 0.0 0.0 21.1 0.0 HCM 7th Signalized Intersection Capacity Analysis PM 2043 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 40.1 0.0 0.0 0.0 8.7 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 61.2 0.0 0.0 0.0 29.8 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.65 0.00 0.00 0.00 0.32 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 76.8 0.0 0.0 0.0 5.3 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 0.3 0.0 0.0 0.0 0.3 0.0 Right Lane Group Data
Assigned Mvmt 16 12 14 0 0 0 18 0
Lane Assignment R R
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 100 0 0 0 130 0
Grp Sat Flow (s), veh/h/ln 0 0 1460 0 0 0 1460 0
Q Serve Time (g_s), s 0.0 0.0 4.6 0.0 0.0 0.0 6.1 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 4.6 0.0 0.0 0.0 6.1 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) 0.16 0.17 1.00 0.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 699 0 0 0 699 0
V/C Ratio (X) 0.00 0.00 0.14 0.00 0.00 0.00 0.19 0.00
Avail Cap (c_a), veh/h 0 0 699 0 0 0 699 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 17.3 0.0 0.0 0.0 17.7 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.4 0.0 0.0 0.0 0.6 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 17.8 0.0 0.0 0.0 18.3 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 1.4 0.0 0.0 0.0 1.9 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.1 0.0 0.0 0.0 0.1 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 1.5 0.0 0.0 0.0 2.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 1.91 0.00 0.00 0.00 2.53 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 142.4
HCM 7th LOS F
HCM 7th TWSC PM 2043
9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 18.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 124 899 2 4 885 99 0 1 17 34 3 51
Future Vol, veh/h 124 899 2 4 885 99 0 1 17 34 3 51
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 70 - - 50 - 300 - - - - - 200
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 38 38 38 87 87 87
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 135 977 2 4 962 108 0 3 45 39 3 59
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1070 0 0 979 0 0 2220 2326 978 2219 2220 962 Stage 1 - - - - - - 1248 1248 - 971 971 -
Stage 2 - - - - - - 972 1078 - 1248 1249 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 652 - - 705 - - 31 35 304 ~ 31 41 310 Stage 1 - - - - - - 212 235 - 304 320 -
Stage 2 - - - - - - 304 284 - 212 235 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 652 - - 705 - - 18 28 304 ~ 19 32 310 Mov Cap-2 Maneuver - - - - - - 18 28 - ~ 19 32 -
Stage 1 - - - - - - 168 187 - 302 318 -
Stage 2 - - - - - - 242 282 - 142 186 -
Approach EB WB NB SB
HCM Control Delay, s/v 1.45 0.04 29.26 $ 400.89

HCM LOS D F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 195 652 - - 705 - - 20 310
HCM Lane V/C Ratio 0.243 0.207 - - 0.006 - - 2.13 0.189 HCM Control Delay (s/veh) 29.3 12 - - 10.1 - -$ 926.9 19.3 HCM Lane LOS D B - - B - - F C
HCM 95th %tile Q(veh) 0.9 0.8 - - 0 - - 5.6 0.7
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 287 1289 213 271 1027 223 287 769 165 304 886 132 Future Volume (veh/h) 287 1289 213 271 1027 223 287 769 165 304 886 132 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 0.97 1.00 0.98 1.00 0.98 1.00 0.98 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 305 1371 227 295 1116 242 305 818 176 327 953 142 Peak Hour Factor 0.94 0.94 0.94 0.92 0.92 0.92 0.94 0.94 0.94 0.93 0.93 0.93 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 371 1704 473 371 1704 479 371 972 392 454 1065 428 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 Prop Arrive On Green 0.12 0.33 0.33 0.12 0.33 0.33 0.08 0.18 0.18 0.14 0.30 0.30 Unsig. Movement Delay
Ln Grp Delay, s/veh 65.5 40.6 35.2 62.9 36.1 16.7 55.5 47.0 20.2 54.6 49.8 33.1 Ln Grp LOS E D D E D B E D C D D C
Approach Vol, veh/h 1903 1653 1299 1422
Approach Delay, s/veh 43.9 38.0 45.4 49.2
Approach LOS D D D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 3 4 5 6 7 8
Case No 3.0 2.0 2.0 3.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 36.8 21.1 18.0 44.0 18.0 40.0 18.0 44.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 34.0 13.0 12.0 37.0 12.0 35.0 12.0 37.0 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.0 4.1 4.0 4.1 4.1 Max Q Clear (g_c+l1), s 28.7 13.8 12.8 31.3 13.3 32.8 13.2 24.4 Green Ext Time (g_e), s 2.2 0.0 0.0 3.5 0.0 1.2 0.0 5.1 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.76 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 3183 3183 3183 3183
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 5106 3554 5106
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1432 1417 1430 1434
Left Lane Group Data
Assigned Mvmt 0 1 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 0 2 2 0 2 0 2 0
Grp Vol (v), veh/h 0 327 295 0 305 0 305 0
Grp Sat Flow (s), veh/h/ln 0 1591 1591 0 1591 0 1591 0
Q Serve Time (g_s), s 0.0 11.8 10.8 0.0 11.3 0.0 11.2 0.0 Cycle Q Clear Time (g_c), s 0.0 11.8 10.8 0.0 11.3 0.0 11.2 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 0 454 371 0 371 0 371 0
V/C Ratio (X) 0.00 0.72 0.79 0.00 0.82 0.00 0.82 0.00
Avail Cap (c_a), veh/h 0 454 371 0 371 0 371 0
Upstream Filter (I) 0.00 1.00 1.00 0.00 0.09 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 49.1 51.6 0.0 54.1 0.0 51.8 0.0 Incr Delay (d2), s/veh 0.0 5.5 11.3 0.0 1.4 0.0 13.7 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 54.6 62.9 0.0 55.5 0.0 65.5 0.0 1st-Term Q (Q1), veh/ln 0.0 4.5 4.1 0.0 4.5 0.0 4.3 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.3 0.6 0.0 0.1 0.0 0.7 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 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 4.8 4.7 0.0 4.6 0.0 5.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.61 0.60 0.00 0.58 0.00 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 2 0 0 4 0 6 0 8
Lane Assignment T T T T
Lanes in Grp 2 0 0 3 0 2 0 3
Grp Vol (v), veh/h 818 0 0 1371 0 953 0 1116
Grp Sat Flow (s), veh/h/ln 1777 0 0 1702 0 1777 0 1702
Q Serve Time (g_s), s 26.7 0.0 0.0 29.3 0.0 30.8 0.0 22.4 Cycle Q Clear Time (g_c), s 26.7 0.0 0.0 29.3 0.0 30.8 0.0 22.4 Lane Grp Cap (c), veh/h 972 0 0 1704 0 1065 0 1704
V/C Ratio (X) 0.84 0.00 0.00 0.80 0.00 0.90 0.00 0.65
Avail Cap (c_a), veh/h 1066 0 0 1704 0 1096 0 1704
Upstream Filter (I) 0.09 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 46.5 0.0 0.0 36.4 0.0 40.2 0.0 34.1 Incr Delay (d2), s/veh 0.6 0.0 0.0 4.2 0.0 9.6 0.0 2.0
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 47.0 0.0 0.0 40.6 0.0 49.8 0.0 36.1 1st-Term Q (Q1), veh/ln 11.9 0.0 0.0 11.4 0.0 12.6 0.0 8.7 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.1 0.0 0.0 0.7 0.0 1.4 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 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 11.9 0.0 0.0 12.0 0.0 14.0 0.0 9.0 %ile Storage Ratio (RQ%) 0.12 0.00 0.00 0.05 0.00 0.22 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 Right Lane Group Data
Assigned Mvmt 12 0 0 14 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 1 0 0 1 0 1 0 1
Grp Vol (v), veh/h 176 0 0 227 0 142 0 242
Grp Sat Flow (s), veh/h/ln 1432 0 0 1417 0 1430 0 1434
Q Serve Time (g_s), s 9.2 0.0 0.0 15.3 0.0 9.3 0.0 10.3 Cycle Q Clear Time (g_c), s 9.2 0.0 0.0 15.3 0.0 9.3 0.0 10.3 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) 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 392 0 0 473 0 428 0 479
V/C Ratio (X) 0.45 0.00 0.00 0.48 0.00 0.33 0.00 0.51
Avail Cap (c_a), veh/h 430 0 0 473 0 441 0 479
Upstream Filter (I) 0.09 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 20.2 0.0 0.0 31.7 0.0 32.7 0.0 12.9 Incr Delay (d2), s/veh 0.1 0.0 0.0 3.5 0.0 0.4 0.0 3.8
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 20.2 0.0 0.0 35.2 0.0 33.1 0.0 16.7 1st-Term Q (Q1), veh/ln 3.0 0.0 0.0 4.9 0.0 3.0 0.0 2.9 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.5 0.0 0.1 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%) 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 3.0 0.0 0.0 5.4 0.0 3.1 0.0 3.4 %ile Storage Ratio (RQ%) 0.38 0.00 0.00 0.68 0.00 0.39 0.00 0.44 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 43.9
HCM 7th LOS D
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 2: Ashe Rd & Berkshire Rd 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 4 10 31 5 273 14 992 43 499 986 0 Future Volume (veh/h) 0 4 10 31 5 273 14 992 43 499 986 0 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 0 8 20 36 6 321 15 1067 46 580 1147 0 Peak Hour Factor 0.50 0.50 0.50 0.85 0.85 0.85 0.93 0.93 0.93 0.86 0.86 0.86 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 60 281 219 246 281 219 8 556 24 260 514 614
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 0.00 0.15 0.15 0.15 0.15 0.15 0.32 0.32 0.32 0.42 0.42 0.00 Unsig. Movement Delay
Ln Grp Delay, s/veh 0.0 43.6 44.1 45.3 43.5 283.9 461.2 0.0 0.0 590.8 0.0 0.0 Ln Grp LOS D D D D F F F
Approach Vol, veh/h 28 363 1128 1727
Approach Delay, s/veh 44.0 256.3 461.2 590.8
Approach LOS D F F F
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 8
Case No 11.0 12.0 5.0 5.0
Phs Duration (G+Y+Rc), s 55.0 42.5 22.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green (Gmax), s 50.5 38.0 18.0 18.0
Max Allow Headway (MAH), s 4.0 4.0 4.2 4.3
Max Q Clear (g_c+l1), s 52.5 40.0 3.4 20.0
Green Ext Time (g_e), s 0.0 0.0 0.0 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00
Prob of Max Out (p_x) 0.00 0.00 0.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 7 3
Mvmt Sat Flow, veh/h 618 25 970 1273
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 1222 1755 1870 1870
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 1460 76 1460 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 7 0 0 0 3
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 2: Ashe Rd & Berkshire Rd 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T L+T+R L L
Lanes in Grp 1 1 0 1 0 0 0 1
Grp Vol (v), veh/h 1727 1128 0 0 0 0 0 36
Grp Sat Flow (s), veh/h/ln 1839 1856 0 970 0 0 0 1273
Q Serve Time (g_s), s 50.5 38.0 0.0 0.0 0.0 0.0 0.0 3.0 Cycle Q Clear Time (g_c), s 50.5 38.0 0.0 0.0 0.0 0.0 0.0 3.4 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 970 0 0 0 1273
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 18.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 17.6 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 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) 0.34 0.01 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 774 588 0 60 0 0 0 246
V/C Ratio (X) 2.23 1.92 0.00 0.00 0.00 0.00 0.00 0.15
Avail Cap (c_a), veh/h 774 588 0 60 0 0 0 246
Upstream Filter (I) 0.51 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 34.8 41.0 0.0 0.0 0.0 0.0 0.0 45.0 Incr Delay (d2), s/veh 556.1 420.2 0.0 0.0 0.0 0.0 0.0 0.3 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 590.8 461.2 0.0 0.0 0.0 0.0 0.0 45.3 1st-Term Q (Q1), veh/ln 20.4 16.1 0.0 0.0 0.0 0.0 0.0 0.9 2nd-Term Q (Q2), veh/ln 119.6 68.6 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%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 140.0 84.7 0.0 0.0 0.0 0.0 0.0 0.9 %ile Storage Ratio (RQ%) 1.42 0.84 0.00 0.00 0.00 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 238.2 135.1 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 0.6 0.5 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 0 4 0 0 0 8
Lane Assignment T T
Lanes in Grp 0 0 0 1 0 0 0 1
Grp Vol (v), veh/h 0 0 0 8 0 0 0 6
Grp Sat Flow (s), veh/h/ln 0 0 0 1870 0 0 0 1870
Q Serve Time (g_s), s 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.3
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.3 Lane Grp Cap (c), veh/h 0 0 0 281 0 0 0 281
V/C Ratio (X) 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.02
Avail Cap (c_a), veh/h 0 0 0 281 0 0 0 281
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 43.5 0.0 0.0 0.0 43.5 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 43.6 0.0 0.0 0.0 43.5 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.1 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 2: Ashe Rd & Berkshire Rd 05/01/2025
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%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.1 %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 16 12 0 14 0 0 0 18
Lane Assignment R R R
Lanes in Grp 1 0 0 1 0 0 0 1
Grp Vol (v), veh/h 0 0 0 20 0 0 0 321
Grp Sat Flow (s), veh/h/ln 1460 0 0 1460 0 0 0 1460
Q Serve Time (g_s), s 0.0 0.0 0.0 1.4 0.0 0.0 0.0 18.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 1.4 0.0 0.0 0.0 18.0 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) 1.00 0.04 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 614 0 0 219 0 0 0 219
V/C Ratio (X) 0.00 0.00 0.00 0.09 0.00 0.00 0.00 1.47
Avail Cap (c_a), veh/h 614 0 0 219 0 0 0 219
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 44.0 0.0 0.0 0.0 51.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 0.0 0.0 232.9 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 0.0 0.0 44.1 0.0 0.0 0.0 283.9 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.5 0.0 0.0 0.0 6.3 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.2 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 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.5 0.0 0.0 0.0 20.4 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.13 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 25.5 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 0.4 Intersection Summary
HCM 7th Control Delay, s/veh 503.6
HCM 7th LOS F
HCM 7th AWSC PM 2043+Project
3: Ashe Rd & McCutchen Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh955.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 154 736 359 118 707 350 185 795 60 200 544 23 Future Vol, veh/h 154 736 359 118 707 350 185 795 60 200 544 23 Peak Hour Factor 0.86 0.86 0.86 0.80 0.80 0.80 0.94 0.94 0.94 0.91 0.91 0.91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 179 856 417 148 884 438 197 846 64 220 598 25 Number of Lanes 0 1 1 0 1 0 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 2
HCM Control Delay, s/veh688.4 1442.5 847.5 709.1

HCM LOS F F F F
Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1 SBLn1
Vol Left, % 19% 0% 17% 0% 10% 26%
Vol Thru, % 81% 0% 83% 0% 60% 71%
Vol Right, % 0% 100% 0% 100% 30% 3%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 980 60 890 359 1175 767
LT Vol 185 0 154 0 118 200
Through Vol 795 0 736 0 707 544
RT Vol 0 60 0 359 350 23
Lane Flow Rate 1043 64 1035 417 1469 843
Geometry Grp 5 5 5 5 4b 4b
Degree of Util (X) 2.845 0.16 2.821 1.047 4.106 2.401
Departure Headway (Hd) 26.06 25.172 31.419 30.628 18.184 29.125 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 156 144 135 125 220 135
Service Time 23.76 22.872 29.119 28.328 16.184 27.125
HCM Lane V/C Ratio 6.686 0.444 7.667 3.336 6.677 6.244
HCM Control Delay, s/veh 897.4 32.6 899.7 164.5 1442.5 709.1 HCM Lane LOS F D F F F F
HCM 95th-tile Q 36 0.6 30.1 7.1 80.6 25.9
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 3 15 59 17 161 18 502 56 166 393 48 Future Volume (veh/h) 17 3 15 59 17 161 18 502 56 166 393 48 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 28 5 25 70 20 192 19 534 60 208 491 60 Peak Hour Factor 0.60 0.60 0.60 0.84 0.84 0.84 0.94 0.94 0.94 0.80 0.80 0.80 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 34 32 161 89 23 222 0 1180 133 0 1337 1043
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 0.02 0.12 0.12 0.05 0.15 0.15 0.00 0.71 0.71 0.00 0.71 0.71 Unsig. Movement Delay
Ln Grp Delay, s/veh 96.1 0.0 47.9 70.1 0.0 58.6 0.0 0.0 8.0 0.0 7.4 5.2 Ln Grp LOS F D E E A A A
Approach Vol, veh/h 58 282 594 551
Approach Delay, s/veh 71.2 61.5 8.0 7.2
Approach LOS E E A A
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 0.0 4.0 2.0 4.0 0.0 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 0.0 90.3 11.0 18.7 0.0 90.3 7.0 22.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 4.0 32.0 25.5 40.5 4.0 32.0 17.5 48.5 Max Allow Headway (MAH), s 0.0 4.0 4.1 4.3 0.0 4.0 4.1 4.3 Max Q Clear (g_c+l1), s 0.0 18.4 7.1 4.0 0.0 14.2 4.0 17.4 Green Ext Time (g_e), s 0.0 2.0 0.1 0.1 0.0 1.9 0.0 0.8 Prob of Phs Call (p_c) 0.00 1.00 0.90 1.00 0.00 1.00 0.61 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 0 1641 0 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1651 271 1870 152
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 186 1355 1460 1456
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot)
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 70 0 0 0 28 0
Grp Sat Flow (s), veh/h/ln 0 0 1641 0 0 0 1641 0
Q Serve Time (g_s), s 0.0 0.0 5.1 0.0 0.0 0.0 2.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 5.1 0.0 0.0 0.0 2.0 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 0.00 1.00 0.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 89 0 0 0 34 0
V/C Ratio (X) 0.00 0.00 0.79 0.00 0.00 0.00 0.83 0.00
Avail Cap (c_a), veh/h 0 0 349 0 0 0 239 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 56.1 0.0 0.0 0.0 58.6 0.0 Incr Delay (d2), s/veh 0.0 0.0 14.1 0.0 0.0 0.0 37.6 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 70.1 0.0 0.0 0.0 96.1 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 2.0 0.0 0.0 0.0 0.8 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.3 0.0 0.0 0.0 0.4 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 2.4 0.0 0.0 0.0 1.2 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.40 0.00 0.00 0.00 0.15 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 8
Lane Assignment T
Lanes in Grp 0 0 0 0 0 1 0 0
Grp Vol (v), veh/h 0 0 0 0 0 491 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 12.2 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 12.2 0.0 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 1337 0 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.37 0.00 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 1337 0 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 6.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 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 0.0 0.0 0.0 0.0 7.4 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 3.7 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 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 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 3.9 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 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 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment T+R T+R R T+R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 594 0 30 0 60 0 212
Grp Sat Flow (s), veh/h/ln 0 1837 0 1626 0 1460 0 1608
Q Serve Time (g_s), s 0.0 16.4 0.0 2.0 0.0 1.5 0.0 15.4 Cycle Q Clear Time (g_c), s 0.0 16.4 0.0 2.0 0.0 1.5 0.0 15.4 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 0.10 0.00 0.83 0.00 1.00 0.00 0.91 Lane Grp Cap (c), veh/h 0 1313 0 193 0 1043 0 245
V/C Ratio (X) 0.00 0.45 0.00 0.16 0.00 0.06 0.00 0.87
Avail Cap (c_a), veh/h 0 1313 0 549 0 1043 0 650
Upstream Filter (I) 0.00 0.69 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 7.2 0.0 47.5 0.0 5.1 0.0 49.7 Incr Delay (d2), s/veh 0.0 0.8 0.0 0.4 0.0 0.1 0.0 9.0
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 8.0 0.0 47.9 0.0 5.2 0.0 58.6 1st-Term Q (Q1), veh/ln 0.0 4.8 0.0 0.8 0.0 0.3 0.0 5.9 2nd-Term Q (Q2), veh/ln 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.6 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 5.1 0.0 0.8 0.0 0.4 0.0 6.5 %ile Storage Ratio (RQ%) 0.00 0.05 0.00 0.02 0.00 0.06 0.00 0.05 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
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 123 16 110 114 69 17 421 106 104 705 31 Future Volume (veh/h) 30 123 16 110 114 69 17 421 106 104 705 31 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 35 145 19 145 150 91 20 484 122 125 849 37 Peak Hour Factor 0.85 0.85 0.85 0.76 0.76 0.76 0.87 0.87 0.87 0.83 0.83 0.83 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 82 238 31 109 304 255 13 324 82 83 564 25
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 0.05 0.16 0.14 0.07 0.17 0.17 0.25 0.25 0.23 0.39 0.39 0.38 Unsig. Movement Delay
Ln Grp Delay, s/veh 58.8 0.0 57.0 234.9 48.1 45.8 280.0 0.0 0.0 271.5 0.0 0.0 Ln Grp LOS E E F D D F F
Approach Vol, veh/h 199 386 626 1011
Approach Delay, s/veh 57.3 117.7 280.0 271.5
Approach LOS E F F F
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 8 7
Case No 12.0 12.0 4.0 2.0 3.0 2.0
Phs Duration (G+Y+Rc), s 51.0 34.0 23.0 12.0 25.0 10.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 45.0 28.0 17.0 6.0 19.0 4.0
Max Allow Headway (MAH), s 4.0 4.1 4.1 4.1 4.1 4.1
Max Q Clear (g_c+l1), s 49.0 32.0 12.8 10.0 11.4 4.5
Green Ext Time (g_e), s 0.0 0.0 0.2 0.0 0.5 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.99 1.00 0.69
Prob of Max Out (p_x) 1.00 1.00 0.00 1.00 0.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 212 54 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 1440 1295 1504 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 63 327 197 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 0 7
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 0 1
Grp Vol (v), veh/h 1011 626 0 145 0 0 0 35
Grp Sat Flow (s), veh/h/ln 1715 1676 0 1641 0 0 0 1641
Q Serve Time (g_s), s 47.0 30.0 0.0 8.0 0.0 0.0 0.0 2.5 Cycle Q Clear Time (g_c), s 47.0 30.0 0.0 8.0 0.0 0.0 0.0 2.5 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) 0.12 0.03 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 672 419 0 109 0 0 0 82
V/C Ratio (X) 1.51 1.49 0.00 1.33 0.00 0.00 0.00 0.43
Avail Cap (c_a), veh/h 672 419 0 109 0 0 0 82
Upstream Filter (I) 1.00 1.00 0.00 0.59 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 36.5 45.2 0.0 56.0 0.0 0.0 0.0 55.3 Incr Delay (d2), s/veh 235.0 234.8 0.0 178.9 0.0 0.0 0.0 3.5 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 271.5 280.0 0.0 234.9 0.0 0.0 0.0 58.8 1st-Term Q (Q1), veh/ln 18.0 11.7 0.0 3.2 0.0 0.0 0.0 1.0 2nd-Term Q (Q2), veh/ln 43.8 27.3 0.0 5.4 0.0 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%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 61.8 39.1 0.0 8.6 0.0 0.0 0.0 1.1 %ile Storage Ratio (RQ%) 0.67 0.22 0.00 0.04 0.00 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 84.8 51.8 0.0 8.9 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 0.4 0.4 0.0 0.3 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 8 0
Lane Assignment T
Lanes in Grp 0 0 0 0 0 0 1 0
Grp Vol (v), veh/h 0 0 0 0 0 0 150 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 1737 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 9.4 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 9.4 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 304 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.49 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 0 304 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.59 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 44.7 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 3.4 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 48.1 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 3.8 0.0 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.3 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 4.1 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.02 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 16 12 14 0 0 0 18 0
Lane Assignment T+R R
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 164 0 0 0 91 0
Grp Sat Flow (s), veh/h/ln 0 0 1701 0 0 0 1460 0
Q Serve Time (g_s), s 0.0 0.0 10.8 0.0 0.0 0.0 6.6 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 10.8 0.0 0.0 0.0 6.6 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) 0.04 0.19 0.12 0.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 269 0 0 0 255 0
V/C Ratio (X) 0.00 0.00 0.61 0.00 0.00 0.00 0.36 0.00
Avail Cap (c_a), veh/h 0 0 269 0 0 0 255 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.59 0.00 Uniform Delay (d1), s/veh 0.0 0.0 47.2 0.0 0.0 0.0 43.6 0.0 Incr Delay (d2), s/veh 0.0 0.0 9.8 0.0 0.0 0.0 2.3 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 57.0 0.0 0.0 0.0 45.8 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 4.4 0.0 0.0 0.0 2.3 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.7 0.0 0.0 0.0 0.2 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 5.1 0.0 0.0 0.0 2.4 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.00 0.00 0.01 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 228.0
HCM 7th LOS F
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 198 843 55 70 549 121 61 248 86 108 158 137 Future Volume (veh/h) 198 843 55 70 549 121 61 248 86 108 158 137 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 206 878 57 81 638 141 77 314 109 121 178 154 Peak Hour Factor 0.96 0.96 0.96 0.86 0.86 0.86 0.79 0.79 0.79 0.89 0.89 0.89 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 380 1042 876 104 750 630 0 366 307 0 259 218 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.23 0.60 0.60 0.06 0.43 0.43 0.02 0.21 0.21 0.00 0.15 0.15 Unsig. Movement Delay
Ln Grp Delay, s/veh 33.3 21.9 3.3 74.9 35.9 13.1 0.0 54.3 32.7 0.0 41.1 42.1 Ln Grp LOS C C A E D B D C D D
Approach Vol, veh/h 1141 860 423 332
Approach Delay, s/veh 23.0 35.9 48.7 41.5
Approach LOS C D D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 6 5 8 7
Case No 0.0 3.0 2.0 3.0 3.0 0.0 3.0 2.0
Phs Duration (G+Y+Rc), s 0.0 24.0 10.0 61.0 18.2 5.8 45.0 26.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 4.0 18.0 4.0 45.0 18.0 4.0 39.0 10.0 Max Allow Headway (MAH), s 0.0 4.1 4.1 4.0 4.2 0.0 4.1 4.1 Max Q Clear (g_c+l1), s 0.0 18.5 6.6 40.8 11.5 0.0 33.3 12.5 Green Ext Time (g_e), s 0.0 0.0 0.0 1.7 0.7 0.0 1.7 0.0 Prob of Phs Call (p_c) 0.00 1.00 0.88 1.00 1.00 0.00 1.00 1.00 Prob of Max Out (p_x) 0.00 1.00 1.00 0.00 0.30 0.00 0.00 1.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 0 1641 0 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 1737 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 1 0 3 0 0 5 0 7
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot)
Lanes in Grp 0 0 1 0 0 0 0 1
Grp Vol (v), veh/h 0 0 81 0 0 0 0 206
Grp Sat Flow (s), veh/h/ln 0 0 1641 0 0 0 0 1641
Q Serve Time (g_s), s 0.0 0.0 4.6 0.0 0.0 0.0 0.0 10.5
Cycle Q Clear Time (g_c), s 0.0 0.0 4.6 0.0 0.0 0.0 0.0 10.5 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 0.00 1.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 104 0 0 0 0 380
V/C Ratio (X) 0.00 0.00 0.78 0.00 0.00 0.00 0.00 0.54
Avail Cap (c_a), veh/h 0 0 104 0 0 0 0 380
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.77 Uniform Delay (d1), s/veh 0.0 0.0 43.9 0.0 0.0 0.0 0.0 32.1 Incr Delay (d2), s/veh 0.0 0.0 31.1 0.0 0.0 0.0 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 0.0 74.9 0.0 0.0 0.0 0.0 33.3 1st-Term Q (Q1), veh/ln 0.0 0.0 1.8 0.0 0.0 0.0 0.0 3.8 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.9 0.0 0.0 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%) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 2.7 0.0 0.0 0.0 0.0 4.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.34 0.00 0.00 0.00 0.00 0.50 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 6 0 8 0
Lane Assignment T T T T
Lanes in Grp 0 1 0 1 1 0 1 0
Grp Vol (v), veh/h 0 314 0 878 178 0 638 0
Grp Sat Flow (s), veh/h/ln 0 1737 0 1737 1737 0 1737 0
Q Serve Time (g_s), s 0.0 16.5 0.0 38.8 9.2 0.0 31.3 0.0 Cycle Q Clear Time (g_c), s 0.0 16.5 0.0 38.8 9.2 0.0 31.3 0.0 Lane Grp Cap (c), veh/h 0 366 0 1042 259 0 750 0
V/C Ratio (X) 0.00 0.86 0.00 0.84 0.69 0.00 0.85 0.00
Avail Cap (c_a), veh/h 0 366 0 1042 366 0 750 0
Upstream Filter (I) 0.00 1.00 0.00 0.77 0.86 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 36.1 0.0 15.4 38.3 0.0 24.3 0.0 Incr Delay (d2), s/veh 0.0 18.1 0.0 6.5 2.8 0.0 11.7 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 54.3 0.0 21.9 41.1 0.0 35.9 0.0 1st-Term Q (Q1), veh/ln 0.0 6.4 0.0 11.6 3.7 0.0 11.1 0.0 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 1.8 0.0 1.9 0.2 0.0 2.4 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 8.3 0.0 13.5 3.9 0.0 13.5 0.0 %ile Storage Ratio (RQ%) 0.00 0.13 0.00 0.07 0.04 0.00 0.14 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 16 0 18 0
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 1 0 1 0
Grp Vol (v), veh/h 0 109 0 57 154 0 141 0
Grp Sat Flow (s), veh/h/ln 0 1460 0 1460 1460 0 1460 0
Q Serve Time (g_s), s 0.0 6.1 0.0 1.0 9.5 0.0 4.9 0.0
Cycle Q Clear Time (g_c), s 0.0 6.1 0.0 1.0 9.5 0.0 4.9 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 1.00 0.00 1.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 307 0 876 218 0 630 0
V/C Ratio (X) 0.00 0.35 0.00 0.07 0.71 0.00 0.22 0.00
Avail Cap (c_a), veh/h 0 307 0 876 307 0 630 0
Upstream Filter (I) 0.00 1.00 0.00 0.77 0.86 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 32.0 0.0 3.2 38.4 0.0 12.3 0.0 Incr Delay (d2), s/veh 0.0 0.7 0.0 0.1 3.6 0.0 0.8 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 32.7 0.0 3.3 42.1 0.0 13.1 0.0 1st-Term Q (Q1), veh/ln 0.0 2.0 0.0 0.4 3.2 0.0 1.7 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.2 0.0 0.1 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 2.0 0.0 0.4 3.4 0.0 1.8 0.0 %ile Storage Ratio (RQ%) 0.00 1.73 0.00 0.07 1.72 0.00 0.31 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 33.2
HCM 7th LOS C
HCM 7th TWSC PM 2043+Project
7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 346
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 73 783 56 130 830 120 45 70 55 67 24 55 Future Vol, veh/h 73 783 56 130 830 120 45 70 55 67 24 55 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 200 - 200 120 - 120 - - - 150 - 150
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 95 95 95 78 78 78 77 77 77
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 84 900 64 137 874 126 58 90 71 87 31 71
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1000 0 0 964 0 0 2231 2342 900 2260 2280 874 Stage 1 - - - - - - 1068 1068 - 1147 1147 -
Stage 2 - - - - - - 1163 1274 - 1113 1132 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 692 - - 714 - - ~ 31 ~ 34 337 ~ 29 37 349 Stage 1 - - - - - - 268 287 - 242 263 -
Stage 2 - - - - - - 237 229 - 253 268 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 692 - - 714 - - ~ 17 ~ 24 337 ~ 16 ~ 27 349 Mov Cap-2 Maneuver - - - - - - ~ 17 ~ 24 - ~ 16 ~ 27 -
Stage 1 - - - - - - 236 253 - 196 213 -
Stage 2 - - - - - - 130 185 - 113 235 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.87 1.35 $ 3071.27 $ 1188.56

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) 30 692 - - 714 - - 16 27 349
HCM Lane V/C Ratio 7.253 0.121 - - 0.192 - - 5.328 1.171 0.205 HCM Control Delay (s/veh) $ 3071.3 10.9 - - 11.2 - $ 2414. - 7$ 448.3 17.9 HCM Lane LOS F B - - B - - F F C
HCM 95th %tile Q(veh) 26.6 0.4 - - 0.7 - - 11.6 3.7 0.8 Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 69 1032 90 39 853 122 49 132 35 61 203 66 Future Volume (veh/h) 69 1032 90 39 853 122 49 132 35 61 203 66 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 79 1186 103 41 907 130 78 210 56 68 226 73 Peak Hour Factor 0.87 0.87 0.87 0.94 0.94 0.94 0.63 0.63 0.63 0.90 0.90 0.90 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 82 844 710 78 840 706 63 170 45 51 171 55
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 0.05 0.49 0.49 0.05 0.48 0.48 0.17 0.17 0.15 0.17 0.17 0.15 Unsig. Movement Delay
Ln Grp Delay, s/veh 143.6 220.1 17.5 61.3 86.1 18.2 183.6 0.0 0.0 219.3 0.0 0.0 Ln Grp LOS F F B E F B F F
Approach Vol, veh/h 1368 1078 344 367
Approach Delay, s/veh 200.4 76.9 183.6 219.3
Approach LOS F E F F
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 3 4 8 7
Case No 12.0 12.0 2.0 3.0 3.0 2.0
Phs Duration (G+Y+Rc), s 24.0 24.0 9.7 62.3 62.0 10.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 18.0 18.0 4.0 56.0 56.0 4.0
Max Allow Headway (MAH), s 4.1 4.1 4.1 4.0 4.1 4.1
Max Q Clear (g_c+l1), s 22.0 22.0 4.9 60.3 60.0 7.8
Green Ext Time (g_e), s 0.0 0.0 0.0 0.0 0.0 0.0
Prob of Phs Call (p_c) 1.00 1.00 0.75 1.00 1.00 0.93
Prob of Max Out (p_x) 1.00 1.00 1.00 0.00 0.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 308 378 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 1024 1019 1737 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 331 272 1460 1460
Left Lane Group Data
Assigned Mvmt 1 5 3 0 0 0 0 7
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 1 0 0 0 0 1
Grp Vol (v), veh/h 367 344 41 0 0 0 0 79
Grp Sat Flow (s), veh/h/ln 1662 1669 1641 0 0 0 0 1641
Q Serve Time (g_s), s 20.0 20.0 2.9 0.0 0.0 0.0 0.0 5.8 Cycle Q Clear Time (g_c), s 20.0 20.0 2.9 0.0 0.0 0.0 0.0 5.8 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) 0.19 0.23 1.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 277 278 78 0 0 0 0 82
V/C Ratio (X) 1.32 1.24 0.53 0.00 0.00 0.00 0.00 0.96
Avail Cap (c_a), veh/h 277 278 82 0 0 0 0 82
Upstream Filter (I) 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 50.2 50.2 55.9 0.0 0.0 0.0 0.0 56.9 Incr Delay (d2), s/veh 169.1 133.4 5.5 0.0 0.0 0.0 0.0 86.7 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 219.3 183.6 61.3 0.0 0.0 0.0 0.0 143.6 1st-Term Q (Q1), veh/ln 7.9 8.0 1.2 0.0 0.0 0.0 0.0 2.3 2nd-Term Q (Q2), veh/ln 13.0 10.3 0.1 0.0 0.0 0.0 0.0 2.0 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%) 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 20.9 18.3 1.3 0.0 0.0 0.0 0.0 4.3 %ile Storage Ratio (RQ%) 0.29 0.21 0.33 0.00 0.00 0.00 0.00 1.55 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 22.5 16.5 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 0.3 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 0 4 0 0 8 0
Lane Assignment T T
Lanes in Grp 0 0 0 1 0 0 1 0
Grp Vol (v), veh/h 0 0 0 1186 0 0 907 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1737 0 0 1737 0
Q Serve Time (g_s), s 0.0 0.0 0.0 58.3 0.0 0.0 58.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 58.3 0.0 0.0 58.0 0.0 Lane Grp Cap (c), veh/h 0 0 0 844 0 0 840 0
V/C Ratio (X) 0.00 0.00 0.00 1.40 0.00 0.00 1.08 0.00
Avail Cap (c_a), veh/h 0 0 0 844 0 0 840 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 30.8 0.0 0.0 31.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 189.3 0.0 0.0 55.1 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 0.0 220.1 0.0 0.0 86.1 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 21.6 0.0 0.0 21.5 0.0 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 44.4 0.0 0.0 12.8 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%) 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 66.0 0.0 0.0 34.3 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.70 0.00 0.00 0.37 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 85.4 0.0 0.0 16.9 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 0.4 0.0 0.0 0.3 0.0 Right Lane Group Data
Assigned Mvmt 16 12 0 14 0 0 18 0
Lane Assignment R R
Lanes in Grp 0 0 0 1 0 0 1 0
Grp Vol (v), veh/h 0 0 0 103 0 0 130 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1460 0 0 1460 0
Q Serve Time (g_s), s 0.0 0.0 0.0 4.7 0.0 0.0 6.1 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 4.7 0.0 0.0 6.1 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) 0.20 0.16 0.00 1.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 710 0 0 706 0
V/C Ratio (X) 0.00 0.00 0.00 0.15 0.00 0.00 0.18 0.00
Avail Cap (c_a), veh/h 0 0 0 710 0 0 706 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 17.1 0.0 0.0 17.6 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.4 0.0 0.0 0.6 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 17.5 0.0 0.0 18.2 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 1.5 0.0 0.0 1.9 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.1 0.0 0.0 0.1 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%) 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 1.5 0.0 0.0 2.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 1.95 0.00 0.00 2.53 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 158.6
HCM 7th LOS F
HCM 7th TWSC PM 2043+Project
9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 31.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 141 919 6 4 910 99 5 1 17 34 3 72
Future Vol, veh/h 141 919 6 4 910 99 5 1 17 34 3 72
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 70 - - 50 - 300 - - - - - 200
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 38 38 38 87 87 87
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 153 999 7 4 989 108 13 3 45 39 3 83
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1097 0 0 1005 0 0 2308 2414 1002 2305 2310 989 Stage 1 - - - - - - 1309 1309 - 998 998 -
Stage 2 - - - - - - 1000 1105 - 1307 1312 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 636 - - 689 - - 27 31 294 ~ 27 36 299 Stage 1 - - - - - - 196 220 - 294 310 -
Stage 2 - - - - - - 293 276 - 197 219 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 636 - - 689 - - 13 23 294 ~ 16 27 299 Mov Cap-2 Maneuver - - - - - - 13 23 - ~ 16 27 -
Stage 1 - - - - - - 149 167 - 292 308 -
Stage 2 - - - - - - 208 274 - 125 166 -
Approach EB WB NB SB
HCM Control Delay, s/v 1.65 0.04 $ 354.32 $ 425.98

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 48 636 - - 689 - - 16 299
HCM Lane V/C Ratio 1.263 0.241 - - 0.006 - - 2.61 0.276 HCM Control Delay (s/veh) $ 354.3 12.4 - - 10.3 - - $ 1213 21.6 HCM Lane LOS F B - - B - - F C
HCM 95th %tile Q(veh) 5.6 0.9 - - 0 - - 6 1.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 2: Ashe Rd & Berkshire Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 4 10 31 5 273 14 992 43 499 986 0 Future Volume (veh/h) 0 4 10 31 5 273 14 992 43 499 986 0 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 2166 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 0 8 20 36 6 321 15 1067 46 580 1147 0 Peak Hour Factor 0.50 0.50 0.50 0.85 0.85 0.85 0.93 0.93 0.93 0.86 0.86 0.86 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 1 101 79 44 224 388 22 1459 599 578 2663 1094 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 0.00 0.05 0.05 0.03 0.12 0.12 0.01 0.41 0.41 0.35 0.75 0.00 Unsig. Movement Delay
Ln Grp Delay, s/veh 0.0 52.0 53.8 104.4 44.7 58.1 76.1 30.4 20.8 75.6 5.8 0.0 Ln Grp LOS D D F D E E C C F A
Approach Vol, veh/h 28 363 1128 1727
Approach Delay, s/veh 53.3 62.4 30.6 29.3
Approach LOS D E C C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 45.0 51.7 7.6 10.7 6.0 90.7 0.0 18.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 40.5 34.5 4.0 18.0 4.0 71.0 4.0 18.0 Max Allow Headway (MAH), s 4.1 4.0 4.1 4.2 4.1 4.0 0.0 4.3 Max Q Clear (g_c+l1), s 42.5 31.1 4.5 3.5 3.0 15.7 0.0 13.2 Green Ext Time (g_e), s 0.0 1.7 0.0 0.0 0.0 6.1 0.0 0.6 Prob of Phs Call (p_c) 1.00 1.00 0.68 1.00 0.38 1.00 0.00 1.00 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 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 3554 1870 3554 1870
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 3230
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 2: Ashe Rd & Berkshire Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 580 0 36 0 15 0 0 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 40.5 0.0 2.5 0.0 1.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 40.5 0.0 2.5 0.0 1.0 0.0 0.0 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) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 578 0 44 0 22 0 1 0
V/C Ratio (X) 1.00 0.00 0.82 0.00 0.69 0.00 0.00 0.00
Avail Cap (c_a), veh/h 578 0 57 0 57 0 57 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.56 0.00 0.00 0.00 Uniform Delay (d1), s/veh 37.3 0.0 55.7 0.0 56.5 0.0 0.0 0.0 Incr Delay (d2), s/veh 38.4 0.0 48.7 0.0 19.6 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 75.6 0.0 104.4 0.0 76.1 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 14.9 0.0 1.0 0.0 0.4 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 6.2 0.0 0.6 0.0 0.1 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 21.0 0.0 1.6 0.0 0.5 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.42 0.00 0.01 0.00 0.01 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 0.5 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 0.3 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 T
Lanes in Grp 0 2 0 1 0 2 0 1
Grp Vol (v), veh/h 0 1067 0 8 0 1147 0 6
Grp Sat Flow (s), veh/h/ln 0 1777 0 1870 0 1777 0 1870
Q Serve Time (g_s), s 0.0 29.1 0.0 0.5 0.0 13.7 0.0 0.3 Cycle Q Clear Time (g_c), s 0.0 29.1 0.0 0.5 0.0 13.7 0.0 0.3 Lane Grp Cap (c), veh/h 0 1459 0 101 0 2663 0 224
V/C Ratio (X) 0.00 0.73 0.00 0.08 0.00 0.43 0.00 0.03
Avail Cap (c_a), veh/h 0 1459 0 293 0 2663 0 293
Upstream Filter (I) 0.00 0.56 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 28.6 0.0 51.7 0.0 5.3 0.0 44.7 Incr Delay (d2), s/veh 0.0 1.9 0.0 0.3 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 30.4 0.0 52.0 0.0 5.8 0.0 44.7 1st-Term Q (Q1), veh/ln 0.0 11.3 0.0 0.2 0.0 3.4 0.0 0.1 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 2: Ashe Rd & Berkshire Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 0.4 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 1.00 %ile Back of Q (50%), veh/ln 0.0 11.7 0.0 0.2 0.0 3.6 0.0 0.1 %ile Storage Ratio (RQ%) 0.00 0.12 0.00 0.00 0.00 0.07 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 R
Lanes in Grp 0 1 0 1 0 1 0 2
Grp Vol (v), veh/h 0 46 0 20 0 0 0 321
Grp Sat Flow (s), veh/h/ln 0 1460 0 1460 0 1460 0 1615
Q Serve Time (g_s), s 0.0 2.2 0.0 1.5 0.0 0.0 0.0 11.2
Cycle Q Clear Time (g_c), s 0.0 2.2 0.0 1.5 0.0 0.0 0.0 11.2 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 1.00 Lane Grp Cap (c), veh/h 0 599 0 79 0 1094 0 388
V/C Ratio (X) 0.00 0.08 0.00 0.25 0.00 0.00 0.00 0.83
Avail Cap (c_a), veh/h 0 599 0 229 0 1094 0 506
Upstream Filter (I) 0.00 0.56 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 20.6 0.0 52.2 0.0 0.0 0.0 49.4 Incr Delay (d2), s/veh 0.0 0.1 0.0 1.7 0.0 0.0 0.0 8.6
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 20.8 0.0 53.8 0.0 0.0 0.0 58.1 1st-Term Q (Q1), veh/ln 0.0 0.7 0.0 0.5 0.0 0.0 0.0 4.3 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 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 0.7 0.0 0.6 0.0 0.0 0.0 4.8 %ile Storage Ratio (RQ%) 0.00 0.01 0.00 0.01 0.00 0.00 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 33.7
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 3: Ashe Rd & McCutchen Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 154 736 359 118 707 350 185 795 60 200 544 23 Future Volume (veh/h) 154 736 359 118 707 350 185 795 60 200 544 23 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 179 856 417 148 884 438 197 846 64 220 598 25 Peak Hour Factor 0.86 0.86 0.86 0.80 0.80 0.80 0.94 0.94 0.94 0.91 0.91 0.91 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 244 1278 525 211 1241 510 324 1007 414 289 967 397 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 0.08 0.36 0.36 0.07 0.35 0.35 0.10 0.28 0.28 0.09 0.27 0.27 Unsig. Movement Delay
Ln Grp Delay, s/veh 49.8 27.1 23.8 49.5 28.9 44.2 40.9 38.7 25.0 47.8 31.4 14.2 Ln Grp LOS D C C D C D D D C D C B
Approach Vol, veh/h 1452 1470 1107 843
Approach Delay, s/veh 29.0 35.5 38.3 35.1
Approach LOS C D D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 6 5 7 8
Case No 2.0 3.0 2.0 3.0 3.0 2.0 2.0 3.0
Phs Duration (G+Y+Rc), s 12.7 30.0 10.5 36.9 29.0 13.7 11.4 35.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 9.5 25.5 6.5 30.5 24.5 10.5 7.5 29.5 Max Allow Headway (MAH), s 4.1 4.0 4.1 4.1 4.0 4.1 4.1 4.1 Max Q Clear (g_c+l1), s 8.1 22.2 6.1 20.3 15.3 7.3 7.0 27.1 Green Ext Time (g_e), s 0.1 1.4 0.0 4.2 1.9 0.2 0.0 1.4 Prob of Phs Call (p_c) 1.00 1.00 0.98 1.00 1.00 0.99 0.99 1.00 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 3183 3183 3183 3183
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 3554 3554 3554
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 1 0 3 0 0 5 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 3: Ashe Rd & McCutchen Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 2 0 2 0 0 2 2 0
Grp Vol (v), veh/h 220 0 148 0 0 197 179 0
Grp Sat Flow (s), veh/h/ln 1591 0 1591 0 0 1591 1591 0
Q Serve Time (g_s), s 6.1 0.0 4.1 0.0 0.0 5.3 5.0 0.0
Cycle Q Clear Time (g_c), s 6.1 0.0 4.1 0.0 0.0 5.3 5.0 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) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 Lane Grp Cap (c), veh/h 289 0 211 0 0 324 244 0
V/C Ratio (X) 0.76 0.00 0.70 0.00 0.00 0.61 0.73 0.00
Avail Cap (c_a), veh/h 336 0 230 0 0 371 265 0
Upstream Filter (I) 0.91 0.00 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay (d1), s/veh 40.0 0.0 41.1 0.0 0.0 38.7 40.6 0.0 Incr Delay (d2), s/veh 7.8 0.0 8.3 0.0 0.0 2.2 9.2 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 47.8 0.0 49.5 0.0 0.0 40.9 49.8 0.0 1st-Term Q (Q1), veh/ln 2.2 0.0 1.5 0.0 0.0 1.9 1.8 0.0 2nd-Term Q (Q2), veh/ln 0.3 0.0 0.2 0.0 0.0 0.1 0.3 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%) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.5 0.0 1.7 0.0 0.0 2.0 2.1 0.0 %ile Storage Ratio (RQ%) 0.03 0.00 0.00 0.00 0.00 0.02 0.01 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 6 0 0 8
Lane Assignment T T T T
Lanes in Grp 0 2 0 2 2 0 0 2
Grp Vol (v), veh/h 0 846 0 856 598 0 0 884
Grp Sat Flow (s), veh/h/ln 0 1777 0 1777 1777 0 0 1777
Q Serve Time (g_s), s 0.0 20.2 0.0 18.3 13.3 0.0 0.0 19.4 Cycle Q Clear Time (g_c), s 0.0 20.2 0.0 18.3 13.3 0.0 0.0 19.4 Lane Grp Cap (c), veh/h 0 1007 0 1278 967 0 0 1241
V/C Ratio (X) 0.00 0.84 0.00 0.67 0.62 0.00 0.00 0.71
Avail Cap (c_a), veh/h 0 1007 0 1278 967 0 0 1241
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.91 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 30.3 0.0 24.3 28.7 0.0 0.0 25.4 Incr Delay (d2), s/veh 0.0 8.4 0.0 2.8 2.7 0.0 0.0 3.5
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 38.7 0.0 27.1 31.4 0.0 0.0 28.9 1st-Term Q (Q1), veh/ln 0.0 7.7 0.0 6.8 5.1 0.0 0.0 7.2 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 3: Ashe Rd & McCutchen Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 1.2 0.0 0.5 0.4 0.0 0.0 0.6 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 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 8.9 0.0 7.3 5.5 0.0 0.0 7.8 %ile Storage Ratio (RQ%) 0.00 0.09 0.00 0.03 0.06 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 0 14 16 0 0 18
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 1 0 0 1
Grp Vol (v), veh/h 0 64 0 417 25 0 0 438
Grp Sat Flow (s), veh/h/ln 0 1460 0 1460 1460 0 0 1460
Q Serve Time (g_s), s 0.0 3.0 0.0 15.8 0.9 0.0 0.0 25.1 Cycle Q Clear Time (g_c), s 0.0 3.0 0.0 15.8 0.9 0.0 0.0 25.1 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 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 414 0 525 397 0 0 510
V/C Ratio (X) 0.00 0.15 0.00 0.79 0.06 0.00 0.00 0.86
Avail Cap (c_a), veh/h 0 414 0 525 397 0 0 510
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.91 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 24.2 0.0 12.1 13.9 0.0 0.0 27.2 Incr Delay (d2), s/veh 0.0 0.8 0.0 11.7 0.3 0.0 0.0 17.0 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 25.0 0.0 23.8 14.2 0.0 0.0 44.2 1st-Term Q (Q1), veh/ln 0.0 0.9 0.0 4.1 0.4 0.0 0.0 7.7 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 1.7 0.0 0.0 0.0 2.4 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 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.0 0.0 5.8 0.4 0.0 0.0 10.1 %ile Storage Ratio (RQ%) 0.00 0.17 0.00 0.98 0.00 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 Intersection Summary
HCM 7th Control Delay, s/veh 34.1
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 123 16 110 114 69 17 421 106 104 705 31 Future Volume (veh/h) 30 123 16 110 114 69 17 421 106 104 705 31 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 35 145 19 145 150 91 20 484 122 125 849 37 Peak Hour Factor 0.85 0.85 0.85 0.76 0.76 0.76 0.87 0.87 0.87 0.83 0.83 0.83 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 72 196 26 149 308 259 89 908 737 182 1006 819 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 0.04 0.13 0.11 0.09 0.18 0.18 0.05 0.52 0.50 0.11 0.58 0.56 Unsig. Movement Delay
Ln Grp Delay, s/veh 56.4 0.0 56.3 92.2 41.3 40.1 51.0 19.6 6.4 52.4 27.7 11.0 Ln Grp LOS E E F D D D B A D C B
Approach Vol, veh/h 199 386 626 1011
Approach Delay, s/veh 56.3 60.1 18.0 30.1
Approach LOS E E B C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 4 3 5 6 7 8
Case No 2.0 3.0 4.0 2.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 16.2 61.5 18.3 14.0 10.0 67.7 8.8 23.5 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 14.0 50.0 14.0 8.0 14.0 50.0 4.0 18.0 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.1 4.0 4.1 4.1 Max Q Clear (g_c+l1), s 10.1 22.3 12.2 11.7 3.3 46.3 4.3 10.6 Green Ext Time (g_e), s 0.1 2.3 0.1 0.0 0.0 1.5 0.0 0.5 Prob of Phs Call (p_c) 1.00 1.00 1.00 0.99 1.00 1.00 0.66 1.00 Prob of Max Out (p_x) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.12 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 1737 1504 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 197 1460 1460
Left Lane Group Data
Assigned Mvmt 1 0 0 3 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 0 1 1 0 1 0
Grp Vol (v), veh/h 125 0 0 145 20 0 35 0
Grp Sat Flow (s), veh/h/ln 1641 0 0 1641 1641 0 1641 0
Q Serve Time (g_s), s 8.1 0.0 0.0 9.7 1.3 0.0 2.3 0.0
Cycle Q Clear Time (g_c), s 8.1 0.0 0.0 9.7 1.3 0.0 2.3 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) 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 182 0 0 149 89 0 72 0
V/C Ratio (X) 0.69 0.00 0.00 0.97 0.22 0.00 0.49 0.00
Avail Cap (c_a), veh/h 239 0 0 149 239 0 89 0
Upstream Filter (I) 1.00 0.00 0.00 0.46 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 47.1 0.0 0.0 49.9 49.8 0.0 51.4 0.0 Incr Delay (d2), s/veh 5.3 0.0 0.0 42.3 1.2 0.0 5.0 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 52.4 0.0 0.0 92.2 51.0 0.0 56.4 0.0 1st-Term Q (Q1), veh/ln 3.1 0.0 0.0 3.8 0.5 0.0 0.9 0.0 2nd-Term Q (Q2), veh/ln 0.3 0.0 0.0 1.8 0.0 0.0 0.1 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%) 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 3.4 0.0 0.0 5.5 0.5 0.0 1.0 0.0 %ile Storage Ratio (RQ%) 0.03 0.00 0.00 0.02 0.00 0.00 0.01 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 0 6 0 8
Lane Assignment T T T
Lanes in Grp 0 1 0 0 0 1 0 1
Grp Vol (v), veh/h 0 484 0 0 0 849 0 150
Grp Sat Flow (s), veh/h/ln 0 1737 0 0 0 1737 0 1737
Q Serve Time (g_s), s 0.0 20.3 0.0 0.0 0.0 44.3 0.0 8.6 Cycle Q Clear Time (g_c), s 0.0 20.3 0.0 0.0 0.0 44.3 0.0 8.6 Lane Grp Cap (c), veh/h 0 908 0 0 0 1006 0 308
V/C Ratio (X) 0.00 0.53 0.00 0.00 0.00 0.84 0.00 0.49
Avail Cap (c_a), veh/h 0 908 0 0 0 1006 0 316
Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.46 Uniform Delay (d1), s/veh 0.0 17.4 0.0 0.0 0.0 19.1 0.0 40.8 Incr Delay (d2), s/veh 0.0 2.2 0.0 0.0 0.0 8.6 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 19.6 0.0 0.0 0.0 27.7 0.0 41.3 1st-Term Q (Q1), veh/ln 0.0 7.1 0.0 0.0 0.0 14.7 0.0 3.5 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 0.6 0.0 0.0 0.0 2.4 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 1.00 0.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 7.7 0.0 0.0 0.0 17.1 0.0 3.5 %ile Storage Ratio (RQ%) 0.00 0.04 0.00 0.00 0.00 0.19 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 0 16 0 18
Lane Assignment R T+R R R
Lanes in Grp 0 1 1 0 0 1 0 1
Grp Vol (v), veh/h 0 122 164 0 0 37 0 91
Grp Sat Flow (s), veh/h/ln 0 1460 1701 0 0 1460 0 1460
Q Serve Time (g_s), s 0.0 3.1 10.2 0.0 0.0 1.3 0.0 6.0
Cycle Q Clear Time (g_c), s 0.0 3.1 10.2 0.0 0.0 1.3 0.0 6.0 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 1.00 0.12 0.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 737 221 0 0 819 0 259
V/C Ratio (X) 0.00 0.17 0.74 0.00 0.00 0.05 0.00 0.35
Avail Cap (c_a), veh/h 0 737 247 0 0 819 0 265
Upstream Filter (I) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.46 Uniform Delay (d1), s/veh 0.0 5.9 46.2 0.0 0.0 10.9 0.0 39.7 Incr Delay (d2), s/veh 0.0 0.5 10.1 0.0 0.0 0.1 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 6.4 56.3 0.0 0.0 11.0 0.0 40.1 1st-Term Q (Q1), veh/ln 0.0 1.4 4.1 0.0 0.0 0.4 0.0 2.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.6 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 1.00 %ile Back of Q (50%), veh/ln 0.0 1.5 4.7 0.0 0.0 0.4 0.0 2.1 %ile Storage Ratio (RQ%) 0.00 0.01 0.03 0.00 0.00 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 Intersection Summary
HCM 7th Control Delay, s/veh 34.3
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 73 783 56 130 830 120 45 70 55 67 24 55 Future Volume (veh/h) 73 783 56 130 830 120 45 70 55 67 24 55 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 2011 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 84 900 64 137 874 126 58 90 71 87 31 71 Peak Hour Factor 0.87 0.87 0.87 0.95 0.95 0.95 0.78 0.78 0.78 0.77 0.77 0.77 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 100 1098 797 152 1003 843 73 261 219 101 291 244 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.06 0.55 0.55 0.19 1.00 1.00 0.04 0.15 0.15 0.06 0.17 0.17 Unsig. Movement Delay
Ln Grp Delay, s/veh 95.2 28.3 7.2 90.9 9.4 0.3 86.2 49.3 33.3 104.0 43.1 33.6 Ln Grp LOS F C A F A A F D C F D C
Approach Vol, veh/h 1048 1137 219 189
Approach Delay, s/veh 32.4 18.2 53.9 67.6
Approach LOS C B D E
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 4 3 5 6 8 7
Case No 2.0 3.0 3.0 2.0 2.0 3.0 3.0 2.0
Phs Duration (G+Y+Rc), s 11.9 22.5 70.0 15.6 9.8 24.6 73.8 11.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 7.4 18.0 65.5 11.1 6.9 18.5 69.3 7.3 Max Allow Headway (MAH), s 4.1 4.2 4.0 4.1 4.1 4.2 4.1 4.1 Max Q Clear (g_c+l1), s 8.3 7.6 46.1 11.8 6.2 6.3 2.0 8.1 Green Ext Time (g_e), s 0.0 0.3 4.4 0.0 0.0 0.2 5.0 0.0 Prob of Phs Call (p_c) 0.94 1.00 1.00 0.99 0.86 1.00 1.00 0.94 Prob of Max Out (p_x) 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 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 1737 2011 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 1 0 0 3 5 0 0 7
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 0 1 1 0 0 1
Grp Vol (v), veh/h 87 0 0 137 58 0 0 84
Grp Sat Flow (s), veh/h/ln 1641 0 0 1641 1641 0 0 1641
Q Serve Time (g_s), s 6.3 0.0 0.0 9.8 4.2 0.0 0.0 6.1
Cycle Q Clear Time (g_c), s 6.3 0.0 0.0 9.8 4.2 0.0 0.0 6.1 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) 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 101 0 0 152 73 0 0 100
V/C Ratio (X) 0.86 0.00 0.00 0.90 0.80 0.00 0.00 0.84
Avail Cap (c_a), veh/h 101 0 0 152 94 0 0 100
Upstream Filter (I) 1.00 0.00 0.00 0.90 1.00 0.00 0.00 0.85 Uniform Delay (d1), s/veh 55.8 0.0 0.0 48.4 56.8 0.0 0.0 55.8 Incr Delay (d2), s/veh 48.3 0.0 0.0 42.6 29.4 0.0 0.0 39.4 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 104.0 0.0 0.0 90.9 86.2 0.0 0.0 95.2 1st-Term Q (Q1), veh/ln 2.5 0.0 0.0 3.5 1.7 0.0 0.0 2.4 2nd-Term Q (Q2), veh/ln 1.4 0.0 0.0 1.8 0.6 0.0 0.0 1.1 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%) 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 3.9 0.0 0.0 5.3 2.3 0.0 0.0 3.5 %ile Storage Ratio (RQ%) 0.65 0.00 0.00 1.12 0.03 0.00 0.00 0.45 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 0 6 8 0
Lane Assignment T T T T
Lanes in Grp 0 1 1 0 0 1 1 0
Grp Vol (v), veh/h 0 90 900 0 0 31 874 0
Grp Sat Flow (s), veh/h/ln 0 1737 2011 0 0 1737 1737 0
Q Serve Time (g_s), s 0.0 5.6 44.1 0.0 0.0 1.8 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 5.6 44.1 0.0 0.0 1.8 0.0 0.0 Lane Grp Cap (c), veh/h 0 261 1098 0 0 291 1003 0
V/C Ratio (X) 0.00 0.35 0.82 0.00 0.00 0.11 0.87 0.00
Avail Cap (c_a), veh/h 0 261 1098 0 0 291 1003 0
Upstream Filter (I) 0.00 1.00 0.85 0.00 0.00 1.00 0.90 0.00 Uniform Delay (d1), s/veh 0.0 45.7 22.4 0.0 0.0 42.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 3.6 5.9 0.0 0.0 0.7 9.4 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 49.3 28.3 0.0 0.0 43.1 9.4 0.0 1st-Term Q (Q1), veh/ln 0.0 2.3 18.1 0.0 0.0 0.7 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 0.3 1.8 0.0 0.0 0.1 2.6 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 1.00 1.00 0.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 2.6 19.9 0.0 0.0 0.8 2.6 0.0 %ile Storage Ratio (RQ%) 0.00 0.03 0.07 0.00 0.00 0.01 0.03 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 14 0 0 16 18 0
Lane Assignment R R R R
Lanes in Grp 0 1 1 0 0 1 1 0
Grp Vol (v), veh/h 0 71 64 0 0 71 126 0
Grp Sat Flow (s), veh/h/ln 0 1460 1460 0 0 1460 1460 0
Q Serve Time (g_s), s 0.0 4.2 1.8 0.0 0.0 4.3 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 4.2 1.8 0.0 0.0 4.3 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 1.00 1.00 0.00 0.00 1.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 219 797 0 0 244 843 0
V/C Ratio (X) 0.00 0.32 0.08 0.00 0.00 0.29 0.15 0.00
Avail Cap (c_a), veh/h 0 219 797 0 0 244 843 0
Upstream Filter (I) 0.00 1.00 0.85 0.00 0.00 1.00 0.90 0.00 Uniform Delay (d1), s/veh 0.0 29.4 7.0 0.0 0.0 30.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 3.9 0.2 0.0 0.0 3.0 0.3 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 33.3 7.2 0.0 0.0 33.6 0.3 0.0 1st-Term Q (Q1), veh/ln 0.0 1.8 0.7 0.0 0.0 1.8 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.2 0.1 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 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 2.0 0.8 0.0 0.0 2.0 0.1 0.0 %ile Storage Ratio (RQ%) 0.00 0.02 0.10 0.00 0.00 0.33 0.02 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 30.6
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 69 1032 90 39 853 122 49 132 35 61 203 66 Future Volume (veh/h) 69 1032 90 39 853 122 49 132 35 61 203 66 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 2103 1723 1723 2103 1723 1723 2011 1723 1723 2011 1870 Adj Flow Rate, veh/h 79 1186 103 41 907 130 78 210 56 68 226 73 Peak Hour Factor 0.87 0.87 0.87 0.94 0.94 0.94 0.63 0.63 0.63 0.90 0.90 0.90 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 126 2368 865 78 2251 823 132 306 198 122 294 205 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.03 0.20 0.20 0.05 0.56 0.56 0.08 0.15 0.14 0.07 0.15 0.13 Unsig. Movement Delay
Ln Grp Delay, s/veh 59.9 32.8 22.6 57.6 15.0 12.7 57.5 51.3 47.4 57.6 55.3 48.7 Ln Grp LOS E C C E B B E D D E E D
Approach Vol, veh/h 1368 1078 344 367
Approach Delay, s/veh 33.6 16.3 52.1 54.4
Approach LOS C B D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 12.9 22.3 9.7 75.1 13.6 21.6 13.2 71.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 18.0 22.0 4.0 52.0 18.0 22.0 9.0 47.0 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.0 4.1 4.1 4.1 4.1 Max Q Clear (g_c+l1), s 6.8 13.9 4.9 33.8 7.5 15.0 7.7 17.4 Green Ext Time (g_e), s 0.1 0.6 0.0 5.9 0.1 0.6 0.0 4.9 Prob of Phs Call (p_c) 1.00 1.00 0.75 1.00 1.00 1.00 0.93 1.00 Prob of Max Out (p_x) 0.00 0.08 1.00 0.00 0.00 0.19 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 2011 3995 2011 3995
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1585 1460
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 68 0 41 0 78 0 79 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 4.8 0.0 2.9 0.0 5.5 0.0 5.7 0.0
Cycle Q Clear Time (g_c), s 4.8 0.0 2.9 0.0 5.5 0.0 5.7 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) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 122 0 78 0 132 0 126 0
V/C Ratio (X) 0.56 0.00 0.53 0.00 0.59 0.00 0.63 0.00
Avail Cap (c_a), veh/h 273 0 82 0 273 0 150 0
Upstream Filter (I) 1.00 0.00 0.32 0.00 1.00 0.00 0.51 0.00 Uniform Delay (d1), s/veh 53.6 0.0 55.9 0.0 53.3 0.0 56.8 0.0 Incr Delay (d2), s/veh 4.0 0.0 1.8 0.0 4.2 0.0 3.1 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 57.6 0.0 57.6 0.0 57.5 0.0 59.9 0.0 1st-Term Q (Q1), veh/ln 1.9 0.0 1.2 0.0 2.2 0.0 2.4 0.0 2nd-Term Q (Q2), veh/ln 0.1 0.0 0.0 0.0 0.2 0.0 0.1 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.0 0.0 1.2 0.0 2.3 0.0 2.5 0.0 %ile Storage Ratio (RQ%) 0.03 0.00 0.31 0.00 0.03 0.00 0.89 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 8
Lane Assignment T T T T
Lanes in Grp 0 1 0 2 0 1 0 2
Grp Vol (v), veh/h 0 210 0 1186 0 226 0 907
Grp Sat Flow (s), veh/h/ln 0 2011 0 1998 0 2011 0 1998
Q Serve Time (g_s), s 0.0 11.9 0.0 31.8 0.0 13.0 0.0 15.4 Cycle Q Clear Time (g_c), s 0.0 11.9 0.0 31.8 0.0 13.0 0.0 15.4 Lane Grp Cap (c), veh/h 0 306 0 2368 0 294 0 2251
V/C Ratio (X) 0.00 0.69 0.00 0.50 0.00 0.77 0.00 0.40
Avail Cap (c_a), veh/h 0 402 0 2368 0 402 0 2251
Upstream Filter (I) 0.00 1.00 0.00 0.51 0.00 1.00 0.00 0.32 Uniform Delay (d1), s/veh 0.0 48.1 0.0 32.4 0.0 49.3 0.0 14.8 Incr Delay (d2), s/veh 0.0 3.1 0.0 0.4 0.0 6.0 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 51.3 0.0 32.8 0.0 55.3 0.0 15.0 1st-Term Q (Q1), veh/ln 0.0 5.7 0.0 16.8 0.0 6.2 0.0 6.2 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 0.3 0.0 0.1 0.0 0.5 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 5.9 0.0 16.9 0.0 6.7 0.0 6.2 %ile Storage Ratio (RQ%) 0.00 0.07 0.00 0.18 0.00 0.09 0.00 0.07 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 R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 56 0 103 0 73 0 130
Grp Sat Flow (s), veh/h/ln 0 1460 0 1460 0 1585 0 1460
Q Serve Time (g_s), s 0.0 4.1 0.0 7.0 0.0 5.0 0.0 5.1
Cycle Q Clear Time (g_c), s 0.0 4.1 0.0 7.0 0.0 5.0 0.0 5.1 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 1.00 Lane Grp Cap (c), veh/h 0 198 0 865 0 205 0 823
V/C Ratio (X) 0.00 0.28 0.00 0.12 0.00 0.36 0.00 0.16
Avail Cap (c_a), veh/h 0 268 0 865 0 291 0 823
Upstream Filter (I) 0.00 1.00 0.00 0.51 0.00 1.00 0.00 0.32 Uniform Delay (d1), s/veh 0.0 46.6 0.0 22.5 0.0 47.6 0.0 12.5 Incr Delay (d2), s/veh 0.0 0.8 0.0 0.1 0.0 1.0 0.0 0.1
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 47.4 0.0 22.6 0.0 48.7 0.0 12.7 1st-Term Q (Q1), veh/ln 0.0 1.4 0.0 2.3 0.0 1.9 0.0 1.5 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 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.5 0.0 2.3 0.0 2.0 0.0 1.5 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 2.91 0.00 0.03 0.00 1.95 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 32.1
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 141 919 6 4 910 99 5 1 17 34 3 72 Future Volume (veh/h) 141 919 6 4 910 99 5 1 17 34 3 72 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 153 999 7 4 989 108 13 3 45 39 3 83 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.38 0.38 0.38 0.87 0.87 0.87 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 175 1186 8 7 1018 856 78 33 209 299 21 284
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.21 1.00 1.00 0.00 0.59 0.59 0.19 0.19 0.19 0.19 0.19 0.19 Unsig. Movement Delay
Ln Grp Delay, s/veh 75.2 0.0 4.6 120.4 44.4 11.2 41.8 0.0 0.0 40.8 0.0 43.8 Ln Grp LOS E A F D B D D D
Approach Vol, veh/h 1159 1101 61 125
Approach Delay, s/veh 13.9 41.4 41.8 42.8
Approach LOS B D D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 3 4 6 7 8
Case No 8.0 2.0 4.0 7.0 2.0 3.0
Phs Duration (G+Y+Rc), s 27.9 5.0 87.1 27.9 17.3 74.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green (Gmax), s 19.5 4.0 83.0 19.5 13.5 73.5
Max Allow Headway (MAH), s 4.3 4.1 4.0 4.3 4.1 4.0
Max Q Clear (g_c+l1), s 6.0 2.3 2.0 7.8 12.8 67.6
Green Ext Time (g_e), s 0.1 0.0 5.7 0.3 0.0 2.7
Prob of Phs Call (p_c) 1.00 0.12 1.00 1.00 0.99 1.00
Prob of Max Out (p_x) 0.00 1.00 0.00 0.00 1.00 0.77
Left-Turn Movement Data
Assigned Mvmt 5 3 1 7
Mvmt Sat Flow, veh/h 213 1641 1241 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 168 1723 107 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1072 12 1460 1460
Left Lane Group Data
Assigned Mvmt 0 5 3 0 0 1 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L+T+R L (Prot) L+T L (Prot)
Lanes in Grp 0 1 1 0 0 1 1 0
Grp Vol (v), veh/h 0 61 4 0 0 42 153 0
Grp Sat Flow (s), veh/h/ln 0 1453 1641 0 0 1348 1641 0
Q Serve Time (g_s), s 0.0 0.0 0.3 0.0 0.0 0.0 10.8 0.0
Cycle Q Clear Time (g_c), s 0.0 4.0 0.3 0.0 0.0 2.5 10.8 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 1332 0 0 0 1379 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 1644 0 0
Perm LT Eff Green (g_p), s 0.0 23.4 0.0 0.0 0.0 23.4 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 20.8 0.0 0.0 0.0 19.4 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 6.9 0.0 0.0 0.0 0.2 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 4.0 0.0 0.0 0.0 0.2 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.21 1.00 0.00 0.00 0.93 1.00 0.00 Lane Grp Cap (c), veh/h 0 319 7 0 0 320 175 0
V/C Ratio (X) 0.00 0.19 0.59 0.00 0.00 0.13 0.88 0.00
Avail Cap (c_a), veh/h 0 319 55 0 0 320 185 0
Upstream Filter (I) 0.00 1.00 1.00 0.00 0.00 1.00 0.82 0.00 Uniform Delay (d1), s/veh 0.0 40.5 59.6 0.0 0.0 39.9 46.5 0.0 Incr Delay (d2), s/veh 0.0 1.3 60.8 0.0 0.0 0.8 28.8 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 41.8 120.4 0.0 0.0 40.8 75.2 0.0 1st-Term Q (Q1), veh/ln 0.0 1.5 0.1 0.0 0.0 1.0 3.8 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.1 0.0 0.0 0.1 1.4 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 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 1.6 0.2 0.0 0.0 1.1 5.2 0.0 %ile Storage Ratio (RQ%) 0.00 0.02 0.12 0.00 0.00 0.01 1.88 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 8
Lane Assignment T
Lanes in Grp 0 0 0 0 0 0 0 1
Grp Vol (v), veh/h 0 0 0 0 0 0 0 989
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 0 1737
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 65.6
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 65.6 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 0 1018
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.97
Avail Cap (c_a), veh/h 0 0 0 0 0 0 0 1064
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 23.8 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20.5 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 0.0 0.0 0.0 0.0 0.0 0.0 44.4 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 22.5 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.8 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 0.0 0.0 0.0 0.0 0.0 0.0 28.3 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 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 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 T+R R R
Lanes in Grp 0 0 0 1 0 1 0 1
Grp Vol (v), veh/h 0 0 0 1006 0 83 0 108
Grp Sat Flow (s), veh/h/ln 0 0 0 1735 0 1460 0 1460
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 5.8 0.0 4.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 5.8 0.0 4.0 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 0.74 0.00 0.01 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 0 1195 0 284 0 856
V/C Ratio (X) 0.00 0.00 0.00 0.84 0.00 0.29 0.00 0.13
Avail Cap (c_a), veh/h 0 0 0 1200 0 284 0 894
Upstream Filter (I) 0.00 0.00 0.00 0.82 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 41.3 0.0 11.1 Incr Delay (d2), s/veh 0.0 0.0 0.0 4.6 0.0 2.6 0.0 0.1
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 4.6 0.0 43.8 0.0 11.2 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 2.0 0.0 1.1 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 1.5 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 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 1.5 0.0 2.2 0.0 1.2 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.02 0.00 0.28 0.00 0.10 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 28.5
HCM 7th LOS C

HCM 7th Signalized Intersection Capacity Analysis AM 2023 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 64 490 83 94 542 168 96 314 71 130 246 73 Future Volume (veh/h) 64 490 83 94 542 168 96 314 71 130 246 73 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 0.97 1.00 0.98 1.00 0.98 1.00 0.98 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 70 538 91 109 630 195 122 397 90 138 262 78 Peak Hour Factor 0.91 0.91 0.91 0.86 0.86 0.86 0.79 0.79 0.79 0.94 0.94 0.94 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 271 1368 379 307 1426 400 315 834 336 335 857 344 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 0.09 0.27 0.27 0.10 0.28 0.28 0.10 0.23 0.23 0.11 0.24 0.24 Unsig. Movement Delay
Ln Grp Delay, s/veh 23.7 16.4 15.8 23.6 16.3 17.2 23.6 18.3 17.3 23.5 17.0 16.8 Ln Grp LOS C B B C B B C B B C B B
Approach Vol, veh/h 699 934 609 478
Approach Delay, s/veh 17.1 17.3 19.2 18.9
Approach LOS B B B B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 9.7 16.7 9.2 18.5 9.4 17.0 8.6 19.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 5.0 30.5 4.0 31.5 5.0 30.5 4.0 31.5 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 Max Q Clear (g_c+l1), s 4.2 7.2 3.7 6.7 3.9 5.3 3.1 8.1 Green Ext Time (g_e), s 0.0 1.9 0.0 2.7 0.0 1.3 0.0 3.6 Prob of Phs Call (p_c) 0.87 1.00 0.81 1.00 0.84 1.00 0.65 1.00 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.01 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 3183 3183 3183 3183
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 5106 3554 5106
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1431 1413 1427 1432
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2023 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 2 0 2 0 2 0 2 0
Grp Vol (v), veh/h 138 0 109 0 122 0 70 0
Grp Sat Flow (s), veh/h/ln 1591 0 1591 0 1591 0 1591 0
Q Serve Time (g_s), s 2.2 0.0 1.7 0.0 1.9 0.0 1.1 0.0
Cycle Q Clear Time (g_c), s 2.2 0.0 1.7 0.0 1.9 0.0 1.1 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) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 335 0 307 0 315 0 271 0
V/C Ratio (X) 0.41 0.00 0.35 0.00 0.39 0.00 0.26 0.00
Avail Cap (c_a), veh/h 412 0 353 0 412 0 353 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 22.6 0.0 22.9 0.0 22.8 0.0 23.2 0.0 Incr Delay (d2), s/veh 0.8 0.0 0.7 0.0 0.8 0.0 0.5 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 23.5 0.0 23.6 0.0 23.6 0.0 23.7 0.0 1st-Term Q (Q1), veh/ln 0.7 0.0 0.5 0.0 0.6 0.0 0.3 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.7 0.0 0.6 0.0 0.6 0.0 0.4 0.0 %ile Storage Ratio (RQ%) 0.09 0.00 0.07 0.00 0.08 0.00 0.05 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 8
Lane Assignment T T T T
Lanes in Grp 0 2 0 3 0 2 0 3
Grp Vol (v), veh/h 0 397 0 538 0 262 0 630
Grp Sat Flow (s), veh/h/ln 0 1777 0 1702 0 1777 0 1702
Q Serve Time (g_s), s 0.0 5.2 0.0 4.7 0.0 3.3 0.0 5.5
Cycle Q Clear Time (g_c), s 0.0 5.2 0.0 4.7 0.0 3.3 0.0 5.5 Lane Grp Cap (c), veh/h 0 834 0 1368 0 857 0 1426
V/C Ratio (X) 0.00 0.48 0.00 0.39 0.00 0.31 0.00 0.44
Avail Cap (c_a), veh/h 0 2134 0 3160 0 2134 0 3160
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 17.8 0.0 16.2 0.0 16.8 0.0 16.0 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.2 0.0 0.2 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 18.3 0.0 16.4 0.0 17.0 0.0 16.3 1st-Term Q (Q1), veh/ln 0.0 1.7 0.0 1.4 0.0 1.0 0.0 1.6 HCM 7th Signalized Intersection Capacity Analysis AM 2023 1: Ashe Rd & Pamama Ln 05/01/2025
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 1.00 %ile Back of Q (50%), veh/ln 0.0 1.7 0.0 1.4 0.0 1.1 0.0 1.7 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.01 0.00 0.02 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 0 14 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 90 0 91 0 78 0 195
Grp Sat Flow (s), veh/h/ln 0 1431 0 1413 0 1427 0 1432
Q Serve Time (g_s), s 0.0 2.8 0.0 2.7 0.0 2.4 0.0 6.1
Cycle Q Clear Time (g_c), s 0.0 2.8 0.0 2.7 0.0 2.4 0.0 6.1 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 1.00 Lane Grp Cap (c), veh/h 0 336 0 379 0 344 0 400
V/C Ratio (X) 0.00 0.27 0.00 0.24 0.00 0.23 0.00 0.49
Avail Cap (c_a), veh/h 0 859 0 875 0 857 0 887
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 16.9 0.0 15.5 0.0 16.5 0.0 16.3 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.3 0.0 0.3 0.0 0.9
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 17.3 0.0 15.8 0.0 16.8 0.0 17.2 1st-Term Q (Q1), veh/ln 0.0 0.7 0.0 0.7 0.0 0.6 0.0 1.5 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 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 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.8 0.0 0.7 0.0 0.6 0.0 1.6 %ile Storage Ratio (RQ%) 0.00 0.10 0.00 0.09 0.00 0.08 0.00 0.21 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 17.9
HCM 7th LOS B
HCM 7th AWSC AM 2023
2: Ashe Rd & Berkshire Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh19.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 1 2 9 3 148 5 336 31 168 254 4
Future Vol, veh/h 2 1 2 9 3 148 5 336 31 168 254 4
Peak Hour Factor 0.63 0.63 0.63 0.77 0.77 0.77 0.83 0.83 0.83 0.94 0.94 0.94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 2 3 12 4 192 6 405 37 179 270 4
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay, s/veh9.9 11.7 18.5 23.4

HCM LOS A B C C
Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 1% 40% 6% 40% 0%
Vol Thru, % 90% 20% 2% 60% 0%
Vol Right, % 8% 40% 93% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 372 5 160 422 4
LT Vol 5 2 9 168 0
Through Vol 336 1 3 254 0
RT Vol 31 2 148 0 4
Lane Flow Rate 448 8 208 449 4
Geometry Grp 4a 2 2 5 5
Degree of Util (X) 0.666 0.015 0.332 0.737 0.006
Departure Headway (Hd) 5.351 6.727 5.751 5.908 4.997
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 672 528 623 611 715
Service Time 3.394 4.814 3.81 3.646 2.735
HCM Lane V/C Ratio 0.667 0.015 0.334 0.735 0.006
HCM Control Delay, s/veh 18.5 9.9 11.7 23.5 7.8
HCM Lane LOS C A B C A
HCM 95th-tile Q 5.1 0 1.5 6.4 0
HCM 7th AWSC AM 2023
3: Ashe Rd & McCutchen Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh27.6
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 48 166 35 6 174 113 66 204 4 57 164 42 Future Vol, veh/h 48 166 35 6 174 113 66 204 4 57 164 42 Peak Hour Factor 0.78 0.78 0.78 0.84 0.84 0.84 0.87 0.87 0.87 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 62 213 45 7 207 135 76 234 5 64 184 47
Number of Lanes 0 1 1 0 1 0 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 2
HCM Control Delay, s/veh22.2 32.4 28.2 27.1

HCM LOS C D D D
Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1 SBLn1
Vol Left, % 24% 0% 22% 0% 2% 22%
Vol Thru, % 76% 0% 78% 0% 59% 62%
Vol Right, % 0% 100% 0% 100% 39% 16%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 270 4 214 35 293 263
LT Vol 66 0 48 0 6 57
Through Vol 204 0 166 0 174 164
RT Vol 0 4 0 35 113 42
Lane Flow Rate 310 5 274 45 349 296
Geometry Grp 5 5 5 5 4b 4b
Degree of Util (X) 0.706 0.009 0.627 0.092 0.764 0.677
Departure Headway (Hd) 8.184 7.335 8.221 7.382 7.889 8.249 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 441 486 439 483 457 437
Service Time 5.959 5.109 6.002 5.162 5.971 6.335
HCM Lane V/C Ratio 0.703 0.01 0.624 0.093 0.764 0.677
HCM Control Delay, s/veh 28.5 10.2 24 10.9 32.4 27.1
HCM Lane LOS D B C B D D
HCM 95th-tile Q 5.4 0 4.2 0.3 6.5 4.9
HCM 7th Signalized Intersection Capacity Analysis AM 2023 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 4 3 8 2 129 3 160 17 75 126 1
Future Volume (veh/h) 3 4 3 8 2 129 3 160 17 75 126 1
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 4 5 4 9 2 152 3 184 20 87 147 1
Peak Hour Factor 0.83 0.83 0.83 0.85 0.85 0.85 0.87 0.87 0.87 0.86 0.86 0.86 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 7 107 85 14 2 181 5 1242 969 109 1361 1062
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 0.00 0.11 0.11 0.01 0.12 0.12 0.00 0.66 0.66 0.07 0.73 0.73 Unsig. Movement Delay
Ln Grp Delay, s/veh 120.4 0.0 47.8 97.9 0.0 61.9 133.1 7.8 6.9 67.4 5.0 4.5 Ln Grp LOS F D F E F A A E A A
Approach Vol, veh/h 13 163 207 235
Approach Delay, s/veh 70.1 63.9 9.5 28.1
Approach LOS E E A C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 4.0 2.0 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 12.5 84.2 5.5 17.8 4.9 91.8 5.0 18.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 24.5 38.5 8.5 30.5 8.5 54.5 8.5 30.5 Max Allow Headway (MAH), s 4.1 4.0 4.1 4.1 4.1 4.0 4.1 4.3 Max Q Clear (g_c+l1), s 8.3 6.4 2.7 2.6 2.2 4.8 2.3 13.4 Green Ext Time (g_e), s 0.2 0.7 0.0 0.0 0.0 0.5 0.0 0.5 Prob of Phs Call (p_c) 0.94 1.00 0.26 1.00 0.10 1.00 0.12 1.00 Prob of Max Out (p_x) 0.00 0.00 0.03 0.00 0.01 0.00 0.01 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 1870 962 1870 21
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 770 1460 1568
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2023 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 87 0 9 0 3 0 4 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 6.3 0.0 0.7 0.0 0.2 0.0 0.3 0.0
Cycle Q Clear Time (g_c), s 6.3 0.0 0.7 0.0 0.2 0.0 0.3 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) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 109 0 14 0 5 0 7 0
V/C Ratio (X) 0.80 0.00 0.63 0.00 0.58 0.00 0.59 0.00
Avail Cap (c_a), veh/h 335 0 116 0 116 0 116 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 55.2 0.0 59.3 0.0 59.7 0.0 59.6 0.0 Incr Delay (d2), s/veh 12.2 0.0 38.6 0.0 73.4 0.0 60.8 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 67.4 0.0 97.9 0.0 133.1 0.0 120.4 0.0 1st-Term Q (Q1), veh/ln 2.5 0.0 0.3 0.0 0.1 0.0 0.1 0.0 2nd-Term Q (Q2), veh/ln 0.4 0.0 0.2 0.0 0.1 0.0 0.1 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.9 0.0 0.4 0.0 0.2 0.0 0.2 0.0 %ile Storage Ratio (RQ%) 0.73 0.00 0.07 0.00 0.02 0.00 0.03 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 8
Lane Assignment T T
Lanes in Grp 0 1 0 0 0 1 0 0
Grp Vol (v), veh/h 0 184 0 0 0 147 0 0
Grp Sat Flow (s), veh/h/ln 0 1870 0 0 0 1870 0 0
Q Serve Time (g_s), s 0.0 4.4 0.0 0.0 0.0 2.8 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 4.4 0.0 0.0 0.0 2.8 0.0 0.0 Lane Grp Cap (c), veh/h 0 1242 0 0 0 1361 0 0
V/C Ratio (X) 0.00 0.15 0.00 0.00 0.00 0.11 0.00 0.00
Avail Cap (c_a), veh/h 0 1242 0 0 0 1361 0 0
Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 7.5 0.0 0.0 0.0 4.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.3 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 7.8 0.0 0.0 0.0 5.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 1.5 0.0 0.0 0.0 0.8 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2023 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.1 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 1.00 %ile Back of Q (50%), veh/ln 0.0 1.6 0.0 0.0 0.0 0.9 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.02 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 18
Lane Assignment R T+R R T+R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 20 0 9 0 1 0 154
Grp Sat Flow (s), veh/h/ln 0 1460 0 1732 0 1460 0 1588
Q Serve Time (g_s), s 0.0 0.6 0.0 0.6 0.0 0.0 0.0 11.4
Cycle Q Clear Time (g_c), s 0.0 0.6 0.0 0.6 0.0 0.0 0.0 11.4 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 1.00 0.00 0.44 0.00 1.00 0.00 0.99 Lane Grp Cap (c), veh/h 0 969 0 192 0 1062 0 183
V/C Ratio (X) 0.00 0.02 0.00 0.05 0.00 0.00 0.00 0.84
Avail Cap (c_a), veh/h 0 969 0 440 0 1062 0 404
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 6.9 0.0 47.7 0.0 4.5 0.0 52.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.0 0.0 0.0 9.9
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 6.9 0.0 47.8 0.0 4.5 0.0 61.9 1st-Term Q (Q1), veh/ln 0.0 0.1 0.0 0.2 0.0 0.0 0.0 4.3 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 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 0.2 0.0 0.2 0.0 0.0 0.0 4.8 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.01 0.00 0.00 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 Intersection Summary
HCM 7th Control Delay, s/veh 32.2
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis AM 2023 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 66 10 32 49 62 7 299 56 38 254 21 Future Volume (veh/h) 22 66 10 32 49 62 7 299 56 38 254 21 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 28 84 13 37 56 71 8 348 65 44 292 24 Peak Hour Factor 0.79 0.79 0.79 0.87 0.87 0.87 0.86 0.86 0.86 0.87 0.87 0.87 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 177 271 42 177 321 270 9 398 74 52 344 28
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 0.11 0.18 0.16 0.11 0.18 0.18 0.29 0.29 0.26 0.25 0.25 0.23 Unsig. Movement Delay
Ln Grp Delay, s/veh 37.7 0.0 35.1 38.0 32.7 34.4 46.2 0.0 0.0 46.1 0.0 0.0 Ln Grp LOS D D D C C D D
Approach Vol, veh/h 125 164 421 360
Approach Delay, s/veh 35.7 34.6 46.2 46.1
Approach LOS D C D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 8 7
Case No 12.0 12.0 4.0 2.0 3.0 2.0
Phs Duration (G+Y+Rc), s 26.8 30.2 21.0 13.9 21.0 13.9
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 23.0 26.0 15.0 4.0 15.0 4.0
Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.2 4.1
Max Q Clear (g_c+l1), s 20.5 23.9 6.6 3.9 5.8 3.4
Green Ext Time (g_e), s 0.3 0.4 0.1 0.0 0.2 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.61 1.00 0.51
Prob of Max Out (p_x) 1.00 1.00 0.00 1.00 0.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 209 32 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 1384 1396 1469 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 114 261 227 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 0 7
HCM 7th Signalized Intersection Capacity Analysis AM 2023 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 0 1
Grp Vol (v), veh/h 360 421 0 37 0 0 0 28
Grp Sat Flow (s), veh/h/ln 1706 1688 0 1641 0 0 0 1641
Q Serve Time (g_s), s 18.5 21.9 0.0 1.9 0.0 0.0 0.0 1.4 Cycle Q Clear Time (g_c), s 18.5 21.9 0.0 1.9 0.0 0.0 0.0 1.4 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) 0.12 0.02 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 424 482 0 177 0 0 0 177
V/C Ratio (X) 0.85 0.87 0.00 0.21 0.00 0.00 0.00 0.16
Avail Cap (c_a), veh/h 464 514 0 177 0 0 0 177
Upstream Filter (I) 1.00 1.00 0.00 0.96 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 33.0 31.5 0.0 37.5 0.0 0.0 0.0 37.3 Incr Delay (d2), s/veh 13.1 14.8 0.0 0.6 0.0 0.0 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 46.1 46.2 0.0 38.0 0.0 0.0 0.0 37.7 1st-Term Q (Q1), veh/ln 7.0 8.0 0.0 0.7 0.0 0.0 0.0 0.5 2nd-Term Q (Q2), veh/ln 1.5 2.0 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%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 8.5 10.0 0.0 0.7 0.0 0.0 0.0 0.6 %ile Storage Ratio (RQ%) 0.09 0.06 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 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 8 0
Lane Assignment T
Lanes in Grp 0 0 0 0 0 0 1 0
Grp Vol (v), veh/h 0 0 0 0 0 0 56 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 1737 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 2.5 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 2.5 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 321 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.17 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 0 321 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.96 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 31.6 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 1.1 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 0.0 0.0 0.0 32.7 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2023 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.1 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.01 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 16 12 14 0 0 0 18 0
Lane Assignment T+R R
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 97 0 0 0 71 0
Grp Sat Flow (s), veh/h/ln 0 0 1696 0 0 0 1460 0
Q Serve Time (g_s), s 0.0 0.0 4.6 0.0 0.0 0.0 3.8 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 4.6 0.0 0.0 0.0 3.8 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) 0.07 0.15 0.13 0.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 313 0 0 0 270 0
V/C Ratio (X) 0.00 0.00 0.31 0.00 0.00 0.00 0.26 0.00
Avail Cap (c_a), veh/h 0 0 313 0 0 0 270 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.96 0.00 Uniform Delay (d1), s/veh 0.0 0.0 32.5 0.0 0.0 0.0 32.1 0.0 Incr Delay (d2), s/veh 0.0 0.0 2.6 0.0 0.0 0.0 2.3 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 35.1 0.0 0.0 0.0 34.4 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 1.7 0.0 0.0 0.0 1.3 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.2 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 2.0 0.0 0.0 0.0 1.4 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.01 0.00 0.00 0.00 0.01 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 43.2
HCM 7th LOS D
HCM 7th Signalized Intersection Capacity Analysis AM 2023 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 262 12 7 298 35 14 39 10 44 25 55 Future Volume (veh/h) 24 262 12 7 298 35 14 39 10 44 25 55 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 30 323 15 9 363 43 15 42 11 54 30 67 Peak Hour Factor 0.81 0.81 0.81 0.82 0.82 0.82 0.93 0.93 0.93 0.82 0.82 0.82 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 549 1302 1094 50 774 651 0 117 99 0 155 131
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 0.33 0.75 0.75 0.03 0.45 0.45 0.00 0.07 0.07 0.00 0.09 0.09 Unsig. Movement Delay
Ln Grp Delay, s/veh 20.8 4.0 1.3 45.1 19.9 14.8 0.0 42.8 28.1 0.0 39.4 43.1 Ln Grp LOS C A A D B B D C D D
Approach Vol, veh/h 368 415 53 97
Approach Delay, s/veh 5.3 19.9 39.8 41.9
Approach LOS A B D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 3 4 6 5 8 7
Case No 3.0 0.0 2.0 3.0 3.0 0.0 3.0 2.0
Phs Duration (G+Y+Rc), s 10.2 2.0 6.8 72.9 12.2 0.0 45.0 34.8 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 19.0 4.0 5.0 40.0 19.0 4.0 39.0 6.0 Max Allow Headway (MAH), s 4.1 0.0 4.1 4.0 4.2 0.0 4.1 4.1 Max Q Clear (g_c+l1), s 4.1 0.0 2.5 7.3 6.0 0.0 15.5 3.1 Green Ext Time (g_e), s 0.1 0.0 0.0 1.2 0.2 0.0 1.4 0.0 Prob of Phs Call (p_c) 1.00 0.00 0.21 1.00 1.00 0.00 1.00 0.54 Prob of Max Out (p_x) 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 0 1641 0 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 1737 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 0 1 3 0 0 5 0 7
HCM 7th Signalized Intersection Capacity Analysis AM 2023 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot)
Lanes in Grp 0 0 1 0 0 0 0 1
Grp Vol (v), veh/h 0 0 9 0 0 0 0 30
Grp Sat Flow (s), veh/h/ln 0 0 1641 0 0 0 0 1641
Q Serve Time (g_s), s 0.0 0.0 0.5 0.0 0.0 0.0 0.0 1.1
Cycle Q Clear Time (g_c), s 0.0 0.0 0.5 0.0 0.0 0.0 0.0 1.1 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 0.00 1.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 50 0 0 0 0 549
V/C Ratio (X) 0.00 0.00 0.18 0.00 0.00 0.00 0.00 0.05
Avail Cap (c_a), veh/h 0 0 125 0 0 0 0 549
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.99 Uniform Delay (d1), s/veh 0.0 0.0 43.5 0.0 0.0 0.0 0.0 20.8 Incr Delay (d2), s/veh 0.0 0.0 1.7 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 0.0 45.1 0.0 0.0 0.0 0.0 20.8 1st-Term Q (Q1), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.4 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 1.00 0.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.4 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.05 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 6 0 8 0
Lane Assignment T T T T
Lanes in Grp 1 0 0 1 1 0 1 0
Grp Vol (v), veh/h 42 0 0 323 30 0 363 0
Grp Sat Flow (s), veh/h/ln 1737 0 0 1737 1737 0 1737 0
Q Serve Time (g_s), s 2.1 0.0 0.0 5.3 1.5 0.0 13.5 0.0
Cycle Q Clear Time (g_c), s 2.1 0.0 0.0 5.3 1.5 0.0 13.5 0.0 Lane Grp Cap (c), veh/h 117 0 0 1302 155 0 774 0
V/C Ratio (X) 0.36 0.00 0.00 0.25 0.19 0.00 0.47 0.00
Avail Cap (c_a), veh/h 396 0 0 1302 396 0 774 0
Upstream Filter (I) 1.00 0.00 0.00 0.99 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 41.0 0.0 0.0 3.5 38.8 0.0 17.9 0.0 Incr Delay (d2), s/veh 1.8 0.0 0.0 0.5 0.6 0.0 2.0 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 42.8 0.0 0.0 4.0 39.4 0.0 19.9 0.0 1st-Term Q (Q1), veh/ln 0.9 0.0 0.0 0.9 0.6 0.0 4.6 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2023 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.1 0.0 0.0 0.2 0.0 0.0 0.4 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%) 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.9 0.0 0.0 1.1 0.6 0.0 5.1 0.0 %ile Storage Ratio (RQ%) 0.01 0.00 0.00 0.01 0.01 0.00 0.05 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 12 0 0 14 16 0 18 0
Lane Assignment R R R R
Lanes in Grp 1 0 0 1 1 0 1 0
Grp Vol (v), veh/h 11 0 0 15 67 0 43 0
Grp Sat Flow (s), veh/h/ln 1460 0 0 1460 1460 0 1460 0
Q Serve Time (g_s), s 0.5 0.0 0.0 0.2 4.0 0.0 1.5 0.0
Cycle Q Clear Time (g_c), s 0.5 0.0 0.0 0.2 4.0 0.0 1.5 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) 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 99 0 0 1094 131 0 651 0
V/C Ratio (X) 0.11 0.00 0.00 0.01 0.51 0.00 0.07 0.00
Avail Cap (c_a), veh/h 333 0 0 1094 333 0 651 0
Upstream Filter (I) 1.00 0.00 0.00 0.99 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 27.6 0.0 0.0 1.2 40.0 0.0 14.6 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.0 3.1 0.0 0.2 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 28.1 0.0 0.0 1.3 43.1 0.0 14.8 0.0 1st-Term Q (Q1), veh/ln 0.2 0.0 0.0 0.0 1.4 0.0 0.5 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.1 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%) 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.2 0.0 0.0 0.0 1.5 0.0 0.5 0.0 %ile Storage Ratio (RQ%) 0.20 0.00 0.00 0.01 0.74 0.00 0.08 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
HCM 7th TWSC AM 2023
7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 11.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 299 10 47 279 35 40 27 111 85 12 23 Future Vol, veh/h 9 299 10 47 279 35 40 27 111 85 12 23 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 200 - 200 120 - 120 - - - 150 - 150
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 75 75 75 75 75 75 77 77 77
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 10 348 12 63 372 47 53 36 148 110 16 30
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 419 0 0 359 0 0 874 913 348 884 878 372 Stage 1 - - - - - - 369 369 - 497 497 -
Stage 2 - - - - - - 505 544 - 387 380 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 1140 - - 1199 - - 270 264 695 266 277 674 Stage 1 - - - - - - 651 606 - 555 530 -
Stage 2 - - - - - - 549 505 - 637 598 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1140 - - 1199 - - 229 248 695 170 260 674 Mov Cap-2 Maneuver - - - - - - 229 248 - 170 260 -
Stage 1 - - - - - - 645 600 - 526 502 -
Stage 2 - - - - - - 482 478 - 467 593 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.23 1.06 26.1 45.76

HCM LOS D E
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) 402 1140 - - 1199 - - 170 260 674
HCM Lane V/C Ratio 0.591 0.009 - - 0.052 - - 0.651 0.06 0.044 HCM Control Delay (s/veh) 26.1 8.2 - - 8.2 - - 59 19.7 10.6 HCM Lane LOS D A - - A - - F C B
HCM 95th %tile Q(veh) 3.7 0 - - 0.2 - - 3.7 0.2 0.1
HCM 7th Signalized Intersection Capacity Analysis AM 2023 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 104 371 18 4 293 90 1 15 3 103 7 75 Future Volume (veh/h) 104 371 18 4 293 90 1 15 3 103 7 75 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 118 422 20 5 381 117 2 31 6 175 12 127 Peak Hour Factor 0.88 0.88 0.88 0.77 0.77 0.77 0.48 0.48 0.48 0.59 0.59 0.59 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 167 975 819 36 836 703 5 75 15 200 14 145
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 0.10 0.56 0.56 0.02 0.48 0.48 0.06 0.06 0.04 0.23 0.23 0.21 Unsig. Movement Delay
Ln Grp Delay, s/veh 61.9 16.7 11.8 59.4 22.5 18.1 57.7 0.0 0.0 64.0 0.0 0.0 Ln Grp LOS E B B E C B E E
Approach Vol, veh/h 560 503 39 314
Approach Delay, s/veh 26.0 21.8 57.7 64.0
Approach LOS C C E E
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 3 4 7 8
Case No 12.0 12.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 31.3 10.7 6.6 71.3 16.2 61.8
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 27.0 18.0 4.0 47.0 12.0 39.0
Max Allow Headway (MAH), s 4.2 4.1 4.1 4.0 4.1 4.1
Max Q Clear (g_c+l1), s 25.1 4.7 2.4 18.9 10.4 19.5
Green Ext Time (g_e), s 0.2 0.0 0.0 1.6 0.0 1.7
Prob of Phs Call (p_c) 1.00 1.00 0.15 1.00 0.98 1.00
Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 880 86 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 60 1340 1737 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 638 259 1460 1460
Left Lane Group Data
Assigned Mvmt 1 5 3 0 0 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2023 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 1 0 0 0 1 0
Grp Vol (v), veh/h 314 39 5 0 0 0 118 0
Grp Sat Flow (s), veh/h/ln 1578 1686 1641 0 0 0 1641 0
Q Serve Time (g_s), s 23.1 2.7 0.4 0.0 0.0 0.0 8.4 0.0
Cycle Q Clear Time (g_c), s 23.1 2.7 0.4 0.0 0.0 0.0 8.4 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) 0.56 0.05 1.00 0.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 359 95 36 0 0 0 167 0
V/C Ratio (X) 0.87 0.41 0.14 0.00 0.00 0.00 0.71 0.00
Avail Cap (c_a), veh/h 381 281 82 0 0 0 191 0
Upstream Filter (I) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 45.1 54.9 57.6 0.0 0.0 0.0 52.2 0.0 Incr Delay (d2), s/veh 18.9 2.8 1.8 0.0 0.0 0.0 9.7 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 64.0 57.7 59.4 0.0 0.0 0.0 61.9 0.0 1st-Term Q (Q1), veh/ln 8.6 1.1 0.1 0.0 0.0 0.0 3.3 0.0 2nd-Term Q (Q2), veh/ln 1.9 0.1 0.0 0.0 0.0 0.0 0.4 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 10.5 1.2 0.2 0.0 0.0 0.0 3.8 0.0 %ile Storage Ratio (RQ%) 0.14 0.01 0.04 0.00 0.00 0.00 1.36 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 6 2 0 4 0 0 0 8
Lane Assignment T T
Lanes in Grp 0 0 0 1 0 0 0 1
Grp Vol (v), veh/h 0 0 0 422 0 0 0 381
Grp Sat Flow (s), veh/h/ln 0 0 0 1737 0 0 0 1737
Q Serve Time (g_s), s 0.0 0.0 0.0 16.9 0.0 0.0 0.0 17.5 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 16.9 0.0 0.0 0.0 17.5 Lane Grp Cap (c), veh/h 0 0 0 975 0 0 0 836
V/C Ratio (X) 0.00 0.00 0.00 0.43 0.00 0.00 0.00 0.46
Avail Cap (c_a), veh/h 0 0 0 975 0 0 0 836
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 15.3 0.0 0.0 0.0 20.7 Incr Delay (d2), s/veh 0.0 0.0 0.0 1.4 0.0 0.0 0.0 1.8
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 0.0 0.0 16.7 0.0 0.0 0.0 22.5 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 5.9 0.0 0.0 0.0 6.5 HCM 7th Signalized Intersection Capacity Analysis AM 2023 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.4 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 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 6.3 0.0 0.0 0.0 6.9 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.07 0.00 0.00 0.00 0.07 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 16 12 0 14 0 0 0 18
Lane Assignment R R
Lanes in Grp 0 0 0 1 0 0 0 1
Grp Vol (v), veh/h 0 0 0 20 0 0 0 117
Grp Sat Flow (s), veh/h/ln 0 0 0 1460 0 0 0 1460
Q Serve Time (g_s), s 0.0 0.0 0.0 0.7 0.0 0.0 0.0 5.4
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.7 0.0 0.0 0.0 5.4 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) 0.40 0.15 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 0 819 0 0 0 703
V/C Ratio (X) 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.17
Avail Cap (c_a), veh/h 0 0 0 819 0 0 0 703
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 11.7 0.0 0.0 0.0 17.5 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.5
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 0.0 0.0 11.8 0.0 0.0 0.0 18.1 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.2 0.0 0.0 0.0 1.7 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 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%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.2 0.0 0.0 0.0 1.8 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.29 0.00 0.00 0.00 2.27 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 Intersection Summary
HCM 7th Control Delay, s/veh 33.8
HCM 7th LOS C
HCM 7th TWSC AM 2023
9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 44 430 0 3 296 31 0 0 2 37 0 94
Future Vol, veh/h 44 430 0 3 296 31 0 0 2 37 0 94
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 70 - - 50 - 300 - - - - - 200
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 73 73 73 82 82 82 50 50 50 67 67 67
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 60 589 0 4 361 38 0 0 4 55 0 140
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 399 0 0 589 0 0 1078 1116 589 1078 1078 361 Stage 1 - - - - - - 710 710 - 368 368 -
Stage 2 - - - - - - 368 406 - 710 710 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 1160 - - 986 - - 196 200 508 196 211 684 Stage 1 - - - - - - 425 424 - 651 606 -
Stage 2 - - - - - - 651 583 - 425 424 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1160 - - 986 - - 147 189 508 184 199 684 Mov Cap-2 Maneuver - - - - - - 147 189 - 184 199 -
Stage 1 - - - - - - 403 402 - 649 603 -
Stage 2 - - - - - - 516 580 - 399 402 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.77 0.08 12.14 17.59

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 508 1160 - - 986 - - 184 684
HCM Lane V/C Ratio 0.008 0.052 - - 0.004 - - 0.3 0.205
HCM Control Delay (s/veh) 12.1 8.3 - - 8.7 - - 32.7 11.6 HCM Lane LOS B A - - A - - D B
HCM 95th %tile Q(veh) 0 0.2 - - 0 - - 1.2 0.8
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 64 490 91 108 542 168 106 337 89 130 264 73 Future Volume (veh/h) 64 490 91 108 542 168 106 337 89 130 264 73 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 0.97 1.00 0.98 1.00 0.98 1.00 0.98 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 70 538 100 126 630 195 134 427 113 138 281 78 Peak Hour Factor 0.91 0.91 0.91 0.86 0.86 0.86 0.79 0.79 0.79 0.94 0.94 0.94 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 268 1339 370 316 1415 397 328 865 348 333 870 349 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 0.08 0.26 0.26 0.10 0.28 0.28 0.10 0.24 0.24 0.10 0.24 0.24 Unsig. Movement Delay
Ln Grp Delay, s/veh 24.1 16.9 16.5 24.1 16.6 17.6 23.9 18.3 17.6 23.9 17.2 16.9 Ln Grp LOS C B B C B B C B B C B B
Approach Vol, veh/h 708 951 674 497
Approach Delay, s/veh 17.6 17.8 19.3 19.0
Approach LOS B B B B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 9.7 17.4 9.5 18.4 9.7 17.5 8.6 19.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 5.0 30.5 4.0 31.5 5.0 30.5 4.0 31.5 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 Max Q Clear (g_c+l1), s 4.2 7.7 4.0 6.8 4.2 5.6 3.1 8.3 Green Ext Time (g_e), s 0.0 2.2 0.0 2.7 0.0 1.4 0.0 3.6 Prob of Phs Call (p_c) 0.88 1.00 0.85 1.00 0.87 1.00 0.66 1.00 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.01 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 3183 3183 3183 3183
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 5106 3554 5106
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1431 1413 1427 1432
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 2 0 2 0 2 0 2 0
Grp Vol (v), veh/h 138 0 126 0 134 0 70 0
Grp Sat Flow (s), veh/h/ln 1591 0 1591 0 1591 0 1591 0
Q Serve Time (g_s), s 2.2 0.0 2.0 0.0 2.2 0.0 1.1 0.0
Cycle Q Clear Time (g_c), s 2.2 0.0 2.0 0.0 2.2 0.0 1.1 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) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 333 0 316 0 328 0 268 0
V/C Ratio (X) 0.41 0.00 0.40 0.00 0.41 0.00 0.26 0.00
Avail Cap (c_a), veh/h 405 0 347 0 405 0 347 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 23.1 0.0 23.2 0.0 23.1 0.0 23.6 0.0 Incr Delay (d2), s/veh 0.8 0.0 0.8 0.0 0.8 0.0 0.5 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 23.9 0.0 24.1 0.0 23.9 0.0 24.1 0.0 1st-Term Q (Q1), veh/ln 0.7 0.0 0.6 0.0 0.7 0.0 0.4 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.7 0.0 0.7 0.0 0.7 0.0 0.4 0.0 %ile Storage Ratio (RQ%) 0.09 0.00 0.09 0.00 0.09 0.00 0.05 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 8
Lane Assignment T T T T
Lanes in Grp 0 2 0 3 0 2 0 3
Grp Vol (v), veh/h 0 427 0 538 0 281 0 630
Grp Sat Flow (s), veh/h/ln 0 1777 0 1702 0 1777 0 1702
Q Serve Time (g_s), s 0.0 5.7 0.0 4.8 0.0 3.6 0.0 5.6
Cycle Q Clear Time (g_c), s 0.0 5.7 0.0 4.8 0.0 3.6 0.0 5.6 Lane Grp Cap (c), veh/h 0 865 0 1339 0 870 0 1415
V/C Ratio (X) 0.00 0.49 0.00 0.40 0.00 0.32 0.00 0.45
Avail Cap (c_a), veh/h 0 2100 0 3110 0 2100 0 3110
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 17.9 0.0 16.7 0.0 17.0 0.0 16.4 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.2 0.0 0.2 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 18.3 0.0 16.9 0.0 17.2 0.0 16.6 1st-Term Q (Q1), veh/ln 0.0 1.8 0.0 1.4 0.0 1.1 0.0 1.7 HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.1 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 1.00 %ile Back of Q (50%), veh/ln 0.0 1.9 0.0 1.5 0.0 1.2 0.0 1.7 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.01 0.00 0.02 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 0 14 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 113 0 100 0 78 0 195
Grp Sat Flow (s), veh/h/ln 0 1431 0 1413 0 1427 0 1432
Q Serve Time (g_s), s 0.0 3.6 0.0 3.1 0.0 2.4 0.0 6.3
Cycle Q Clear Time (g_c), s 0.0 3.6 0.0 3.1 0.0 2.4 0.0 6.3 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 1.00 Lane Grp Cap (c), veh/h 0 348 0 370 0 349 0 397
V/C Ratio (X) 0.00 0.32 0.00 0.27 0.00 0.22 0.00 0.49
Avail Cap (c_a), veh/h 0 846 0 861 0 843 0 872
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 17.1 0.0 16.1 0.0 16.6 0.0 16.6 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.4 0.0 0.3 0.0 0.9
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 17.6 0.0 16.5 0.0 16.9 0.0 17.6 1st-Term Q (Q1), veh/ln 0.0 0.9 0.0 0.8 0.0 0.6 0.0 1.6 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 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 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.0 0.0 0.8 0.0 0.7 0.0 1.7 %ile Storage Ratio (RQ%) 0.00 0.12 0.00 0.10 0.00 0.08 0.00 0.21 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 18.3
HCM 7th LOS B
HCM 7th AWSC AM 2023+Project
2: Ashe Rd & Berkshire Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh29.3
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 1 8 24 3 148 13 387 51 168 294 4
Future Vol, veh/h 2 1 8 24 3 148 13 387 51 168 294 4
Peak Hour Factor 0.63 0.63 0.63 0.77 0.77 0.77 0.83 0.83 0.83 0.94 0.94 0.94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 2 13 31 4 192 16 466 61 179 313 4
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay, s/veh10.5 13.4 32 34.3

HCM LOS B B D D
Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 3% 18% 14% 36% 0%
Vol Thru, % 86% 9% 2% 64% 0%
Vol Right, % 11% 73% 85% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 451 11 175 462 4
LT Vol 13 2 24 168 0
Through Vol 387 1 3 294 0
RT Vol 51 8 148 0 4
Lane Flow Rate 543 17 227 491 4
Geometry Grp 4a 2 2 5 5
Degree of Util (X) 0.846 0.035 0.394 0.848 0.006
Departure Headway (Hd) 5.607 7.236 6.244 6.209 5.312
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 641 498 570 580 669
Service Time 3.682 5.236 4.339 3.981 3.084
HCM Lane V/C Ratio 0.847 0.034 0.398 0.847 0.006
HCM Control Delay, s/veh 32 10.5 13.4 34.5 8.1
HCM Lane LOS D B B D A
HCM 95th-tile Q 9.3 0.1 1.9 9.1 0
HCM 7th AWSC AM 2023+Project
3: Ashe Rd & McCutchen Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh67.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 48 166 44 23 174 113 77 283 27 57 225 42 Future Vol, veh/h 48 166 44 23 174 113 77 283 27 57 225 42 Peak Hour Factor 0.78 0.78 0.78 0.84 0.84 0.84 0.87 0.87 0.87 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 62 213 56 27 207 135 89 325 31 64 253 47
Number of Lanes 0 1 1 0 1 0 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 2
HCM Control Delay, s/veh32.1 68.2 91.2 68.7

HCM LOS D F F F
Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1 SBLn1
Vol Left, % 21% 0% 22% 0% 7% 18%
Vol Thru, % 79% 0% 78% 0% 56% 69%
Vol Right, % 0% 100% 0% 100% 36% 13%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 360 27 214 44 310 324
LT Vol 77 0 48 0 23 57
Through Vol 283 0 166 0 174 225
RT Vol 0 27 0 44 113 42
Lane Flow Rate 414 31 274 56 369 364
Geometry Grp 5 5 5 5 4b 4b
Degree of Util (X) 1.071 0.073 0.733 0.138 0.956 0.955
Departure Headway (Hd) 9.316 8.474 10.039 9.187 9.712 9.869 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 389 422 362 393 376 371
Service Time 7.091 6.248 7.739 6.887 7.712 7.869
HCM Lane V/C Ratio 1.064 0.073 0.757 0.142 0.981 0.981
HCM Control Delay, s/veh 97.2 11.9 35.9 13.4 68.2 68.7
HCM Lane LOS F B E B F F
HCM 95th-tile Q 14.2 0.2 5.6 0.5 10.6 10.4
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 4 4 23 2 129 4 273 37 75 213 1 Future Volume (veh/h) 3 4 4 23 2 129 4 273 37 75 213 1
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 4 5 5 27 2 152 5 314 43 87 248 1
Peak Hour Factor 0.83 0.83 0.83 0.85 0.85 0.85 0.87 0.87 0.87 0.86 0.86 0.86 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 7 88 88 36 2 188 9 1139 889 110 1255 979
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 0.00 0.10 0.10 0.02 0.12 0.12 0.01 0.61 0.61 0.07 0.67 0.67 Unsig. Movement Delay
Ln Grp Delay, s/veh 103.1 0.0 36.6 70.6 0.0 46.6 90.2 8.8 7.2 53.3 6.0 4.9 Ln Grp LOS F D E D F A A D A A
Approach Vol, veh/h 14 181 362 336
Approach Delay, s/veh 55.6 50.2 9.7 18.2
Approach LOS E D A B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 4.0 2.0 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 10.5 59.3 6.5 13.7 5.0 64.9 4.9 15.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 13.5 33.0 7.5 18.0 4.5 42.0 4.5 21.0 Max Allow Headway (MAH), s 4.1 4.0 4.1 4.2 4.1 4.0 4.1 4.3 Max Q Clear (g_c+l1), s 6.7 9.1 3.5 2.5 2.3 6.5 2.2 10.5 Green Ext Time (g_e), s 0.1 1.2 0.0 0.0 0.0 0.8 0.0 0.4 Prob of Phs Call (p_c) 0.89 1.00 0.49 0.99 0.12 1.00 0.10 0.99 Prob of Max Out (p_x) 0.06 0.00 1.00 0.00 1.00 0.00 1.00 0.01 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 1870 858 1870 21
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 858 1460 1568
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 87 0 27 0 5 0 4 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 4.7 0.0 1.5 0.0 0.3 0.0 0.2 0.0
Cycle Q Clear Time (g_c), s 4.7 0.0 1.5 0.0 0.3 0.0 0.2 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) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 110 0 36 0 9 0 7 0
V/C Ratio (X) 0.79 0.00 0.75 0.00 0.58 0.00 0.58 0.00
Avail Cap (c_a), veh/h 246 0 137 0 82 0 82 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.89 0.00 1.00 0.00 Uniform Delay (d1), s/veh 41.4 0.0 43.8 0.0 44.7 0.0 44.7 0.0 Incr Delay (d2), s/veh 11.9 0.0 26.8 0.0 45.5 0.0 58.4 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 53.3 0.0 70.6 0.0 90.2 0.0 103.1 0.0 1st-Term Q (Q1), veh/ln 1.8 0.0 0.6 0.0 0.1 0.0 0.1 0.0 2nd-Term Q (Q2), veh/ln 0.4 0.0 0.3 0.0 0.1 0.0 0.1 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.1 0.0 0.8 0.0 0.2 0.0 0.2 0.0 %ile Storage Ratio (RQ%) 0.54 0.00 0.14 0.00 0.03 0.00 0.02 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 8
Lane Assignment T T
Lanes in Grp 0 1 0 0 0 1 0 0
Grp Vol (v), veh/h 0 314 0 0 0 248 0 0
Grp Sat Flow (s), veh/h/ln 0 1870 0 0 0 1870 0 0
Q Serve Time (g_s), s 0.0 7.1 0.0 0.0 0.0 4.5 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 7.1 0.0 0.0 0.0 4.5 0.0 0.0 Lane Grp Cap (c), veh/h 0 1139 0 0 0 1255 0 0
V/C Ratio (X) 0.00 0.28 0.00 0.00 0.00 0.20 0.00 0.00
Avail Cap (c_a), veh/h 0 1139 0 0 0 1255 0 0
Upstream Filter (I) 0.00 0.89 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 8.3 0.0 0.0 0.0 5.6 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 8.8 0.0 0.0 0.0 6.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 2.2 0.0 0.0 0.0 1.2 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 4: Ashe Rd & Mckee Rd 05/01/2025
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 1.00 %ile Back of Q (50%), veh/ln 0.0 2.3 0.0 0.0 0.0 1.3 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.02 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 18
Lane Assignment R T+R R T+R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 43 0 10 0 1 0 154
Grp Sat Flow (s), veh/h/ln 0 1460 0 1716 0 1460 0 1588
Q Serve Time (g_s), s 0.0 1.1 0.0 0.5 0.0 0.0 0.0 8.5
Cycle Q Clear Time (g_c), s 0.0 1.1 0.0 0.5 0.0 0.0 0.0 8.5 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 0.50 0.00 1.00 0.00 0.99 Lane Grp Cap (c), veh/h 0 889 0 175 0 979 0 190
V/C Ratio (X) 0.00 0.05 0.00 0.06 0.00 0.00 0.00 0.81
Avail Cap (c_a), veh/h 0 889 0 343 0 979 0 371
Upstream Filter (I) 0.00 0.89 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 7.1 0.0 36.5 0.0 4.9 0.0 38.6 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.1 0.0 0.0 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 0.0 7.2 0.0 36.6 0.0 4.9 0.0 46.6 1st-Term Q (Q1), veh/ln 0.0 0.3 0.0 0.2 0.0 0.0 0.0 3.1 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 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 0.3 0.0 0.2 0.0 0.0 0.0 3.5 %ile Storage Ratio (RQ%) 0.00 0.04 0.00 0.00 0.00 0.00 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 21.8
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 88 10 41 76 86 7 299 64 53 254 21 Future Volume (veh/h) 22 88 10 41 76 86 7 299 64 53 254 21 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 28 111 13 47 87 99 8 348 74 61 292 24 Peak Hour Factor 0.79 0.79 0.79 0.87 0.87 0.87 0.86 0.86 0.86 0.87 0.87 0.87 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 160 279 33 160 318 267 9 396 84 71 339 28
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 0.10 0.18 0.16 0.10 0.18 0.18 0.29 0.29 0.27 0.26 0.26 0.24 Unsig. Movement Delay
Ln Grp Delay, s/veh 39.0 0.0 37.4 39.9 34.6 36.9 46.5 0.0 0.0 48.1 0.0 0.0 Ln Grp LOS D D D C D D D
Approach Vol, veh/h 152 233 430 377
Approach Delay, s/veh 37.7 36.7 46.5 48.1
Approach LOS D D D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 8 7
Case No 12.0 12.0 4.0 2.0 3.0 2.0
Phs Duration (G+Y+Rc), s 27.9 31.1 21.0 13.1 21.0 13.1
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 23.0 27.0 15.0 4.0 15.0 4.0
Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.2 4.1
Max Q Clear (g_c+l1), s 21.7 24.6 8.0 4.5 7.5 3.5
Green Ext Time (g_e), s 0.2 0.4 0.2 0.0 0.3 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.70 1.00 0.51
Prob of Max Out (p_x) 1.00 1.00 0.00 1.00 0.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 276 31 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 1320 1362 1526 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 108 290 179 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 0 7
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 0 1
Grp Vol (v), veh/h 377 430 0 47 0 0 0 28
Grp Sat Flow (s), veh/h/ln 1704 1683 0 1641 0 0 0 1641
Q Serve Time (g_s), s 19.7 22.6 0.0 2.5 0.0 0.0 0.0 1.5 Cycle Q Clear Time (g_c), s 19.7 22.6 0.0 2.5 0.0 0.0 0.0 1.5 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) 0.16 0.02 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 437 490 0 160 0 0 0 160
V/C Ratio (X) 0.86 0.88 0.00 0.29 0.00 0.00 0.00 0.17
Avail Cap (c_a), veh/h 458 525 0 160 0 0 0 160
Upstream Filter (I) 1.00 1.00 0.00 0.92 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 33.1 31.6 0.0 39.0 0.0 0.0 0.0 38.5 Incr Delay (d2), s/veh 15.0 14.9 0.0 0.9 0.0 0.0 0.0 0.5 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 48.1 46.5 0.0 39.9 0.0 0.0 0.0 39.0 1st-Term Q (Q1), veh/ln 7.4 8.3 0.0 0.9 0.0 0.0 0.0 0.6 2nd-Term Q (Q2), veh/ln 1.8 2.0 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%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 9.2 10.4 0.0 1.0 0.0 0.0 0.0 0.6 %ile Storage Ratio (RQ%) 0.10 0.06 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 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 8 0
Lane Assignment T
Lanes in Grp 0 0 0 0 0 0 1 0
Grp Vol (v), veh/h 0 0 0 0 0 0 87 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 1737 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 4.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 4.0 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 318 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 0 318 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.92 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 32.7 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 2.0 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 34.6 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 1.6 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.2 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 1.7 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.01 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 16 12 14 0 0 0 18 0
Lane Assignment T+R R
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 124 0 0 0 99 0
Grp Sat Flow (s), veh/h/ln 0 0 1705 0 0 0 1460 0
Q Serve Time (g_s), s 0.0 0.0 6.0 0.0 0.0 0.0 5.5 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 6.0 0.0 0.0 0.0 5.5 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) 0.06 0.17 0.10 0.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 312 0 0 0 267 0
V/C Ratio (X) 0.00 0.00 0.40 0.00 0.00 0.00 0.37 0.00
Avail Cap (c_a), veh/h 0 0 312 0 0 0 267 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.92 0.00 Uniform Delay (d1), s/veh 0.0 0.0 33.6 0.0 0.0 0.0 33.3 0.0 Incr Delay (d2), s/veh 0.0 0.0 3.8 0.0 0.0 0.0 3.6 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 37.4 0.0 0.0 0.0 36.9 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 2.3 0.0 0.0 0.0 1.8 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.3 0.0 0.0 0.0 0.3 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 2.6 0.0 0.0 0.0 2.1 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.01 0.00 0.00 0.00 0.01 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 43.9
HCM 7th LOS D
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 91 307 43 41 332 35 50 106 55 44 76 107 Future Volume (veh/h) 91 307 43 41 332 35 50 106 55 44 76 107 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 112 379 53 50 405 43 54 114 59 54 93 130 Peak Hour Factor 0.81 0.81 0.81 0.82 0.82 0.82 0.93 0.93 0.93 0.82 0.82 0.82 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 506 840 706 417 747 628 0 190 160 0 231 194
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 0.31 0.48 0.48 0.25 0.43 0.43 0.00 0.11 0.11 0.00 0.13 0.13 Unsig. Movement Delay
Ln Grp Delay, s/veh 24.1 17.5 13.1 26.8 22.5 15.8 0.0 42.5 39.8 0.0 38.1 42.3 Ln Grp LOS C B B C C B D D D D
Approach Vol, veh/h 544 498 173 223
Approach Delay, s/veh 18.5 22.4 41.6 40.6
Approach LOS B C D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 4 3 6 5 8 7
Case No 3.0 0.0 3.0 2.0 3.0 0.0 3.0 2.0
Phs Duration (G+Y+Rc), s 14.2 2.2 49.0 27.7 16.3 0.0 44.0 32.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 18.0 4.0 43.0 4.0 18.0 4.0 38.0 9.0 Max Allow Headway (MAH), s 4.1 0.0 4.1 4.1 4.2 0.0 4.0 4.1 Max Q Clear (g_c+l1), s 7.8 0.0 15.4 4.2 9.9 0.0 18.1 6.7 Green Ext Time (g_e), s 0.4 0.0 1.6 0.0 0.5 0.0 1.5 0.1 Prob of Phs Call (p_c) 1.00 0.00 1.00 0.73 1.00 0.00 1.00 0.94 Prob of Max Out (p_x) 0.01 0.00 0.00 1.00 0.08 0.00 0.00 1.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 0 1641 0 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 1737 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 0 1 0 3 0 5 0 7
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot)
Lanes in Grp 0 0 0 1 0 0 0 1
Grp Vol (v), veh/h 0 0 0 50 0 0 0 112
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 0 0 0 1641
Q Serve Time (g_s), s 0.0 0.0 0.0 2.2 0.0 0.0 0.0 4.7
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 2.2 0.0 0.0 0.0 4.7 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 0.00 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 0 417 0 0 0 506
V/C Ratio (X) 0.00 0.00 0.00 0.12 0.00 0.00 0.00 0.22
Avail Cap (c_a), veh/h 0 0 0 417 0 0 0 506
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.97 Uniform Delay (d1), s/veh 0.0 0.0 0.0 26.7 0.0 0.0 0.0 23.9 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.0 0.0 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 0.0 0.0 26.8 0.0 0.0 0.0 24.1 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.8 0.0 0.0 0.0 1.7 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 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.8 0.0 0.0 0.0 1.7 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.10 0.00 0.00 0.00 0.22 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 6 0 8 0
Lane Assignment T T T T
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 114 0 379 0 93 0 405 0
Grp Sat Flow (s), veh/h/ln 1737 0 1737 0 1737 0 1737 0
Q Serve Time (g_s), s 5.8 0.0 13.4 0.0 4.6 0.0 16.1 0.0 Cycle Q Clear Time (g_c), s 5.8 0.0 13.4 0.0 4.6 0.0 16.1 0.0 Lane Grp Cap (c), veh/h 190 0 840 0 231 0 747 0
V/C Ratio (X) 0.60 0.00 0.45 0.00 0.40 0.00 0.54 0.00
Avail Cap (c_a), veh/h 374 0 840 0 374 0 747 0
Upstream Filter (I) 1.00 0.00 0.97 0.00 0.99 0.00 1.00 0.00 Uniform Delay (d1), s/veh 39.5 0.0 15.8 0.0 37.0 0.0 19.7 0.0 Incr Delay (d2), s/veh 3.0 0.0 1.7 0.0 1.1 0.0 2.8 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 42.5 0.0 17.5 0.0 38.1 0.0 22.5 0.0 1st-Term Q (Q1), veh/ln 2.3 0.0 4.5 0.0 1.8 0.0 5.6 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.2 0.0 0.4 0.0 0.1 0.0 0.6 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.5 0.0 4.9 0.0 1.9 0.0 6.2 0.0 %ile Storage Ratio (RQ%) 0.04 0.00 0.03 0.00 0.02 0.00 0.07 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 12 0 14 0 16 0 18 0
Lane Assignment R R R R
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 59 0 53 0 130 0 43 0
Grp Sat Flow (s), veh/h/ln 1460 0 1460 0 1460 0 1460 0
Q Serve Time (g_s), s 3.5 0.0 1.8 0.0 7.9 0.0 1.6 0.0
Cycle Q Clear Time (g_c), s 3.5 0.0 1.8 0.0 7.9 0.0 1.6 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) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 160 0 706 0 194 0 628 0
V/C Ratio (X) 0.37 0.00 0.08 0.00 0.67 0.00 0.07 0.00
Avail Cap (c_a), veh/h 314 0 706 0 314 0 628 0
Upstream Filter (I) 1.00 0.00 0.97 0.00 0.99 0.00 1.00 0.00 Uniform Delay (d1), s/veh 38.4 0.0 12.9 0.0 38.4 0.0 15.6 0.0 Incr Delay (d2), s/veh 1.4 0.0 0.2 0.0 3.9 0.0 0.2 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 39.8 0.0 13.1 0.0 42.3 0.0 15.8 0.0 1st-Term Q (Q1), veh/ln 1.2 0.0 0.5 0.0 2.6 0.0 0.5 0.0 2nd-Term Q (Q2), veh/ln 0.1 0.0 0.0 0.0 0.2 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 1.2 0.0 0.6 0.0 2.8 0.0 0.5 0.0 %ile Storage Ratio (RQ%) 1.04 0.00 0.09 0.00 1.44 0.00 0.09 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 26.0
HCM 7th LOS C
HCM 7th TWSC AM 2023+Project
7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 20.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 27 367 14 47 330 35 43 27 111 85 12 37 Future Vol, veh/h 27 367 14 47 330 35 43 27 111 85 12 37 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 200 - 200 120 - 120 - - - 150 - 150
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 75 75 75 75 75 75 77 77 77
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 31 427 16 63 440 47 57 36 148 110 16 48
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 487 0 0 443 0 0 1063 1102 427 1073 1071 440 Stage 1 - - - - - - 490 490 - 565 565 -
Stage 2 - - - - - - 573 612 - 508 506 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 1076 - - 1117 - - 201 204 628 198 213 617 Stage 1 - - - - - - 560 534 - 509 494 -
Stage 2 - - - - - - 504 470 - 548 525 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1076 - - 1117 - - 157 187 628 114 195 617 Mov Cap-2 Maneuver - - - - - - 157 187 - 114 195 -
Stage 1 - - - - - - 544 519 - 481 466 -
Stage 2 - - - - - - 424 444 - 378 510 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.56 0.96 50.13 99.14

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) 304 1076 - - 1117 - - 114 195 617
HCM Lane V/C Ratio 0.793 0.029 - - 0.056 - - 0.971 0.08 0.078 HCM Control Delay (s/veh) 50.1 8.4 - - 8.4 - - 147.8 25.1 11.3 HCM Lane LOS F A - - A - - F D B
HCM 95th %tile Q(veh) 6.4 0.1 - - 0.2 - - 6.2 0.3 0.3
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 118 422 21 4 331 90 4 15 3 103 7 85 Future Volume (veh/h) 118 422 21 4 331 90 4 15 3 103 7 85 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 134 480 24 5 430 117 8 31 6 175 12 144 Peak Hour Factor 0.88 0.88 0.88 0.77 0.77 0.77 0.48 0.48 0.48 0.59 0.59 0.59 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 208 572 481 164 525 441 25 99 19 215 15 177
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 0.33 0.33 0.10 0.30 0.30 0.09 0.09 0.06 0.26 0.26 0.23 Unsig. Movement Delay
Ln Grp Delay, s/veh 35.8 29.2 16.2 28.7 29.7 19.0 31.7 0.0 0.0 35.1 0.0 0.0 Ln Grp LOS D C B C C B C D
Approach Vol, veh/h 638 552 45 331
Approach Delay, s/veh 30.1 27.5 31.7 35.1
Approach LOS C C C D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 7 8
Case No 12.0 12.0 3.0 2.0 2.0 3.0
Phs Duration (G+Y+Rc), s 22.3 10.0 27.2 11.0 12.9 25.3
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 18.0 18.0 27.0 4.0 7.0 24.0
Max Allow Headway (MAH), s 4.2 4.1 4.0 4.1 4.1 4.1
Max Q Clear (g_c+l1), s 16.0 3.8 20.1 2.2 7.5 18.2
Green Ext Time (g_e), s 0.3 0.1 1.1 0.0 0.0 1.1
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.09 0.93 1.00
Prob of Max Out (p_x) 1.00 0.00 0.32 1.00 1.00 0.53
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 831 299 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 57 1158 1737 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 684 224 1460 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 1 0
Grp Vol (v), veh/h 331 45 0 5 0 0 134 0
Grp Sat Flow (s), veh/h/ln 1572 1682 0 1641 0 0 1641 0
Q Serve Time (g_s), s 14.0 1.8 0.0 0.2 0.0 0.0 5.5 0.0
Cycle Q Clear Time (g_c), s 14.0 1.8 0.0 0.2 0.0 0.0 5.5 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) 0.53 0.18 0.00 1.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 407 143 0 164 0 0 208 0
V/C Ratio (X) 0.81 0.31 0.00 0.03 0.00 0.00 0.64 0.00
Avail Cap (c_a), veh/h 446 477 0 164 0 0 209 0
Upstream Filter (I) 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 24.9 30.4 0.0 28.7 0.0 0.0 29.3 0.0 Incr Delay (d2), s/veh 10.2 1.2 0.0 0.1 0.0 0.0 6.6 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 35.1 31.7 0.0 28.7 0.0 0.0 35.8 0.0 1st-Term Q (Q1), veh/ln 4.5 0.6 0.0 0.1 0.0 0.0 1.9 0.0 2nd-Term Q (Q2), veh/ln 1.2 0.0 0.0 0.0 0.0 0.0 0.4 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%) 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 5.6 0.7 0.0 0.1 0.0 0.0 2.3 0.0 %ile Storage Ratio (RQ%) 0.08 0.01 0.00 0.02 0.00 0.00 0.83 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 6 2 4 0 0 0 0 8
Lane Assignment T T
Lanes in Grp 0 0 1 0 0 0 0 1
Grp Vol (v), veh/h 0 0 480 0 0 0 0 430
Grp Sat Flow (s), veh/h/ln 0 0 1737 0 0 0 0 1737
Q Serve Time (g_s), s 0.0 0.0 18.1 0.0 0.0 0.0 0.0 16.2 Cycle Q Clear Time (g_c), s 0.0 0.0 18.1 0.0 0.0 0.0 0.0 16.2 Lane Grp Cap (c), veh/h 0 0 572 0 0 0 0 525
V/C Ratio (X) 0.00 0.00 0.84 0.00 0.00 0.00 0.00 0.82
Avail Cap (c_a), veh/h 0 0 715 0 0 0 0 641
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 21.9 0.0 0.0 0.0 0.0 22.8 Incr Delay (d2), s/veh 0.0 0.0 7.3 0.0 0.0 0.0 0.0 6.9
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 0.0 29.2 0.0 0.0 0.0 0.0 29.7 1st-Term Q (Q1), veh/ln 0.0 0.0 6.0 0.0 0.0 0.0 0.0 5.5 HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 1.2 0.0 0.0 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%) 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 7.2 0.0 0.0 0.0 0.0 6.5 %ile Storage Ratio (RQ%) 0.00 0.00 0.08 0.00 0.00 0.00 0.00 0.07 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 16 12 14 0 0 0 0 18
Lane Assignment R R
Lanes in Grp 0 0 1 0 0 0 0 1
Grp Vol (v), veh/h 0 0 24 0 0 0 0 117
Grp Sat Flow (s), veh/h/ln 0 0 1460 0 0 0 0 1460
Q Serve Time (g_s), s 0.0 0.0 0.8 0.0 0.0 0.0 0.0 4.3
Cycle Q Clear Time (g_c), s 0.0 0.0 0.8 0.0 0.0 0.0 0.0 4.3 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) 0.44 0.13 1.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 481 0 0 0 0 441
V/C Ratio (X) 0.00 0.00 0.05 0.00 0.00 0.00 0.00 0.27
Avail Cap (c_a), veh/h 0 0 601 0 0 0 0 539
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 16.1 0.0 0.0 0.0 0.0 18.7 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3
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 0.0 16.2 0.0 0.0 0.0 0.0 19.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.0 1.2 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%) 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.0 1.3 %ile Storage Ratio (RQ%) 0.00 0.00 0.29 0.00 0.00 0.00 0.00 1.61 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 30.3
HCM 7th LOS C
HCM 7th TWSC AM 2023+Project
9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
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 65 455 5 3 314 31 4 0 2 37 0 110
Future Vol, veh/h 65 455 5 3 314 31 4 0 2 37 0 110
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 70 - - 50 - 300 - - - - - 200
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 73 73 73 82 82 82 50 50 50 67 67 67
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 89 623 7 4 383 38 8 0 4 55 0 164
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 421 0 0 630 0 0 1195 1233 627 1192 1198 383 Stage 1 - - - - - - 805 805 - 390 390 -
Stage 2 - - - - - - 390 428 - 801 808 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 1138 - - 952 - - 163 170 484 164 178 664 Stage 1 - - - - - - 376 383 - 634 592 -
Stage 2 - - - - - - 634 569 - 378 381 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1138 - - 952 - - 113 156 484 149 164 664 Mov Cap-2 Maneuver - - - - - - 113 156 - 149 164 -
Stage 1 - - - - - - 347 353 - 632 590 -
Stage 2 - - - - - - 475 567 - 345 351 -
Approach EB WB NB SB
HCM Control Delay, s/v 1.04 0.08 30.78 19.84

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 152 1138 - - 952 - - 149 664
HCM Lane V/C Ratio 0.079 0.078 - - 0.004 - - 0.37 0.247 HCM Control Delay (s/veh) 30.8 8.4 - - 8.8 - - 42.6 12.2 HCM Lane LOS D A - - A - - E B
HCM 95th %tile Q(veh) 0.3 0.3 - - 0 - - 1.6 1
HCM 7th Signalized Intersection Capacity Analysis AM 2043 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 127 975 165 120 692 215 236 772 175 173 538 97 Future Volume (veh/h) 127 975 165 120 692 215 236 772 175 173 538 97 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 0.97 1.00 0.98 1.00 0.98 1.00 0.98 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 140 1071 181 140 805 250 299 977 222 184 572 103 Peak Hour Factor 0.91 0.91 0.91 0.86 0.86 0.86 0.79 0.79 0.79 0.94 0.94 0.94 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 224 1527 423 224 1527 429 436 1238 500 299 1085 437 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 0.07 0.30 0.30 0.07 0.30 0.30 0.14 0.35 0.35 0.09 0.31 0.31 Unsig. Movement Delay
Ln Grp Delay, s/veh 43.7 27.3 9.4 43.7 25.1 12.4 39.1 27.2 22.0 40.8 24.9 22.4 Ln Grp LOS D C A D C B D C C D C C
Approach Vol, veh/h 1392 1195 1498 859
Approach Delay, s/veh 26.6 24.6 28.8 28.0
Approach LOS C C C C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 4 3 5 6 7 8
Case No 3.0 2.0 3.0 2.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 33.6 12.0 29.4 10.0 15.7 30.0 10.0 29.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 34.5 6.0 30.5 4.0 10.0 30.5 4.0 30.5 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 Max Q Clear (g_c+l1), s 23.0 6.7 17.8 5.6 9.6 13.3 5.6 13.2 Green Ext Time (g_e), s 4.3 0.0 4.7 0.0 0.1 2.6 0.0 4.4 Prob of Phs Call (p_c) 1.00 0.99 1.00 0.96 1.00 1.00 0.96 1.00 Prob of Max Out (p_x) 0.29 1.00 0.24 1.00 1.00 0.01 1.00 0.07 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 3183 3183 3183 3183
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 5106 3554 5106
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1434 1415 1430 1433
Left Lane Group Data
Assigned Mvmt 0 1 0 3 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 0 2 0 2 2 0 2 0
Grp Vol (v), veh/h 0 184 0 140 299 0 140 0
Grp Sat Flow (s), veh/h/ln 0 1591 0 1591 1591 0 1591 0
Q Serve Time (g_s), s 0.0 4.7 0.0 3.6 7.6 0.0 3.6 0.0
Cycle Q Clear Time (g_c), s 0.0 4.7 0.0 3.6 7.6 0.0 3.6 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 0 299 0 224 436 0 224 0
V/C Ratio (X) 0.00 0.61 0.00 0.62 0.69 0.00 0.62 0.00
Avail Cap (c_a), veh/h 0 299 0 224 449 0 224 0
Upstream Filter (I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 37.1 0.0 38.4 35.0 0.0 38.4 0.0 Incr Delay (d2), s/veh 0.0 3.7 0.0 5.3 4.2 0.0 5.3 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 40.8 0.0 43.7 39.1 0.0 43.7 0.0 1st-Term Q (Q1), veh/ln 0.0 1.7 0.0 1.3 2.7 0.0 1.3 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.2 0.3 0.0 0.2 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 1.9 0.0 1.5 3.0 0.0 1.5 0.0 %ile Storage Ratio (RQ%) 0.00 0.24 0.00 0.19 0.38 0.00 0.19 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 2 0 3 0 0 2 0 3
Grp Vol (v), veh/h 977 0 1071 0 0 572 0 805
Grp Sat Flow (s), veh/h/ln 1777 0 1702 0 0 1777 0 1702
Q Serve Time (g_s), s 21.0 0.0 15.8 0.0 0.0 11.3 0.0 11.2 Cycle Q Clear Time (g_c), s 21.0 0.0 15.8 0.0 0.0 11.3 0.0 11.2 Lane Grp Cap (c), veh/h 1238 0 1527 0 0 1085 0 1527
V/C Ratio (X) 0.79 0.00 0.70 0.00 0.00 0.53 0.00 0.53
Avail Cap (c_a), veh/h 1524 0 1950 0 0 1357 0 1950
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 24.9 0.0 26.5 0.0 0.0 24.5 0.0 24.8 Incr Delay (d2), s/veh 2.3 0.0 0.8 0.0 0.0 0.4 0.0 0.3
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 27.2 0.0 27.3 0.0 0.0 24.9 0.0 25.1 1st-Term Q (Q1), veh/ln 7.7 0.0 5.7 0.0 0.0 4.2 0.0 4.0 HCM 7th Signalized Intersection Capacity Analysis AM 2043 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.4 0.0 0.1 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%) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 8.1 0.0 5.8 0.0 0.0 4.3 0.0 4.0 %ile Storage Ratio (RQ%) 0.08 0.00 0.02 0.00 0.00 0.07 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 12 0 14 0 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 1 0 1 0 0 1 0 1
Grp Vol (v), veh/h 222 0 181 0 0 103 0 250
Grp Sat Flow (s), veh/h/ln 1434 0 1415 0 0 1430 0 1433
Q Serve Time (g_s), s 10.2 0.0 5.3 0.0 0.0 4.6 0.0 8.4
Cycle Q Clear Time (g_c), s 10.2 0.0 5.3 0.0 0.0 4.6 0.0 8.4 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) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 500 0 423 0 0 437 0 429
V/C Ratio (X) 0.44 0.00 0.43 0.00 0.00 0.24 0.00 0.58
Avail Cap (c_a), veh/h 615 0 541 0 0 546 0 547
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 21.4 0.0 8.7 0.0 0.0 22.1 0.0 11.2 Incr Delay (d2), s/veh 0.6 0.0 0.7 0.0 0.0 0.3 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 22.0 0.0 9.4 0.0 0.0 22.4 0.0 12.4 1st-Term Q (Q1), veh/ln 3.0 0.0 2.4 0.0 0.0 1.4 0.0 3.5 2nd-Term Q (Q2), veh/ln 0.1 0.0 0.1 0.0 0.0 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%) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 3.1 0.0 2.5 0.0 0.0 1.4 0.0 3.7 %ile Storage Ratio (RQ%) 0.39 0.00 0.32 0.00 0.00 0.18 0.00 0.46 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 27.0
HCM 7th LOS C
HCM 7th AWSC AM 2043
2: Ashe Rd & Berkshire Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh435.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 2 4 16 5 267 12 826 76 413 624 10
Future Vol, veh/h 4 2 4 16 5 267 12 826 76 413 624 10
Peak Hour Factor 0.63 0.63 0.63 0.77 0.77 0.77 0.83 0.83 0.83 0.94 0.94 0.94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 6 3 6 21 6 347 14 995 92 439 664 11
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay, s/veh17.1 29 464.7 548.5

HCM LOS C D F F
Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 1% 40% 6% 40% 0%
Vol Thru, % 90% 20% 2% 60% 0%
Vol Right, % 8% 40% 93% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 914 10 288 1037 10
LT Vol 12 4 16 413 0
Through Vol 826 2 5 624 0
RT Vol 76 4 267 0 10
Lane Flow Rate 1101 16 374 1103 11
Geometry Grp 4a 2 2 5 5
Degree of Util (X) 1.974 0.038 0.684 2.173 0.018
Departure Headway (Hd) 7.917 13.572 8.852 8.273 7.338
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 474 266 411 452 491
Service Time 5.917 11.572 6.852 5.973 5.038
HCM Lane V/C Ratio 2.323 0.06 0.91 2.44 0.022
HCM Control Delay, s/veh 464.7 17.1 29 553.7 10.2
HCM Lane LOS F C D F B
HCM 95th-tile Q 60.9 0.1 5 68.9 0.1
HCM 7th AWSC AM 2043
3: Ashe Rd & McCutchen Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh835.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 132 458 96 24 691 449 193 597 12 103 296 76 Future Vol, veh/h 132 458 96 24 691 449 193 597 12 103 296 76 Peak Hour Factor 0.78 0.78 0.78 0.84 0.84 0.84 0.87 0.87 0.87 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 169 587 123 29 823 535 222 686 14 116 333 85
Number of Lanes 0 1 1 0 1 0 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 2
HCM Control Delay, s/veh481.2 1331.2 711.5 343.6

HCM LOS F F F F
Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1 SBLn1
Vol Left, % 24% 0% 22% 0% 2% 22%
Vol Thru, % 76% 0% 78% 0% 59% 62%
Vol Right, % 0% 100% 0% 100% 39% 16%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 790 12 590 96 1164 475
LT Vol 193 0 132 0 24 103
Through Vol 597 0 458 0 691 296
RT Vol 0 12 0 96 449 76
Lane Flow Rate 908 14 756 123 1386 534
Geometry Grp 5 5 5 5 4b 4b
Degree of Util (X) 2.485 0.035 2.068 0.309 3.847 1.508
Departure Headway (Hd) 19.635 18.747 25.294 24.421 20.27 34.8 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 200 192 151 149 194 112
Service Time 17.335 16.447 22.994 22.121 18.27 32.8
HCM Lane V/C Ratio 4.54 0.073 5.007 0.826 7.144 4.768
HCM Control Delay, s/veh 722 22.1 553.4 37.7 1331.2 343.6 HCM Lane LOS F C F E F F
HCM 95th-tile Q 38.5 0.1 23.7 1.2 67 11.6
HCM 7th Signalized Intersection Capacity Analysis AM 2043 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 6 5 12 3 194 6 301 32 92 154 1 Future Volume (veh/h) 5 6 5 12 3 194 6 301 32 92 154 1
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 6 7 6 14 4 228 7 346 37 107 179 1
Peak Hour Factor 0.83 0.83 0.83 0.85 0.85 0.85 0.87 0.87 0.87 0.86 0.86 0.86 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 10 150 128 22 5 263 12 1017 794 134 1157 903 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 0.01 0.16 0.16 0.01 0.17 0.17 0.01 0.54 0.54 0.08 0.62 0.62 Unsig. Movement Delay
Ln Grp Delay, s/veh 89.1 0.0 32.0 72.6 0.0 53.4 84.6 12.4 9.7 50.9 7.5 6.6 Ln Grp LOS F C E D F B A D A A
Approach Vol, veh/h 19 246 390 287
Approach Delay, s/veh 50.0 54.5 13.4 23.7
Approach LOS D D B C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 4.0 2.0 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 11.9 53.5 5.7 19.0 5.1 60.2 5.1 19.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 14.5 33.5 4.5 19.5 4.5 43.5 4.5 19.5 Max Allow Headway (MAH), s 4.1 4.0 4.1 4.1 4.1 4.0 4.1 4.3 Max Q Clear (g_c+l1), s 7.8 11.3 2.8 2.6 2.4 5.6 2.3 14.8 Green Ext Time (g_e), s 0.1 1.3 0.0 0.0 0.0 0.6 0.0 0.4 Prob of Phs Call (p_c) 0.93 1.00 0.30 1.00 0.16 1.00 0.14 1.00 Prob of Max Out (p_x) 0.08 0.00 1.00 0.00 1.00 0.00 1.00 0.80 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 1870 930 1870 27
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 797 1460 1562
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 107 0 14 0 7 0 6 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 5.8 0.0 0.8 0.0 0.4 0.0 0.3 0.0
Cycle Q Clear Time (g_c), s 5.8 0.0 0.8 0.0 0.4 0.0 0.3 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) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 134 0 22 0 12 0 10 0
V/C Ratio (X) 0.80 0.00 0.65 0.00 0.60 0.00 0.59 0.00
Avail Cap (c_a), veh/h 264 0 82 0 82 0 82 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.99 0.00 1.00 0.00 Uniform Delay (d1), s/veh 40.6 0.0 44.2 0.0 44.6 0.0 44.6 0.0 Incr Delay (d2), s/veh 10.3 0.0 28.4 0.0 40.0 0.0 44.5 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 50.9 0.0 72.6 0.0 84.6 0.0 89.1 0.0 1st-Term Q (Q1), veh/ln 2.2 0.0 0.3 0.0 0.1 0.0 0.1 0.0 2nd-Term Q (Q2), veh/ln 0.4 0.0 0.2 0.0 0.1 0.0 0.1 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.5 0.0 0.5 0.0 0.3 0.0 0.3 0.0 %ile Storage Ratio (RQ%) 0.65 0.00 0.08 0.00 0.04 0.00 0.03 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 8
Lane Assignment T T
Lanes in Grp 0 1 0 0 0 1 0 0
Grp Vol (v), veh/h 0 346 0 0 0 179 0 0
Grp Sat Flow (s), veh/h/ln 0 1870 0 0 0 1870 0 0
Q Serve Time (g_s), s 0.0 9.3 0.0 0.0 0.0 3.6 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 9.3 0.0 0.0 0.0 3.6 0.0 0.0 Lane Grp Cap (c), veh/h 0 1017 0 0 0 1157 0 0
V/C Ratio (X) 0.00 0.34 0.00 0.00 0.00 0.15 0.00 0.00
Avail Cap (c_a), veh/h 0 1017 0 0 0 1157 0 0
Upstream Filter (I) 0.00 0.99 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 11.5 0.0 0.0 0.0 7.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.9 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 12.4 0.0 0.0 0.0 7.5 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 3.1 0.0 0.0 0.0 1.1 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2043 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.3 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 1.00 %ile Back of Q (50%), veh/ln 0.0 3.4 0.0 0.0 0.0 1.2 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.03 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 18
Lane Assignment R T+R R T+R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 37 0 13 0 1 0 232
Grp Sat Flow (s), veh/h/ln 0 1460 0 1727 0 1460 0 1589
Q Serve Time (g_s), s 0.0 1.1 0.0 0.6 0.0 0.0 0.0 12.8
Cycle Q Clear Time (g_c), s 0.0 1.1 0.0 0.6 0.0 0.0 0.0 12.8 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) 0.00 1.00 0.00 0.46 0.00 1.00 0.00 0.98 Lane Grp Cap (c), veh/h 0 794 0 278 0 903 0 267
V/C Ratio (X) 0.00 0.05 0.00 0.05 0.00 0.00 0.00 0.87
Avail Cap (c_a), veh/h 0 794 0 374 0 903 0 344
Upstream Filter (I) 0.00 0.99 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 9.6 0.0 31.9 0.0 6.6 0.0 36.5 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.1 0.0 0.0 0.0 16.9 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 9.7 0.0 32.0 0.0 6.6 0.0 53.4 1st-Term Q (Q1), veh/ln 0.0 0.3 0.0 0.2 0.0 0.0 0.0 4.6 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 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%) 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 0.3 0.0 0.2 0.0 0.0 0.0 5.8 %ile Storage Ratio (RQ%) 0.00 0.04 0.00 0.01 0.00 0.00 0.00 0.05 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 28.0
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis AM 2043 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 117 18 50 77 97 11 458 86 58 389 32 Future Volume (veh/h) 39 117 18 50 77 97 11 458 86 58 389 32 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 49 148 23 57 89 111 13 533 100 67 447 37 Peak Hour Factor 0.79 0.79 0.79 0.87 0.87 0.87 0.86 0.86 0.86 0.87 0.87 0.87 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 82 208 32 82 246 207 12 511 96 64 427 35
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 0.05 0.14 0.13 0.05 0.14 0.14 0.37 0.37 0.35 0.31 0.31 0.29 Unsig. Movement Delay
Ln Grp Delay, s/veh 67.1 0.0 65.7 75.9 50.2 56.3 86.2 0.0 0.0 93.8 0.0 0.0 Ln Grp LOS E E E D E F F
Approach Vol, veh/h 220 257 646 551
Approach Delay, s/veh 66.0 58.5 86.2 93.8
Approach LOS E E F F
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 7 8
Case No 12.0 12.0 4.0 2.0 2.0 3.0
Phs Duration (G+Y+Rc), s 41.0 48.0 21.0 10.0 10.0 21.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 35.0 42.0 15.0 4.0 4.0 15.0
Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.1 4.2
Max Q Clear (g_c+l1), s 39.0 46.0 13.6 6.1 5.5 10.5
Green Ext Time (g_e), s 0.0 0.0 0.1 0.0 0.0 0.3
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.85 0.80 1.00
Prob of Max Out (p_x) 1.00 1.00 0.00 1.00 1.00 0.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 207 34 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 1384 1393 1468 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 115 261 228 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 1 0
Grp Vol (v), veh/h 551 646 0 57 0 0 49 0
Grp Sat Flow (s), veh/h/ln 1706 1688 0 1641 0 0 1641 0
Q Serve Time (g_s), s 37.0 44.0 0.0 4.1 0.0 0.0 3.5 0.0 Cycle Q Clear Time (g_c), s 37.0 44.0 0.0 4.1 0.0 0.0 3.5 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) 0.12 0.02 0.00 1.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 526 619 0 82 0 0 82 0
V/C Ratio (X) 1.05 1.04 0.00 0.69 0.00 0.00 0.60 0.00
Avail Cap (c_a), veh/h 526 619 0 82 0 0 82 0
Upstream Filter (I) 1.00 1.00 0.00 0.87 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 41.6 38.2 0.0 56.1 0.0 0.0 55.8 0.0 Incr Delay (d2), s/veh 52.2 48.0 0.0 19.8 0.0 0.0 11.3 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 93.8 86.2 0.0 75.9 0.0 0.0 67.1 0.0 1st-Term Q (Q1), veh/ln 14.5 16.8 0.0 1.6 0.0 0.0 1.4 0.0 2nd-Term Q (Q2), veh/ln 7.6 8.3 0.0 0.5 0.0 0.0 0.3 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%) 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 22.1 25.0 0.0 2.1 0.0 0.0 1.7 0.0 %ile Storage Ratio (RQ%) 0.24 0.14 0.00 0.01 0.00 0.00 0.01 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 6.2 6.7 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 0.3 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 0 8
Lane Assignment T
Lanes in Grp 0 0 0 0 0 0 0 1
Grp Vol (v), veh/h 0 0 0 0 0 0 0 89
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 0 1737
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.6
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.6 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 0 246
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.36
Avail Cap (c_a), veh/h 0 0 0 0 0 0 0 246
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.87 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 46.6 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.6
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 0.0 0.0 0.0 0.0 0.0 0.0 50.2 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 HCM 7th Signalized Intersection Capacity Analysis AM 2043 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 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 1.00 1.00 0.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.6 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 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 16 12 14 0 0 0 0 18
Lane Assignment T+R R
Lanes in Grp 0 0 1 0 0 0 0 1
Grp Vol (v), veh/h 0 0 171 0 0 0 0 111
Grp Sat Flow (s), veh/h/ln 0 0 1696 0 0 0 0 1460
Q Serve Time (g_s), s 0.0 0.0 11.6 0.0 0.0 0.0 0.0 8.5
Cycle Q Clear Time (g_c), s 0.0 0.0 11.6 0.0 0.0 0.0 0.0 8.5 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) 0.07 0.15 0.13 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 240 0 0 0 0 207
V/C Ratio (X) 0.00 0.00 0.71 0.00 0.00 0.00 0.00 0.54
Avail Cap (c_a), veh/h 0 0 240 0 0 0 0 207
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.87 Uniform Delay (d1), s/veh 0.0 0.0 49.3 0.0 0.0 0.0 0.0 47.8 Incr Delay (d2), s/veh 0.0 0.0 16.4 0.0 0.0 0.0 0.0 8.4 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 0.0 65.7 0.0 0.0 0.0 0.0 56.3 1st-Term Q (Q1), veh/ln 0.0 0.0 4.7 0.0 0.0 0.0 0.0 3.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 1.1 0.0 0.0 0.0 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%) 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 5.8 0.0 0.0 0.0 0.0 3.4 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.00 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 Intersection Summary
HCM 7th Control Delay, s/veh 81.8
HCM 7th LOS F
HCM 7th Signalized Intersection Capacity Analysis AM 2043 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 465 21 11 467 55 43 119 31 82 47 103 Future Volume (veh/h) 43 465 21 11 467 55 43 119 31 82 47 103 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 53 574 26 13 570 67 46 128 33 100 57 126 Peak Hour Factor 0.81 0.81 0.81 0.82 0.82 0.82 0.93 0.93 0.93 0.82 0.82 0.82 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 93 1013 852 343 1278 1074 0 186 156 0 187 157 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 0.06 0.58 0.58 0.21 0.74 0.74 0.00 0.11 0.11 0.00 0.11 0.11 Unsig. Movement Delay
Ln Grp Delay, s/veh 59.2 17.3 10.7 37.9 7.4 2.6 0.0 56.1 49.6 0.0 50.3 46.2 Ln Grp LOS E B B D A A E D D D
Approach Vol, veh/h 653 650 161 183
Approach Delay, s/veh 20.4 7.5 54.8 47.5
Approach LOS C A D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 4 3 6 5 7 8
Case No 3.0 0.0 3.0 2.0 3.0 0.0 2.0 3.0
Phs Duration (G+Y+Rc), s 16.8 0.1 74.0 29.1 16.9 0.0 10.8 92.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 20.0 4.0 68.0 4.0 20.0 4.0 9.0 63.0 Max Allow Headway (MAH), s 4.1 0.0 4.0 4.1 4.2 0.0 4.1 4.0 Max Q Clear (g_c+l1), s 10.5 0.0 26.7 2.8 10.5 0.0 5.8 17.5 Green Ext Time (g_e), s 0.3 0.0 2.4 0.0 0.4 0.0 0.0 2.6 Prob of Phs Call (p_c) 1.00 0.00 1.00 0.35 1.00 0.00 0.83 1.00 Prob of Max Out (p_x) 0.01 0.00 0.00 1.00 0.02 0.00 1.00 0.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 0 1641 0 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 1737 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 0 1 0 3 0 5 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot)
Lanes in Grp 0 0 0 1 0 0 1 0
Grp Vol (v), veh/h 0 0 0 13 0 0 53 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 0 0 1641 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.8 0.0 0.0 3.8 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.8 0.0 0.0 3.8 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 0.00 0.00 1.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 343 0 0 93 0
V/C Ratio (X) 0.00 0.00 0.00 0.04 0.00 0.00 0.57 0.00
Avail Cap (c_a), veh/h 0 0 0 343 0 0 150 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.74 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 37.8 0.0 0.0 55.2 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 4.0 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 37.9 0.0 0.0 59.2 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.3 0.0 0.0 1.5 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.1 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 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.3 0.0 0.0 1.6 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.04 0.00 0.00 0.20 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 6 0 0 8
Lane Assignment T T T T
Lanes in Grp 1 0 1 0 1 0 0 1
Grp Vol (v), veh/h 128 0 574 0 57 0 0 570
Grp Sat Flow (s), veh/h/ln 1737 0 1737 0 1737 0 0 1737
Q Serve Time (g_s), s 8.5 0.0 24.7 0.0 3.6 0.0 0.0 15.5 Cycle Q Clear Time (g_c), s 8.5 0.0 24.7 0.0 3.6 0.0 0.0 15.5 Lane Grp Cap (c), veh/h 186 0 1013 0 187 0 0 1278
V/C Ratio (X) 0.69 0.00 0.57 0.00 0.30 0.00 0.00 0.45
Avail Cap (c_a), veh/h 318 0 1013 0 318 0 0 1278
Upstream Filter (I) 1.00 0.00 0.74 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 51.7 0.0 15.6 0.0 49.4 0.0 0.0 6.2 Incr Delay (d2), s/veh 4.5 0.0 1.7 0.0 0.9 0.0 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 56.1 0.0 17.3 0.0 50.3 0.0 0.0 7.4 1st-Term Q (Q1), veh/ln 3.6 0.0 8.5 0.0 1.5 0.0 0.0 4.1 HCM 7th Signalized Intersection Capacity Analysis AM 2043 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.2 0.0 0.5 0.0 0.0 0.0 0.0 0.4 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 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 3.8 0.0 8.9 0.0 1.6 0.0 0.0 4.5 %ile Storage Ratio (RQ%) 0.06 0.00 0.05 0.00 0.02 0.00 0.00 0.05 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 16 0 0 18
Lane Assignment R R R R
Lanes in Grp 1 0 1 0 1 0 0 1
Grp Vol (v), veh/h 33 0 26 0 126 0 0 67
Grp Sat Flow (s), veh/h/ln 1460 0 1460 0 1460 0 0 1460
Q Serve Time (g_s), s 2.5 0.0 0.9 0.0 8.5 0.0 0.0 1.1
Cycle Q Clear Time (g_c), s 2.5 0.0 0.9 0.0 8.5 0.0 0.0 1.1 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) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 156 0 852 0 157 0 0 1074
V/C Ratio (X) 0.21 0.00 0.03 0.00 0.80 0.00 0.00 0.06
Avail Cap (c_a), veh/h 268 0 852 0 268 0 0 1074
Upstream Filter (I) 1.00 0.00 0.74 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 49.0 0.0 10.6 0.0 37.2 0.0 0.0 2.4 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.0 9.1 0.0 0.0 0.1
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 49.6 0.0 10.7 0.0 46.2 0.0 0.0 2.6 1st-Term Q (Q1), veh/ln 0.9 0.0 0.3 0.0 3.6 0.0 0.0 0.3 2nd-Term Q (Q2), veh/ln 0.0 0.0 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%) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.9 0.0 0.3 0.0 4.0 0.0 0.0 0.4 %ile Storage Ratio (RQ%) 0.76 0.00 0.05 0.00 2.01 0.00 0.00 0.06 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 21.7
HCM 7th LOS C
HCM 7th TWSC AM 2043
7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 444.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 468 16 97 576 72 72 104 165 130 18 35 Future Vol, veh/h 14 468 16 97 576 72 72 104 165 130 18 35 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 200 - 200 120 - 120 - - - 150 - 150
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 75 75 75 75 75 75 77 77 77
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 16 544 19 129 768 96 96 139 220 169 23 45
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 864 0 0 563 0 0 1615 1699 544 1673 1622 768 Stage 1 - - - - - - 577 577 - 1027 1027 -
Stage 2 - - - - - - 1038 1123 - 646 595 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 779 - - 1009 - - ~ 83 ~ 88 539 ~ 76 98 402 Stage 1 - - - - - - 502 488 - 283 301 -
Stage 2 - - - - - - 279 271 - 460 478 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 779 - - 1009 - - ~ 47 ~ 75 539 ~ 38 84 402 Mov Cap-2 Maneuver - - - - - - ~ 47 ~ 75 - ~ 38 84 -
Stage 1 - - - - - - 492 477 - 247 262 -
Stage 2 - - - - - - 196 236 - 189 468 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.27 1.18 $ 1560.05 $ 1245.87

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) 106 779 - - 1009 - - 38 84 402
HCM Lane V/C Ratio 4.285 0.021 - - 0.128 - - 4.398 0.279 0.113 HCM Control Delay (s/veh) $ 1560.1 9.7 - - 9.1 - $ 1740.9 - 64 15.1 HCM Lane LOS F A - - A - - F F C
HCM 95th %tile Q(veh) 47.2 0.1 - - 0.4 - - 19.5 1 0.4
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Capacity Analysis AM 2043 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 203 723 174 39 535 164 4 58 12 127 68 93 Future Volume (veh/h) 203 723 174 39 535 164 4 58 12 127 68 93 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 231 822 198 51 695 213 8 121 25 215 115 158 Peak Hour Factor 0.88 0.88 0.88 0.77 0.77 0.77 0.48 0.48 0.48 0.59 0.59 0.59 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 263 738 620 153 622 523 11 163 34 159 85 117 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 0.16 0.43 0.43 0.09 0.36 0.36 0.12 0.12 0.11 0.22 0.22 0.21 Unsig. Movement Delay
Ln Grp Delay, s/veh 76.4 103.3 24.3 52.2 111.0 31.3 57.8 0.0 0.0 221.2 0.0 0.0 Ln Grp LOS E F C D F C E F
Approach Vol, veh/h 1251 959 154 488
Approach Delay, s/veh 85.8 90.2 57.8 221.2
Approach LOS F F E F
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 8 7
Case No 12.0 12.0 3.0 2.0 3.0 2.0
Phs Duration (G+Y+Rc), s 31.0 18.8 55.0 15.2 47.0 23.2
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 25.0 18.0 49.0 4.0 41.0 12.0
Max Allow Headway (MAH), s 4.2 4.1 4.1 4.1 4.1 4.1
Max Q Clear (g_c+l1), s 29.0 12.6 53.0 5.5 45.0 18.5
Green Ext Time (g_e), s 0.0 0.2 0.0 0.0 0.0 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.82 1.00 1.00
Prob of Max Out (p_x) 1.00 0.34 0.00 1.00 0.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 708 87 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 379 1323 1737 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 521 273 1460 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 0 7
HCM 7th Signalized Intersection Capacity Analysis AM 2043 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 0 1
Grp Vol (v), veh/h 488 154 0 51 0 0 0 231
Grp Sat Flow (s), veh/h/ln 1608 1683 0 1641 0 0 0 1641
Q Serve Time (g_s), s 27.0 10.6 0.0 3.5 0.0 0.0 0.0 16.5 Cycle Q Clear Time (g_c), s 27.0 10.6 0.0 3.5 0.0 0.0 0.0 16.5 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) 0.44 0.05 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 362 208 0 153 0 0 0 263
V/C Ratio (X) 1.35 0.74 0.00 0.33 0.00 0.00 0.00 0.88
Avail Cap (c_a), veh/h 362 281 0 153 0 0 0 263
Upstream Filter (I) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 46.8 50.9 0.0 50.9 0.0 0.0 0.0 49.3 Incr Delay (d2), s/veh 174.3 6.9 0.0 1.3 0.0 0.0 0.0 27.1 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 221.2 57.8 0.0 52.2 0.0 0.0 0.0 76.4 1st-Term Q (Q1), veh/ln 10.2 4.3 0.0 1.4 0.0 0.0 0.0 6.4 2nd-Term Q (Q2), veh/ln 17.5 0.4 0.0 0.1 0.0 0.0 0.0 2.0 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%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 27.8 4.7 0.0 1.4 0.0 0.0 0.0 8.4 %ile Storage Ratio (RQ%) 0.38 0.05 0.00 0.36 0.00 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 31.6 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 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 8 0
Lane Assignment T T
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 822 0 0 0 695 0
Grp Sat Flow (s), veh/h/ln 0 0 1737 0 0 0 1737 0
Q Serve Time (g_s), s 0.0 0.0 51.0 0.0 0.0 0.0 43.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 51.0 0.0 0.0 0.0 43.0 0.0 Lane Grp Cap (c), veh/h 0 0 738 0 0 0 622 0
V/C Ratio (X) 0.00 0.00 1.11 0.00 0.00 0.00 1.12 0.00
Avail Cap (c_a), veh/h 0 0 738 0 0 0 622 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 34.5 0.0 0.0 0.0 38.5 0.0 Incr Delay (d2), s/veh 0.0 0.0 68.8 0.0 0.0 0.0 72.5 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 0.0 103.3 0.0 0.0 0.0 111.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 19.4 0.0 0.0 0.0 16.9 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2043 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 14.1 0.0 0.0 0.0 12.5 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 33.6 0.0 0.0 0.0 29.4 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.35 0.00 0.00 0.00 0.31 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 20.9 0.0 0.0 0.0 18.1 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 0.3 0.0 0.0 0.0 0.3 0.0 Right Lane Group Data
Assigned Mvmt 16 12 14 0 0 0 18 0
Lane Assignment R R
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 198 0 0 0 213 0
Grp Sat Flow (s), veh/h/ln 0 0 1460 0 0 0 1460 0
Q Serve Time (g_s), s 0.0 0.0 10.8 0.0 0.0 0.0 13.2 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 10.8 0.0 0.0 0.0 13.2 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) 0.32 0.16 1.00 0.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 620 0 0 0 523 0
V/C Ratio (X) 0.00 0.00 0.32 0.00 0.00 0.00 0.41 0.00
Avail Cap (c_a), veh/h 0 0 620 0 0 0 523 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 23.0 0.0 0.0 0.0 28.9 0.0 Incr Delay (d2), s/veh 0.0 0.0 1.4 0.0 0.0 0.0 2.3 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 24.3 0.0 0.0 0.0 31.3 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 3.5 0.0 0.0 0.0 4.3 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.3 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 3.7 0.0 0.0 0.0 4.7 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 4.70 0.00 0.00 0.00 5.92 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 108.9
HCM 7th LOS F
HCM 7th TWSC AM 2043
9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 42.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 80 786 0 5 535 56 0 0 17 63 0 159
Future Vol, veh/h 80 786 0 5 535 56 0 0 17 63 0 159
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 70 - - 50 - 300 - - - - - 200
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 73 73 73 82 82 82 50 50 50 67 67 67
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 110 1077 0 6 652 68 0 0 34 94 0 237
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 721 0 0 1077 0 0 1961 2029 1077 1961 1961 652 Stage 1 - - - - - - 1296 1296 - 665 665 -
Stage 2 - - - - - - 665 733 - 1296 1296 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 881 - - 648 - - 48 54 266 ~ 48 60 468 Stage 1 - - - - - - 199 223 - 450 444 -
Stage 2 - - - - - - 450 413 - 199 223 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 881 - - 648 - - 20 47 266 ~ 36 52 468 Mov Cap-2 Maneuver - - - - - - 20 47 - ~ 36 52 -
Stage 1 - - - - - - 175 195 - 445 440 -
Stage 2 - - - - - - 219 409 - 152 195 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.89 0.09 20.49 288.82

HCM LOS C F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 266 881 - - 648 - - 36 468
HCM Lane V/C Ratio 0.128 0.124 - - 0.009 - - 2.611 0.507 HCM Control Delay (s/veh) 20.5 9.7 - - 10.6 - -$ 966.4 20.4 HCM Lane LOS C A - - B - - F C
HCM 95th %tile Q(veh) 0.4 0.4 - - 0 - - 10.6 2.8
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 127 975 173 134 692 215 246 795 193 173 556 97 Future Volume (veh/h) 127 975 173 134 692 215 246 795 193 173 556 97 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 0.97 1.00 0.98 1.00 0.98 1.00 0.98 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 140 1071 190 156 805 250 311 1006 244 184 591 103 Peak Hour Factor 0.91 0.91 0.91 0.86 0.86 0.86 0.79 0.79 0.79 0.94 0.94 0.94 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 229 1549 429 229 1549 435 267 1241 501 267 1241 500 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 0.07 0.30 0.30 0.07 0.30 0.30 0.08 0.35 0.35 0.08 0.35 0.35 Unsig. Movement Delay
Ln Grp Delay, s/veh 42.4 26.3 24.1 45.8 24.3 25.7 145.6 28.1 22.0 44.5 21.5 19.2 Ln Grp LOS D C C D C C F C C D C B
Approach Vol, veh/h 1401 1211 1561 878
Approach Delay, s/veh 27.6 27.4 50.5 26.0
Approach LOS C C D C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 11.0 33.2 10.0 29.3 11.0 33.2 10.0 29.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 5.0 30.5 4.0 31.5 5.0 30.5 4.0 31.5 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.1 4.0 4.1 4.1 Max Q Clear (g_c+l1), s 6.7 23.5 6.0 17.4 9.0 12.8 5.6 14.3 Green Ext Time (g_e), s 0.0 3.3 0.0 5.0 0.0 2.7 0.0 4.4 Prob of Phs Call (p_c) 0.99 1.00 0.97 1.00 1.00 1.00 0.96 1.00 Prob of Max Out (p_x) 1.00 0.63 1.00 0.20 1.00 0.01 1.00 0.07 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 3183 3183 3183 3183
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 5106 3554 5106
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1434 1415 1432 1433
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 2 0 2 0 2 0 2 0
Grp Vol (v), veh/h 184 0 156 0 311 0 140 0
Grp Sat Flow (s), veh/h/ln 1591 0 1591 0 1591 0 1591 0
Q Serve Time (g_s), s 4.7 0.0 4.0 0.0 7.0 0.0 3.6 0.0
Cycle Q Clear Time (g_c), s 4.7 0.0 4.0 0.0 7.0 0.0 3.6 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) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 267 0 229 0 267 0 229 0
V/C Ratio (X) 0.69 0.00 0.68 0.00 1.17 0.00 0.61 0.00
Avail Cap (c_a), veh/h 267 0 229 0 267 0 229 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 37.2 0.0 37.8 0.0 38.2 0.0 37.6 0.0 Incr Delay (d2), s/veh 7.3 0.0 8.0 0.0 107.4 0.0 4.7 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 44.5 0.0 45.8 0.0 145.6 0.0 42.4 0.0 1st-Term Q (Q1), veh/ln 1.7 0.0 1.4 0.0 2.5 0.0 1.3 0.0 2nd-Term Q (Q2), veh/ln 0.3 0.0 0.3 0.0 4.0 0.0 0.2 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.0 0.0 1.7 0.0 6.5 0.0 1.4 0.0 %ile Storage Ratio (RQ%) 0.25 0.00 0.21 0.00 0.82 0.00 0.18 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 11.0 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 0.3 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 T
Lanes in Grp 0 2 0 3 0 2 0 3
Grp Vol (v), veh/h 0 1006 0 1071 0 591 0 805
Grp Sat Flow (s), veh/h/ln 0 1777 0 1702 0 1777 0 1702
Q Serve Time (g_s), s 0.0 21.5 0.0 15.4 0.0 10.8 0.0 10.9 Cycle Q Clear Time (g_c), s 0.0 21.5 0.0 15.4 0.0 10.8 0.0 10.9 Lane Grp Cap (c), veh/h 0 1241 0 1549 0 1241 0 1549
V/C Ratio (X) 0.00 0.81 0.00 0.69 0.00 0.48 0.00 0.52
Avail Cap (c_a), veh/h 0 1383 0 2049 0 1383 0 2049
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 24.7 0.0 25.6 0.0 21.2 0.0 24.1 Incr Delay (d2), s/veh 0.0 3.4 0.0 0.7 0.0 0.3 0.0 0.3
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 28.1 0.0 26.3 0.0 21.5 0.0 24.3 1st-Term Q (Q1), veh/ln 0.0 7.8 0.0 5.5 0.0 3.9 0.0 3.9 HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.6 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 1.00 %ile Back of Q (50%), veh/ln 0.0 8.4 0.0 5.6 0.0 4.0 0.0 3.9 %ile Storage Ratio (RQ%) 0.00 0.08 0.00 0.02 0.00 0.06 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 0 14 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 244 0 190 0 103 0 250
Grp Sat Flow (s), veh/h/ln 0 1434 0 1415 0 1432 0 1433
Q Serve Time (g_s), s 0.0 11.1 0.0 9.0 0.0 4.2 0.0 12.3 Cycle Q Clear Time (g_c), s 0.0 11.1 0.0 9.0 0.0 4.2 0.0 12.3 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 1.00 Lane Grp Cap (c), veh/h 0 501 0 429 0 500 0 435
V/C Ratio (X) 0.00 0.49 0.00 0.44 0.00 0.21 0.00 0.57
Avail Cap (c_a), veh/h 0 558 0 568 0 557 0 575
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 21.3 0.0 23.4 0.0 19.0 0.0 24.5 Incr Delay (d2), s/veh 0.0 0.7 0.0 0.7 0.0 0.2 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 22.0 0.0 24.1 0.0 19.2 0.0 25.7 1st-Term Q (Q1), veh/ln 0.0 3.3 0.0 2.7 0.0 1.2 0.0 3.7 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.1 0.0 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 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 3.4 0.0 2.7 0.0 1.3 0.0 3.8 %ile Storage Ratio (RQ%) 0.00 0.43 0.00 0.35 0.00 0.16 0.00 0.49 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 34.4
HCM 7th LOS C
HCM 7th AWSC AM 2043+Project
2: Ashe Rd & Berkshire Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh498.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 2 10 31 5 267 20 877 96 413 664 10 Future Vol, veh/h 4 2 10 31 5 267 20 877 96 413 664 10
Peak Hour Factor 0.63 0.63 0.63 0.77 0.77 0.77 0.83 0.83 0.83 0.94 0.94 0.94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 6 3 16 40 6 347 24 1057 116 439 706 11
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay, s/veh18.3 32.7 559.7 605

HCM LOS C D F F
Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 2% 25% 10% 38% 0%
Vol Thru, % 88% 13% 2% 62% 0%
Vol Right, % 10% 63% 88% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 993 16 303 1077 10
LT Vol 20 4 31 413 0
Through Vol 877 2 5 664 0
RT Vol 96 10 267 0 10
Lane Flow Rate 1196 25 394 1146 11
Geometry Grp 4a 2 2 5 5
Degree of Util (X) 2.186 0.06 0.719 2.298 0.019
Departure Headway (Hd) 8.249 14.398 9.264 8.693 7.762
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 455 250 394 435 464
Service Time 6.249 12.398 7.264 6.393 5.462
HCM Lane V/C Ratio 2.629 0.1 1 2.634 0.024
HCM Control Delay, s/veh 559.7 18.3 32.7 610.5 10.6
HCM Lane LOS F C D F B
HCM 95th-tile Q 69.8 0.2 5.5 72.1 0.1
HCM 7th AWSC AM 2043+Project
3: Ashe Rd & McCutchen Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh875.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 132 458 105 41 691 449 204 676 35 103 357 76 Future Vol, veh/h 132 458 105 41 691 449 204 676 35 103 357 76 Peak Hour Factor 0.78 0.78 0.78 0.84 0.84 0.84 0.87 0.87 0.87 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 169 587 135 49 823 535 234 777 40 116 401 85
Number of Lanes 0 1 1 0 1 0 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 2
HCM Control Delay, s/veh480.3 1361.1 818.3 427.1

HCM LOS F F F F
Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1 SBLn1
Vol Left, % 23% 0% 22% 0% 3% 19%
Vol Thru, % 77% 0% 78% 0% 59% 67%
Vol Right, % 0% 100% 0% 100% 38% 14%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 880 35 590 105 1181 536
LT Vol 204 0 132 0 41 103
Through Vol 676 0 458 0 691 357
RT Vol 0 35 0 105 449 76
Lane Flow Rate 1011 40 756 135 1406 602
Geometry Grp 5 5 5 5 4b 4b
Degree of Util (X) 2.766 0.101 2.068 0.338 3.906 1.702
Departure Headway (Hd) 20.937 20.058 27.145 26.285 21.75 36.377 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 182 180 144 139 183 108
Service Time 18.637 17.758 24.845 23.985 19.75 34.377
HCM Lane V/C Ratio 5.555 0.222 5.25 0.971 7.683 5.574
HCM Control Delay, s/veh 849.9 25 558.3 41.8 1361.1 427.1 HCM Lane LOS F C F E F F
HCM 95th-tile Q 42.2 0.3 22.3 1.4 63.9 13.4
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 6 6 27 3 194 7 414 52 92 241 1 Future Volume (veh/h) 5 6 6 27 3 194 7 414 52 92 241 1
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 6 7 7 32 4 228 8 476 60 107 280 1
Peak Hour Factor 0.83 0.83 0.83 0.85 0.85 0.85 0.87 0.87 0.87 0.86 0.86 0.86 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 10 129 129 40 5 263 13 1017 794 134 1154 901 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 0.01 0.15 0.15 0.02 0.17 0.17 0.01 0.54 0.54 0.08 0.62 0.62 Unsig. Movement Delay
Ln Grp Delay, s/veh 89.1 0.0 32.8 72.6 0.0 51.8 76.9 13.9 9.9 51.1 8.3 6.6 Ln Grp LOS F C E D E B A D A A
Approach Vol, veh/h 20 264 544 388
Approach Delay, s/veh 49.7 54.4 14.4 20.1
Approach LOS D D B C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 4.0 2.0 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 11.8 53.4 6.7 18.0 5.2 60.0 5.1 19.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 12.9 34.8 6.3 18.0 4.0 43.7 4.0 20.3 Max Allow Headway (MAH), s 4.1 4.0 4.1 4.2 4.1 4.0 4.1 4.3 Max Q Clear (g_c+l1), s 7.8 16.0 3.7 2.6 2.4 8.1 2.3 14.8 Green Ext Time (g_e), s 0.1 1.9 0.0 0.0 0.0 1.0 0.0 0.4 Prob of Phs Call (p_c) 0.93 1.00 0.55 1.00 0.18 1.00 0.14 1.00 Prob of Max Out (p_x) 0.37 0.00 1.00 0.00 1.00 0.00 1.00 0.49 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 1870 858 1870 27
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 858 1460 1562
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 107 0 32 0 8 0 6 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 5.8 0.0 1.7 0.0 0.4 0.0 0.3 0.0
Cycle Q Clear Time (g_c), s 5.8 0.0 1.7 0.0 0.4 0.0 0.3 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) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 134 0 40 0 13 0 10 0
V/C Ratio (X) 0.80 0.00 0.80 0.00 0.61 0.00 0.59 0.00
Avail Cap (c_a), veh/h 235 0 115 0 73 0 73 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.85 0.00 1.00 0.00 Uniform Delay (d1), s/veh 40.6 0.0 43.7 0.0 44.5 0.0 44.6 0.0 Incr Delay (d2), s/veh 10.4 0.0 28.9 0.0 32.4 0.0 44.5 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 51.1 0.0 72.6 0.0 76.9 0.0 89.1 0.0 1st-Term Q (Q1), veh/ln 2.2 0.0 0.7 0.0 0.2 0.0 0.1 0.0 2nd-Term Q (Q2), veh/ln 0.4 0.0 0.3 0.0 0.1 0.0 0.1 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.6 0.0 1.0 0.0 0.3 0.0 0.3 0.0 %ile Storage Ratio (RQ%) 0.65 0.00 0.17 0.00 0.04 0.00 0.03 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 8
Lane Assignment T T
Lanes in Grp 0 1 0 0 0 1 0 0
Grp Vol (v), veh/h 0 476 0 0 0 280 0 0
Grp Sat Flow (s), veh/h/ln 0 1870 0 0 0 1870 0 0
Q Serve Time (g_s), s 0.0 14.0 0.0 0.0 0.0 6.1 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 14.0 0.0 0.0 0.0 6.1 0.0 0.0 Lane Grp Cap (c), veh/h 0 1017 0 0 0 1154 0 0
V/C Ratio (X) 0.00 0.47 0.00 0.00 0.00 0.24 0.00 0.00
Avail Cap (c_a), veh/h 0 1017 0 0 0 1154 0 0
Upstream Filter (I) 0.00 0.85 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 12.6 0.0 0.0 0.0 7.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.3 0.0 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 13.9 0.0 0.0 0.0 8.3 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 4.7 0.0 0.0 0.0 1.8 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.4 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 1.00 %ile Back of Q (50%), veh/ln 0.0 5.1 0.0 0.0 0.0 2.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.05 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 0 14 0 16 0 18
Lane Assignment R T+R R T+R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 60 0 14 0 1 0 232
Grp Sat Flow (s), veh/h/ln 0 1460 0 1716 0 1460 0 1589
Q Serve Time (g_s), s 0.0 1.8 0.0 0.6 0.0 0.0 0.0 12.8
Cycle Q Clear Time (g_c), s 0.0 1.8 0.0 0.6 0.0 0.0 0.0 12.8 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) 0.00 1.00 0.00 0.50 0.00 1.00 0.00 0.98 Lane Grp Cap (c), veh/h 0 794 0 258 0 901 0 268
V/C Ratio (X) 0.00 0.08 0.00 0.05 0.00 0.00 0.00 0.87
Avail Cap (c_a), veh/h 0 794 0 343 0 901 0 358
Upstream Filter (I) 0.00 0.85 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 9.8 0.0 32.8 0.0 6.6 0.0 36.4 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.1 0.0 0.0 0.0 15.4 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 9.9 0.0 32.8 0.0 6.6 0.0 51.8 1st-Term Q (Q1), veh/ln 0.0 0.5 0.0 0.2 0.0 0.0 0.0 4.6 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 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 0.5 0.0 0.2 0.0 0.0 0.0 5.7 %ile Storage Ratio (RQ%) 0.00 0.06 0.00 0.01 0.00 0.00 0.00 0.05 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 25.4
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 139 18 59 104 121 11 458 94 73 389 32 Future Volume (veh/h) 39 139 18 59 104 121 11 458 94 73 389 32 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 49 176 23 68 120 139 13 533 109 84 447 37 Peak Hour Factor 0.79 0.79 0.79 0.87 0.87 0.87 0.86 0.86 0.86 0.87 0.87 0.87 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 106 275 36 106 318 267 10 428 87 68 361 30
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 0.06 0.18 0.16 0.06 0.18 0.18 0.31 0.31 0.29 0.27 0.27 0.25 Unsig. Movement Delay
Ln Grp Delay, s/veh 45.1 0.0 45.0 52.1 36.0 39.8 158.4 0.0 0.0 159.4 0.0 0.0 Ln Grp LOS D D D D D F F
Approach Vol, veh/h 248 327 655 568
Approach Delay, s/veh 45.0 40.9 158.4 159.4
Approach LOS D D F F
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 8 7
Case No 12.0 12.0 4.0 2.0 3.0 2.0
Phs Duration (G+Y+Rc), s 29.0 33.0 21.0 10.0 21.0 10.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 23.0 27.0 15.0 4.0 15.0 4.0
Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.2 4.1
Max Q Clear (g_c+l1), s 27.0 31.0 12.1 5.8 10.0 4.7
Green Ext Time (g_e), s 0.0 0.0 0.2 0.0 0.4 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.83 1.00 0.72
Prob of Max Out (p_x) 1.00 1.00 0.00 1.00 0.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 252 33 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 1341 1371 1505 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 111 280 197 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 0 7
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 0 1
Grp Vol (v), veh/h 568 655 0 68 0 0 0 49
Grp Sat Flow (s), veh/h/ln 1704 1685 0 1641 0 0 0 1641
Q Serve Time (g_s), s 25.0 29.0 0.0 3.8 0.0 0.0 0.0 2.7 Cycle Q Clear Time (g_c), s 25.0 29.0 0.0 3.8 0.0 0.0 0.0 2.7 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) 0.15 0.02 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 458 525 0 106 0 0 0 106
V/C Ratio (X) 1.24 1.25 0.00 0.64 0.00 0.00 0.00 0.46
Avail Cap (c_a), veh/h 458 525 0 106 0 0 0 106
Upstream Filter (I) 1.00 1.00 0.00 0.76 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 34.1 32.2 0.0 42.5 0.0 0.0 0.0 41.9 Incr Delay (d2), s/veh 125.4 126.2 0.0 9.6 0.0 0.0 0.0 3.1 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 159.4 158.4 0.0 52.1 0.0 0.0 0.0 45.1 1st-Term Q (Q1), veh/ln 9.3 10.5 0.0 1.4 0.0 0.0 0.0 1.0 2nd-Term Q (Q2), veh/ln 16.0 18.4 0.0 0.3 0.0 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%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 25.3 29.0 0.0 1.7 0.0 0.0 0.0 1.1 %ile Storage Ratio (RQ%) 0.28 0.16 0.00 0.01 0.00 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 27.5 32.4 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 0.3 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 8 0
Lane Assignment T
Lanes in Grp 0 0 0 0 0 0 1 0
Grp Vol (v), veh/h 0 0 0 0 0 0 120 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 1737 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 5.6 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 5.6 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 318 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.38 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 0 318 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.76 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 33.4 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 2.6 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 36.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 2.2 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.2 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 2.4 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.01 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 16 12 14 0 0 0 18 0
Lane Assignment T+R R
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 199 0 0 0 139 0
Grp Sat Flow (s), veh/h/ln 0 0 1702 0 0 0 1460 0
Q Serve Time (g_s), s 0.0 0.0 10.1 0.0 0.0 0.0 8.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 10.1 0.0 0.0 0.0 8.0 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) 0.07 0.17 0.12 0.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 311 0 0 0 267 0
V/C Ratio (X) 0.00 0.00 0.64 0.00 0.00 0.00 0.52 0.00
Avail Cap (c_a), veh/h 0 0 311 0 0 0 267 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.76 0.00 Uniform Delay (d1), s/veh 0.0 0.0 35.3 0.0 0.0 0.0 34.3 0.0 Incr Delay (d2), s/veh 0.0 0.0 9.7 0.0 0.0 0.0 5.4 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 45.0 0.0 0.0 0.0 39.8 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 3.9 0.0 0.0 0.0 2.6 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.8 0.0 0.0 0.0 0.4 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%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 4.7 0.0 0.0 0.0 3.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.00 0.00 0.01 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 121.7
HCM 7th LOS F
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 510 52 45 501 55 79 186 76 82 98 155 Future Volume (veh/h) 110 510 52 45 501 55 79 186 76 82 98 155 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 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 136 630 64 55 611 67 85 200 82 100 120 189 Peak Hour Factor 0.81 0.81 0.81 0.82 0.82 0.82 0.93 0.93 0.93 0.82 0.82 0.82 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 442 840 706 354 747 628 0 274 230 0 298 250
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 0.27 0.48 0.48 0.22 0.43 0.43 0.00 0.16 0.16 0.00 0.17 0.17 Unsig. Movement Delay
Ln Grp Delay, s/veh 27.3 23.9 13.1 29.8 33.0 16.2 0.0 41.9 35.9 0.0 35.2 44.4 Ln Grp LOS C C B C C B D D D D
Approach Vol, veh/h 830 733 282 309
Approach Delay, s/veh 23.7 31.2 40.2 40.8
Approach LOS C C D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 4 3 6 5 8 7
Case No 3.0 0.0 3.0 2.0 3.0 0.0 3.0 2.0
Phs Duration (G+Y+Rc), s 18.7 1.3 49.0 24.1 19.9 0.0 44.0 29.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 18.0 4.0 43.0 4.0 18.0 4.0 38.0 9.0 Max Allow Headway (MAH), s 4.1 0.0 4.0 4.1 4.2 0.0 4.0 4.1 Max Q Clear (g_c+l1), s 12.2 0.0 29.3 4.5 13.5 0.0 30.8 8.1 Green Ext Time (g_e), s 0.5 0.0 2.4 0.0 0.5 0.0 1.7 0.0 Prob of Phs Call (p_c) 1.00 0.00 1.00 0.76 1.00 0.00 1.00 0.97 Prob of Max Out (p_x) 0.37 0.00 0.00 1.00 0.84 0.00 0.00 1.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 0 1641 0 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 1737 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 0 1 0 3 0 5 0 7
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot)
Lanes in Grp 0 0 0 1 0 0 0 1
Grp Vol (v), veh/h 0 0 0 55 0 0 0 136
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 0 0 0 1641
Q Serve Time (g_s), s 0.0 0.0 0.0 2.5 0.0 0.0 0.0 6.1
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 2.5 0.0 0.0 0.0 6.1 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 0.00 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 0 354 0 0 0 442
V/C Ratio (X) 0.00 0.00 0.00 0.16 0.00 0.00 0.00 0.31
Avail Cap (c_a), veh/h 0 0 0 354 0 0 0 442
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.73 Uniform Delay (d1), s/veh 0.0 0.0 0.0 29.6 0.0 0.0 0.0 27.1 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.3
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 0.0 0.0 29.8 0.0 0.0 0.0 27.3 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.9 0.0 0.0 0.0 2.2 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 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.9 0.0 0.0 0.0 2.2 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.12 0.00 0.00 0.00 0.28 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 6 0 8 0
Lane Assignment T T T T
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 200 0 630 0 120 0 611 0
Grp Sat Flow (s), veh/h/ln 1737 0 1737 0 1737 0 1737 0
Q Serve Time (g_s), s 10.2 0.0 27.3 0.0 5.7 0.0 28.8 0.0 Cycle Q Clear Time (g_c), s 10.2 0.0 27.3 0.0 5.7 0.0 28.8 0.0 Lane Grp Cap (c), veh/h 274 0 840 0 298 0 747 0
V/C Ratio (X) 0.73 0.00 0.75 0.00 0.40 0.00 0.82 0.00
Avail Cap (c_a), veh/h 374 0 840 0 374 0 747 0
Upstream Filter (I) 1.00 0.00 0.73 0.00 0.99 0.00 1.00 0.00 Uniform Delay (d1), s/veh 37.3 0.0 19.4 0.0 34.3 0.0 23.3 0.0 Incr Delay (d2), s/veh 4.6 0.0 4.5 0.0 0.9 0.0 9.7 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 41.9 0.0 23.9 0.0 35.2 0.0 33.0 0.0 1st-Term Q (Q1), veh/ln 4.0 0.0 9.2 0.0 2.2 0.0 10.1 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.4 0.0 1.1 0.0 0.1 0.0 2.0 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 4.4 0.0 10.3 0.0 2.3 0.0 12.1 0.0 %ile Storage Ratio (RQ%) 0.07 0.00 0.05 0.00 0.02 0.00 0.13 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 12 0 14 0 16 0 18 0
Lane Assignment R R R R
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 82 0 64 0 189 0 67 0
Grp Sat Flow (s), veh/h/ln 1460 0 1460 0 1460 0 1460 0
Q Serve Time (g_s), s 4.7 0.0 2.2 0.0 11.5 0.0 2.5 0.0
Cycle Q Clear Time (g_c), s 4.7 0.0 2.2 0.0 11.5 0.0 2.5 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) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 230 0 706 0 250 0 628 0
V/C Ratio (X) 0.36 0.00 0.09 0.00 0.76 0.00 0.11 0.00
Avail Cap (c_a), veh/h 314 0 706 0 314 0 628 0
Upstream Filter (I) 1.00 0.00 0.73 0.00 0.99 0.00 1.00 0.00 Uniform Delay (d1), s/veh 34.9 0.0 13.0 0.0 36.7 0.0 15.8 0.0 Incr Delay (d2), s/veh 0.9 0.0 0.2 0.0 7.7 0.0 0.3 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 35.9 0.0 13.1 0.0 44.4 0.0 16.2 0.0 1st-Term Q (Q1), veh/ln 1.5 0.0 0.6 0.0 3.8 0.0 0.8 0.0 2nd-Term Q (Q2), veh/ln 0.1 0.0 0.0 0.0 0.5 0.0 0.1 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%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 1.6 0.0 0.7 0.0 4.3 0.0 0.8 0.0 %ile Storage Ratio (RQ%) 1.36 0.00 0.11 0.00 2.19 0.00 0.14 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 30.8
HCM 7th LOS C
HCM 7th TWSC AM 2043+Project
7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 694.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 32 536 20 97 627 72 75 104 165 130 18 49 Future Vol, veh/h 32 536 20 97 627 72 75 104 165 130 18 49 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 200 - 200 120 - 120 - - - 150 - 150
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 75 75 75 75 75 75 77 77 77
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 37 623 23 129 836 96 100 139 220 169 23 64
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 932 0 0 647 0 0 1804 1888 623 1862 1816 836 Stage 1 - - - - - - 698 698 - 1095 1095 -
Stage 2 - - - - - - 1106 1191 - 767 721 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 734 - - 939 - - ~ 61 ~ 67 486 ~ 56 74 367 Stage 1 - - - - - - 431 429 - 259 279 -
Stage 2 - - - - - - 255 251 - 395 419 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 734 - - 939 - - ~ 27 ~ 55 486 ~ 25 61 367 Mov Cap-2 Maneuver - - - - - - ~ 27 ~ 55 - ~ 25 61 -
Stage 1 - - - - - - 409 407 - 223 241 -
Stage 2 - - - - - - 164 216 - ~ 135 397 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.55 1.15 $ 2651.5 $ 1920.19

Bakersfield City CouncilAugust 26, 2026

Bakersfield City Council
August 26, 2026