2026 Development Impact Fee Program Update Part 3 Traffic Needs Analysis — Goleta City Council, July 21, 2026 (part 3 of 6)

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay0.21
Worst Case Delay11.64
Worst Case LOSB
Approach E (Major) S
Movement T R1 T R1
Base Volume 1031.00 33.00 793.00 0.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920
V, Adjusted Volume 1120.65 35.87 861.96 0.00
Approach E (Major) S
Movement T R1 T R1
vx, Flow (Ped/hr) 0.00
w, Lane Width (ft) 12.00
Sp, Walking Speed (ft/s) 3.50
fpb, Percent Blockage 0.00
Approach E (Major) S
Movement T R1 T R1
Rank 1 2 1 1
vx, Volume 35.87
Conflicting Volume (Veh) 430.98
Conflicting Volume (Ped) 0.00
Conflicting Volume 430.98
Two-Stage Gap Acceptance
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 578.11
Capacity 578.11
Approach E (Major) S
Movement T R1 T R1
tc,base, Base Critical Headway 6.90
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00
Phv, % Heavy Vehicles 0.00
tc,G, Grade Adjustment Factor 0.10
G, % Grade 0.00 0.00
T3,lt, Geometry Adjustment Factor 0.00
tc, Critical Headway 6.90
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.30
tf,hv, Heavy Vehicles Adjustment Factor 1.00
tf, Follow-Up Headway 3.30
Approach E (Major) S
Movement T R1 T R1
vx, Volume 1120.65 35.87 861.96 0.00
cmx, Capacity 578.11
V / C 0.06
d, Delay 11.64
LOS B
dA, Approach Delay 0.00 11.64
Approach LOS B
dRank1, Rank 1 Delay 0.00
Approach S
Lane Lane 1 Lane 2 Lane 1 Lane 1 Lane 2
Movements T, R1
vx, Volume 560.33 560.33 35.87 430.98 430.98
Flared Storage Size
cmx, Capacity
V / C
Q95, 95% Queue Length
d, Delay
LOS
dA, Approach Delay 11.64
Approach LOS B

0.00 0.00

0.00 0.00
Delay and Level of Service by Lane
E (Major) W (Major)
W (Major)
Node 864: Deckers Outdoor Access & Hollister Ave
Volume and Adjustments
W (Major)
Pedestrians
W (Major)
Capacity of Movements below Rank 1
W (Major)
Critical Headway and Follow Up Headway
W (Major)

0.00 Delay and Level of Service by Movement

Page 71 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.269
Loss Time 0
Cycle Length 100
Adj V/C 0.369
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 25 0 51 5 565 36 41 3 12 38 626 8
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 6 0 13 1 141 9 10 1 3 10 157 2
Adjusted Volume 25 0 51 5 565 36 41 3 12 38 626 8
Approach
Lane Group L C L C L C L C
ID 1291 1292 1288 1289 1296 1297 1293 1294
Lanes L RT L T, RT L RT L T, RT
Volume 25 51 5 601 41 15 38 634
Approach
Lane Group 1291 1292 1288 1289 1296 1297 1293 1294
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 1 1 2 1 1 1 2
Saturation Flow Rate 1600 1600 1600 3200 1600 1600 1600 3200 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 25 0 51 5 565 36 41 3 12 38 626 8
Volume / Saturation Flow Rate 0.016 0.000 0.032 0.003 0.188 0.188 0.026 0.009 0.009 0.024 0.198 0.198 Overlap adjusted Volume / Saturation Flow Rate 0.016 0.000 0.032 0.003 0.188 0.188 0.026 0.009 0.009 0.024 0.198 0.198 Critical Movement Y Y Y Y

N E S W
Volume and Adjustments by Lane Group

N E S W
Saturation Flow Rate

N E S W
Capacity Analysis
Node 877: Hollister & Sumida Gardens
Volume and Adjustments by Movement

N E S W

Page 72 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay0.58
Worst Case Delay14.89
Worst Case LOSB
Approach
Movement L1 T L1 R1 T R1
Base Volume 24.00 532.00 11.00 18.00 304.00 20.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 26.09 578.26 11.96 19.57 330.43 21.74 Approach
Movement L1 T L1 R1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement L1 T L1 R1 T R1
Rank 2 1 3 2 1 1
vx, Volume 26.09 11.96 19.57
Conflicting Volume (Veh) 352.17 682.61 176.09
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 352.17 682.61 176.09
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 1217.83 387.65 842.93
Capacity 1217.83 377.75 842.93
Approach
Movement L1 T L1 R1 T R1
tc,base, Base Critical Headway 4.10 7.50 6.90
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00 2.00 2.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.00 0.20 0.10
G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.70 0.00
tc, Critical Headway 4.10 6.80 6.90
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 2.20 3.50 3.30
tf,hv, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
tf, Follow-Up Headway 2.20 3.50 3.30
Approach
Movement L1 T L1 R1 T R1
vx, Volume 26.09 578.26 11.96 19.57 330.43 21.74
cmx, Capacity 1217.83 377.75 842.93
V / C 0.02 0.03 0.02
d, Delay 8.02 14.89 9.63

LOS A B A
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach S
Lane Lane 1 Lane 2 Lane 3 Lane 1 Lane 1 Lane 2
Movements L1, R1 T, R1
vx, Volume 26.09 289.13 289.13 31.52 176.09 176.09
Flared Storage Size
cmx, Capacity 574.56
V / C 0.05
Q95, 95% Queue Length 0.17
d, Delay 11.63
LOS B
dA, Approach Delay 11.63
Approach LOS B
B

0.00 0.00
Delay and Level of Service by Lane
E (Major) W (Major)

0.35 0.00
Delay and Level of Service by Movement
E (Major) S W (Major)

0.35 11.63 0.00
Critical Headway and Follow Up Headway
E (Major) S W (Major)

0.00 0.00 0.00
E (Major) S W (Major)
Capacity of Movements below Rank 1
E (Major) S W (Major)
Pedestrians
Node 1042: Hollister & Santa Babara Shores
Volume and Adjustments
E (Major) S W (Major)

Page 73 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay1.65
Worst Case Delay22.71
Worst Case LOSC
Approach
Movement L1 T L1 T R1 L1 T R1 L1 T R1
Base Volume 15.00 15.00 38.00 399.00 89.00 7.00 1.00 13.00 33.00 318.00 8.00 PHF, Peak-hour factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 V, Adjusted Volume 15.00 15.00 38.00 399.00 89.00 7.00 1.00 13.00 33.00 318.00 8.00 Approach
Movement L1 T L1 T R1 L1 T R1 L1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Sp, Walking Speed (ft/s) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 fpb, Percent Blockage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Approach
Movement L1 T L1 T R1 L1 T R1 L1 T R1
Rank 4 3 2 1 1 4 3 2 2 1 1
vx, Volume 15.00 15.00 38.00 7.00 1.00 13.00 33.00
Conflicting Volume (Veh) 914.50 911.50 326.00 915.00 952.00 322.00 488.00 Conflicting Volume (Ped) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Conflicting Volume 914.50 911.50 326.00 915.00 952.00 322.00 488.00 Two-Stage Gap Acceptance No No No No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 255.74 276.07 1245.03 255.54 261.44 723.55 1085.57 Capacity 230.66 254.52 1245.03 222.74 241.04 723.55 1085.57 Approach
Movement L1 T L1 T R1 L1 T R1 L1 T R1
tc,base, Base Critical Headway 7.10 6.50 4.10 7.10 6.50 6.20 4.10 tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phv, % Heavy Vehicles 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc,G, Grade Adjustment Factor 0.20 0.20 0.00 0.20 0.20 0.10 0.00 G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc, Critical Headway 7.10 6.50 4.10 7.10 6.50 6.20 4.10 tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.50 4.00 2.20 3.50 4.00 3.30 2.20 tf,hv, Heavy Vehicles Adjustment Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 tf, Follow-Up Headway 3.50 4.00 2.20 3.50 4.00 3.30 2.20 Approach
Movement L1 T L1 T R1 L1 T R1 L1 T R1
vx, Volume 15.00 15.00 38.00 399.00 89.00 7.00 1.00 13.00 33.00 318.00 8.00 cmx, Capacity 230.66 254.52 1245.03 222.74 241.04 723.55 1085.57 V / C 0.07 0.06 0.03 0.03 0.00 0.02 0.03
d, Delay 22.71 21.25 7.94 21.68 20.45 10.49 8.35

LOS C C A C C B A
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N E (Major) S W (Major)
Lane Lane 1 Lane 1 Lane 1 Lane 1
Movements L1, T L1, T, R1L1, T, R1L1, T, R1
vx, Volume 30.00 526.00 21.00 359.00
Flared Storage Size
cmx, Capacity 242.00 1736.65 392.21 1791.21
V / C 0.12 0.30 0.05 0.20
Q95, 95% Queue Length 0.42 0.07 0.17 0.06
d, Delay 21.98 7.94 14.70 8.35

LOS C B
dA, Approach Delay 21.98 0.57 14.70 0.77
Approach LOS C B
Delay and Level of Service by Lane
C B

0.34 0.31

0.00 Delay and Level of Service by Movement

21.98 0.57 14.70 0.77
N E (Major) S W (Major)
N E (Major) S W (Major)
Critical Headway and Follow Up Headway
N E (Major) S W (Major)

0.00 0.00 0.00
Capacity of Movements below Rank 1
Node 1141: Sperling Preserve/Ellwood Dwy & Hollister Ave Volume and Adjustments
N E (Major) S W (Major)
Pedestrians
N E (Major) S W (Major)

Page 74 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay2.72
Worst Case Delay10.57
Worst Case LOSB
Approach
Movement L1 T L1 R1 T R1
Base Volume 37.00 88.00 1.00 56.00 109.00 2.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 40.22 95.65 1.09 60.87 118.48 2.17
Approach
Movement L1 T L1 R1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement L1 T L1 R1 T R1
Rank 2 1 3 2 1 1
vx, Volume 40.22 1.09 60.87
Conflicting Volume (Veh) 120.65 295.65 119.57
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 120.65 295.65 119.57
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 1479.50 699.67 937.44
Capacity 1479.50 679.58 937.44
Approach
Movement L1 T L1 R1 T R1
tc,base, Base Critical Headway 4.10 7.10 6.20
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.00 0.20 0.10
G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.70 0.00
tc, Critical Headway 4.10 6.40 6.20
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 2.20 3.50 3.30
tf,hv, Heavy Vehicles Adjustment Factor 0.90 0.90 0.90
tf, Follow-Up Headway 2.20 3.50 3.30
Approach
Movement L1 T L1 R1 T R1
vx, Volume 40.22 95.65 1.09 60.87 118.48 2.17
cmx, Capacity 1479.50 679.58 937.44
V / C 0.03 0.00 0.06
d, Delay 7.48 10.57 9.12

LOS A B A
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N (Major) E S (Major)
Lane Lane 1 Lane 1 Lane 1
Movements L1, T L1, R1 T, R1
vx, Volume 135.87 61.96 120.65
Flared Storage Size
cmx, Capacity 1800.00 931.24
V / C 0.08 0.07
Q95, 95% Queue Length 0.07 0.21
d, Delay 7.48 9.14
LOS A
dA, Approach Delay 2.21 9.14 0.00
Approach LOS A
Delay and Level of Service by Lane
A

0.21 0.00
Delay and Level of Service by Movement
N (Major) E S (Major)

2.21 9.14 0.00
Critical Headway and Follow Up Headway
N (Major) E S (Major)

0.00 0.00 0.00
N (Major) E S (Major)
Capacity of Movements below Rank 1
N (Major) E S (Major)
Pedestrians
Node 1182: Ward & Ekwill
Volume and Adjustments
N (Major) E S (Major)

Page 75 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.349
Loss Time 0
Cycle Length 100
Adj V/C 0.449
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 46 10 21 65 424 66 15 13 53 30 771 17
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 12 3 5 16 106 17 4 3 13 8 193 4
Adjusted Volume 46 10 21 65 424 66 15 13 53 30 771 17
Approach
Lane Group C R L C C R L C
ID 1971 1972 1968 1969 1976 1977 1973 1974
Lanes LT R L T, RT LT R L T, RT
Volume 56 21 65 490 28 53 30 788
Approach
Lane Group 1971 1972 1968 1969 1976 1977 1973 1974
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 1 1 2 1 1 1 2
Saturation Flow Rate 1600 1600 1600 3200 1600 1600 1600 3200 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 46 10 21 65 424 66 15 13 53 30 771 17
Volume / Saturation Flow Rate 0.029 0.035 0.013 0.041 0.153 0.153 0.009 0.017 0.033 0.019 0.246 0.246 Overlap adjusted Volume / Saturation Flow Rate 0.029 0.035 0.013 0.041 0.153 0.153 0.009 0.017 0.033 0.019 0.246 0.246 Critical Movement Y Y Y Y

N E S W
Volume and Adjustments by Lane Group

N E S W
Saturation Flow Rate

N E S W
Capacity Analysis
Node 151: Cathedral Oaks & Kellogg
Volume and Adjustments by Movement

N E S W

Page 1 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay1.15
Worst Case Delay37.07
Worst Case LOSE
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 12.00 2.00 4.00 27.00 406.00 5.00 4.00 0.00 27.00 3.00 700.00 8.00 PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 13.04 2.17 4.35 29.35 441.30 5.43 4.35 0.00 29.35 3.26 760.87 8.70 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w, Lane Width (ft) 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Sp, Walking Speed (ft/s) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 fpb, Percent Blockage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Rank 4 3 2 2 1 1 4 3 2 2 1 1
vx, Volume 13.04 2.17 4.35 29.35 4.35 0.00 29.35 3.26
Conflicting Volume (Veh) 1289.131278.80 444.02 769.57 1277.721277.17 765.22 446.74 Conflicting Volume (Ped) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Conflicting Volume 1289.131278.80 444.02 769.57 1277.721277.17 765.22 446.74 Two-Stage Gap Acceptance No No No No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 141.96 167.53 618.12 853.83 144.55 167.90 406.34 1124.22 Capacity 125.04 159.05 618.12 853.83 134.50 159.41 406.34 1124.22 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
tc,base, Base Critical Headway 7.10 6.50 6.20 4.10 7.10 6.50 6.20 4.10 tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phv, % Heavy Vehicles 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc,G, Grade Adjustment Factor 0.20 0.20 0.10 0.00 0.20 0.20 0.10 0.00 G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc, Critical Headway 7.10 6.50 6.20 4.10 7.10 6.50 6.20 4.10 tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.50 4.00 3.30 2.20 3.50 4.00 3.30 2.20 tf,hv, Heavy Vehicles Adjustment Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 tf, Follow-Up Headway 3.50 4.00 3.30 2.20 3.50 4.00 3.30 2.20 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Volume 13.04 2.17 4.35 29.35 441.30 5.43 4.35 0.00 29.35 3.26 760.87 8.70 cmx, Capacity 125.04 159.05 618.12 853.83 134.50 159.41 406.34 1124.22 V / C 0.10 0.01 0.01 0.03 0.03 0.00 0.07 0.00
d, Delay 37.07 30.91 14.10 9.37 33.07 28.89 15.16 8.21

LOS E D B A D D C A
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N S
Lane Lane 1 Lane 1 Lane 2 Lane 1 Lane 1 Lane 2
Movements L1, T, R1 T, R1 L1, T, R1 T, R1
vx, Volume 19.57 29.35 446.74 33.70 3.26 769.57
Flared Storage Size
cmx, Capacity 156.50 322.29
V / C 0.13 0.10
Q95, 95% Queue Length 0.43 0.35
d, Delay 31.28 17.47

LOS D C
dA, Approach Delay 31.28 17.47
Approach LOS D C

0.00 Delay and Level of Service by Lane
E (Major) W (Major)

0.58 0.03
D C

0.00 0.00
Delay and Level of Service by Movement

31.28 0.58 17.47 0.03
N E (Major) S W (Major)
N E (Major) S W (Major)
Critical Headway and Follow Up Headway
N E (Major) S W (Major)

0.00 0.00 0.00
Capacity of Movements below Rank 1
Node 164: Cathedral Oaks & La Patera
Volume and Adjustments
N E (Major) S W (Major)
Pedestrians
N E (Major) S W (Major)

Page 2 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay1.74
Worst Case Delay36.9
Worst Case LOSE
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 13.00 3.00 5.00 14.00 410.00 7.00 23.00 2.00 21.00 6.00 697.00 23.00 PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 14.13 3.26 5.43 15.22 445.65 7.61 25.00 2.17 22.83 6.52 757.61 25.00 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w, Lane Width (ft) 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Sp, Walking Speed (ft/s) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 fpb, Percent Blockage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Rank 4 3 2 2 1 1 4 3 2 2 1 1
vx, Volume 14.13 3.26 5.43 15.22 25.00 2.17 22.83 6.52
Conflicting Volume (Veh) 1264.131275.54 449.46 782.61 1267.391266.85 770.11 453.26 Conflicting Volume (Ped) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Conflicting Volume 1264.131275.54 449.46 782.61 1267.391266.85 770.11 453.26 Two-Stage Gap Acceptance No No No No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 147.69 168.28 613.78 844.33 146.93 170.31 403.73 1118.03 Capacity 133.68 163.53 613.78 844.33 138.78 165.50 403.73 1118.03 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
tc,base, Base Critical Headway 7.10 6.50 6.20 4.10 7.10 6.50 6.20 4.10 tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phv, % Heavy Vehicles 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc,G, Grade Adjustment Factor 0.20 0.20 0.10 0.00 0.20 0.20 0.10 0.00 G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc, Critical Headway 7.10 6.50 6.20 4.10 7.10 6.50 6.20 4.10 tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.50 4.00 3.30 2.20 3.50 4.00 3.30 2.20 tf,hv, Heavy Vehicles Adjustment Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 tf, Follow-Up Headway 3.50 4.00 3.30 2.20 3.50 4.00 3.30 2.20 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Volume 14.13 3.26 5.43 15.22 445.65 7.61 25.00 2.17 22.83 6.52 757.61 25.00 cmx, Capacity 133.68 163.53 613.78 844.33 138.78 165.50 403.73 1118.03 V / C 0.11 0.02 0.01 0.02 0.18 0.01 0.06 0.01
d, Delay 35.22 30.30 14.15 9.34 36.90 32.72 19.88 8.23

LOS E D B A E D C A
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N S W (Major)
Lane Lane 1 Lane 1 Lane 2 Lane 1 Lane 1
Movements L1, T, R1 T, R1 L1, T, R1L1, T, R1
vx, Volume 22.83 15.22 453.26 50.00 789.13
Flared Storage Size
cmx, Capacity 169.71 200.15 1788.57
V / C 0.13 0.25 0.44
Q95, 95% Queue Length 0.46 0.99 0.01
d, Delay 29.50 28.95 8.23

LOS D D
dA, Approach Delay 29.50 28.95 0.07
Approach LOS D D

0.30 0.00

0.00 Delay and Level of Service by Movement

0.09 Delay and Level of Service by Lane
E (Major)

29.50 0.30 28.95 0.07
D D
N E (Major) S W (Major)
N E (Major) S W (Major)
Critical Headway and Follow Up Headway
N E (Major) S W (Major)

0.00 0.00 0.00
Capacity of Movements below Rank 1
Node 169: Carlo Dr & Cathedral Oaks Rd
Volume and Adjustments
N E (Major) S W (Major)
Pedestrians
N E (Major) S W (Major)

Page 3 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.478
Loss Time 0
Cycle Length 100
Adj V/C 0.578
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 40 59 21 152 297 52 116 60 262 18 561 59
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 10 15 5 38 74 13 29 15 66 5 140 15
Adjusted Volume 40 59 21 152 297 52 116 60 262 18 561 59 Approach
Lane Group L C L C L C L C
ID 1984 1985 1981 1982 1990 1991 1987 1988
Lanes L T, RT L T, RT L T, RT L T, RT
Volume 40 80 152 349 116 322 18 620
Approach
Lane Group 1984 1985 1981 1982 1990 1991 1987 1988
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 2 1 2 1 2 1 2
Saturation Flow Rate 1600 3200 1600 3200 1600 3200 1600 3200 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 40 59 21 152 297 52 116 60 262 18 561 59
Volume / Saturation Flow Rate 0.025 0.025 0.025 0.095 0.109 0.109 0.073 0.101 0.101 0.011 0.194 0.194 Overlap adjusted Volume / Saturation Flow Rate 0.025 0.025 0.025 0.095 0.109 0.109 0.073 0.101 0.101 0.011 0.194 0.194 Critical Movement Y Y Y Y

N E S W
Volume and Adjustments by Lane Group

N E S W
Saturation Flow Rate

N E S W
Capacity Analysis
Node 171: Cathedral Oaks & Fairview
Volume and Adjustments by Movement

N E S W

Page 4 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.309
Loss Time 0
Cycle Length 100
Adj V/C 0.409
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 24 9 53 23 460 15 17 21 31 61 774 28
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 6 2 13 6 115 4 4 5 8 15 194 7
Adjusted Volume 24 9 53 23 460 15 17 21 31 61 774 28
Approach
Lane Group C R L C C R L C
ID 1996 1997 1993 1994 2001 2002 1998 1999
Lanes LT R L T, RT LT R L T, RT
Volume 33 53 23 475 38 31 61 802
Approach
Lane Group 1996 1997 1993 1994 2001 2002 1998 1999
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 1 1 2 1 1 1 2
Saturation Flow Rate 1600 1600 1600 3200 1600 1600 1600 3200 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 24 9 53 23 460 15 17 21 31 61 774 28
Volume / Saturation Flow Rate 0.015 0.021 0.033 0.014 0.148 0.148 0.011 0.024 0.019 0.038 0.251 0.251 Overlap adjusted Volume / Saturation Flow Rate 0.015 0.021 0.033 0.014 0.148 0.148 0.011 0.024 0.019 0.038 0.251 0.251 Critical Movement Y Y Y Y

N E S W
Volume and Adjustments by Lane Group

N E S W
Saturation Flow Rate

N E S W
Capacity Analysis
Node 173: Cathedral Oaks & Cambridge
Volume and Adjustments by Movement

N E S W

Page 5 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay24.56
Worst Case Delay93.56
Worst Case LOSF
Approach
Movement L1 T L1 R1 T R1
Base Volume 87.00 311.00 87.00 268.00 471.00 57.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 94.57 338.04 94.57 291.30 511.96 61.96 Approach
Movement L1 T L1 R1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement L1 T L1 R1 T R1
Rank 2 1 3 2 1 1
vx, Volume 94.57 94.57 291.30
Conflicting Volume (Veh) 573.91 1039.13 511.96
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 573.91 1039.13 511.96
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 1009.14 257.64 565.98
Capacity 1009.14 227.91 565.98
Approach
Movement L1 T L1 R1 T R1
tc,base, Base Critical Headway 4.10 7.10 6.20
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.00 0.20 0.10
G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.70 0.00
tc, Critical Headway 4.10 6.40 6.20
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 2.20 3.50 3.30
tf,hv, Heavy Vehicles Adjustment Factor 0.90 0.90 0.90
tf, Follow-Up Headway 2.20 3.50 3.30
Approach
Movement L1 T L1 R1 T R1
vx, Volume 94.57 338.04 94.57 291.30 511.96 61.96
cmx, Capacity 1009.14 227.91 565.98
V / C 0.09 0.41 0.51
d, Delay 8.94 93.56 84.12

LOS A F F
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach S
Lane Lane 1 Lane 2 Lane 1 Lane 1 Lane 2
Movements L1, R1
vx, Volume 94.57 338.04 385.87 511.96 61.96
Flared Storage Size
cmx, Capacity 415.08
V / C 0.93
Q95, 95% Queue Length 17.84
d, Delay 86.44
LOS F
dA, Approach Delay 86.44
Approach LOS F
F

0.00 0.00
Delay and Level of Service by Lane
E (Major) W (Major)

1.95 0.00
Delay and Level of Service by Movement
E (Major) S W (Major)

1.95 86.44 0.00
Critical Headway and Follow Up Headway
E (Major) S W (Major)

0.00 0.00 0.00
E (Major) S W (Major)
Capacity of Movements below Rank 1
E (Major) S W (Major)
Pedestrians
Node 195: Cathedral Oaks & Los Carneros
Volume and Adjustments
E (Major) S W (Major)

Page 6 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay3.08
Worst Case Delay24.82
Worst Case LOSC
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 6.00 326.00 20.00 12.00 1.00 7.00 100.00 382.00 13.00 29.00 1.00 94.00 PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 6.52 354.35 21.74 13.04 1.09 7.61 108.70 415.22 14.13 31.52 1.09 102.17 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w, Lane Width (ft) 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Sp, Walking Speed (ft/s) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 fpb, Percent Blockage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Rank 2 1 1 4 3 2 2 1 1 4 3 2
vx, Volume 6.52 13.04 1.09 7.61 108.70 31.52 1.09 102.17 Conflicting Volume (Veh) 429.35 830.43 1028.80 214.67 376.09 803.80 1025.00 188.04 Conflicting Volume (Ped) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Conflicting Volume 429.35 830.43 1028.80 214.67 376.09 803.80 1025.00 188.04 Two-Stage Gap Acceptance No No No No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 1140.90 265.74 235.69 796.39 1193.48 277.76 236.91 828.24 Capacity 1140.90 202.78 206.11 796.39 1193.48 239.46 207.17 828.24 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
tc,base, Base Critical Headway 4.10 7.50 6.50 6.90 4.10 7.50 6.50 6.90 tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Phv, % Heavy Vehicles 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc,G, Grade Adjustment Factor 0.00 0.20 0.20 0.10 0.00 0.20 0.20 0.10 G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc, Critical Headway 4.10 7.50 6.50 6.90 4.10 7.50 6.50 6.90 tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 2.20 3.50 4.00 3.30 2.20 3.50 4.00 3.30 tf,hv, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 tf, Follow-Up Headway 2.20 3.50 4.00 3.30 2.20 3.50 4.00 3.30 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Volume 6.52 354.35 21.74 13.04 1.09 7.61 108.70 415.22 14.13 31.52 1.09 102.17 cmx, Capacity 1140.90 202.78 206.11 796.39 1193.48 239.46 207.17 828.24 V / C 0.01 0.06 0.01 0.01 0.09 0.13 0.01 0.12
d, Delay 8.17 23.88 23.59 10.65 8.32 22.47 24.82 11.79

LOS A C C B A C C B
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach E W
Lane Lane 1 Lane 2 Lane 3 Lane 1 Lane 1 Lane 2 Lane 1
Movements T, R1 L1, T, R1 T, R1 L1, T, R1
vx, Volume 6.52 188.04 188.04 21.74 108.70 429.35 134.78 Flared Storage Size
cmx, Capacity 274.66 517.91
V / C 0.08 0.26
Q95, 95% Queue Length 0.26 1.05
d, Delay 19.23 14.39

LOS C B
dA, Approach Delay 19.23 14.39
Approach LOS C B

0.00 Delay and Level of Service by Lane
N (Major) S (Major)

0.14 1.68
C B

0.00 0.00
Delay and Level of Service by Movement

0.14 19.23 1.68 14.39
N (Major) E S (Major) W
N (Major) E S (Major) W
Critical Headway and Follow Up Headway
N (Major) E S (Major) W

0.00 0.00 0.00
Capacity of Movements below Rank 1
Node 203: Stow Canyon & Fairview
Volume and Adjustments
N (Major) E S (Major) W
Pedestrians
N (Major) E S (Major) W

Page 7 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.245
Loss Time 0
Cycle Length 100
Adj V/C 0.345
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 20 447 6 57 1 18 19 460 52 8 2 11
PHF 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 Peak 15 Volume 5 121 2 15 0 5 5 125 14 2 1 3
Adjusted Volume 22 486 7 62 1 20 21 500 57 9 2 12
Approach E W
Lane Group L C C L C C
ID 2027 2028 2026 2031 2032 2030
Lanes L T, RT LTR L T, RT LTR
Volume 22 492 83 21 557 23
Approach E W
Lane Group 2027 2028 2026 2031 2032 2030
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 Number of Lanes 1 2 1 1 2 1
Saturation Flow Rate 1600 3200 1600 1600 3200 1600
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 22 486 7 62 1 20 21 500 57 9 2 12
Volume / Saturation Flow Rate 0.014 0.154 0.154 0.039 0.052 0.052 0.013 0.174 0.174 0.005 0.014 0.014 Overlap adjusted Volume / Saturation Flow Rate 0.014 0.154 0.154 0.039 0.052 0.052 0.013 0.174 0.174 0.005 0.014 0.014 Critical Movement Y Y Y Y
Capacity Analysis

N E S W
Volume and Adjustments by Lane Group
N S
Saturation Flow Rate
N S
Node 204: Fairview & Berkeley
Volume and Adjustments by Movement

N E S W

Page 8 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay3.85
Worst Case Delay28.8
Worst Case LOSD
Approach
Movement T R1 L1 T L1 R1
Base Volume 457.00 67.00 67.00 413.00 94.00 58.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 496.74 72.83 72.83 448.91 102.17 63.04 Approach
Movement T R1 L1 T L1 R1
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement T R1 L1 T L1 R1
Rank 1 1 2 1 3 2
vx, Volume 72.83 102.17 63.04
Conflicting Volume (Veh) 569.57 903.26 284.78
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 569.57 903.26 284.78
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 1012.88 280.60 718.11
Capacity 1012.88 257.55 718.11
Approach
Movement T R1 L1 T L1 R1
tc,base, Base Critical Headway 4.10 7.50 6.90
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00 2.00 2.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.00 0.20 0.10
G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.70 0.00
tc, Critical Headway 4.10 6.80 6.90
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 2.20 3.50 3.30
tf,hv, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
tf, Follow-Up Headway 2.20 3.50 3.30
Approach
Movement T R1 L1 T L1 R1
vx, Volume 496.74 72.83 72.83 448.91 102.17 63.04
cmx, Capacity 1012.88 257.55 718.11
V / C 0.07 0.40 0.09
d, Delay 8.83 28.80 19.83

LOS A D C
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach W
Lane Lane 1 Lane 2 Lane 1 Lane 2 Lane 3 Lane 1
Movements T, R1 L1, R1
vx, Volume 284.78 284.78 72.83 224.46 224.46 165.22
Flared Storage Size
cmx, Capacity 341.00
V / C 0.48
Q95, 95% Queue Length 2.73
d, Delay 25.38
LOS D
dA, Approach Delay 25.38
Approach LOS D
D

0.00 0.00
Delay and Level of Service by Lane
N (Major) S (Major)

0.00 1.23
Delay and Level of Service by Movement
N (Major) S (Major) W

0.00 1.23 25.38
Critical Headway and Follow Up Headway
N (Major) S (Major) W

0.00 0.00 0.00
N (Major) S (Major) W
Capacity of Movements below Rank 1
N (Major) S (Major) W
Pedestrians
Node 240: Fairview & Shirrell Way
Volume and Adjustments
N (Major) S (Major) W

Page 9 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.308
Loss Time 0
Cycle Length 100
Adj V/C 0.408
Approach
Movement L1 T L1 R1 T R1
Base Volume 130 403 72 112 400 100
PHF 1.000 1.000 1.000 1.000 1.000 1.000
Peak 15 Volume 33 101 18 28 100 25
Adjusted Volume 130 403 72 112 400 100
Approach S
Lane Group L C L R C
ID 2036 2037 2034 2035 2039
Lanes L T, T L R T, RT
Volume 130 403 72 112 500
Approach S
Lane Group 2036 2037 2034 2035 2039
Base Saturation Flow Rate 1600 1600 1600 1600 1600
Number of Lanes 1 2 1 1 2
Saturation Flow Rate 1600 3200 1600 1600 3200
Approach
Movement L1 T L1 R1 T R1
Volume 130 403 72 112 400 100
Volume / Saturation Flow Rate 0.081 0.126 0.045 0.070 0.156 0.156 Overlap adjusted Volume / Saturation Flow Rate 0.081 0.126 0.045 0.070 0.156 0.156 Critical Movement Y Y Y
N E S
N E
Saturation Flow Rate
N E
Capacity Analysis
Volume and Adjustments by Lane Group
Node 241: Encina & Fairview
Volume and Adjustments by Movement
N E S

Page 10 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay2.96
Worst Case Delay13.7
Worst Case LOSB
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 12.00 2.00 5.00 45.00 144.00 15.00 18.00 2.00 55.00 12.00 156.00 32.00 PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 13.04 2.17 5.43 48.91 156.52 16.30 19.57 2.17 59.78 13.04 169.57 34.78 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w, Lane Width (ft) 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Sp, Walking Speed (ft/s) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 fpb, Percent Blockage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Rank 4 3 2 2 1 1 4 3 2 2 1 1
vx, Volume 13.04 2.17 5.43 48.91 19.57 2.17 59.78 13.04 Conflicting Volume (Veh) 498.37 484.78 156.52 204.35 461.96 466.30 169.57 172.83 Conflicting Volume (Ped) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Conflicting Volume 498.37 484.78 156.52 204.35 461.96 466.30 169.57 172.83 Two-Stage Gap Acceptance No No No No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 485.67 485.10 894.34 1379.25 513.38 496.88 879.58 1416.22 Capacity 428.77 461.52 894.34 1379.25 483.28 472.73 879.58 1416.22 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
tc,base, Base Critical Headway 7.10 6.50 6.20 4.10 7.10 6.50 6.20 4.10 tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phv, % Heavy Vehicles 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc,G, Grade Adjustment Factor 0.20 0.20 0.10 0.00 0.20 0.20 0.10 0.00 G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc, Critical Headway 7.10 6.50 6.20 4.10 7.10 6.50 6.20 4.10 tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.50 4.00 3.30 2.20 3.50 4.00 3.30 2.20 tf,hv, Heavy Vehicles Adjustment Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 tf, Follow-Up Headway 3.50 4.00 3.30 2.20 3.50 4.00 3.30 2.20 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Volume 13.04 2.17 5.43 48.91 156.52 16.30 19.57 2.17 59.78 13.04 169.57 34.78 cmx, Capacity 428.77 461.52 894.34 1379.25 483.28 472.73 879.58 1416.22 V / C 0.03 0.00 0.01 0.04 0.04 0.00 0.07 0.01
d, Delay 13.70 13.11 9.33 7.71 13.09 13.25 9.73 7.57

LOS B B A A B B A A
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N S
Lane Lane 1 Lane 1 Lane 2 Lane 3 Lane 1 Lane 1 Lane 2 Lane 3 Movements L1, T, R1 L1, T, R1
vx, Volume 20.65 48.91 156.52 16.30 81.52 13.04 169.57 34.78 Flared Storage Size
cmx, Capacity 501.17 721.11
V / C 0.04 0.11
Q95, 95% Queue Length 0.13 0.38
d, Delay 12.49 10.63

LOS B B
dA, Approach Delay 12.49 10.63
Approach LOS B B

1.70 0.45

0.00 0.00
Delay and Level of Service by Movement

0.00 Delay and Level of Service by Lane
E (Major) W (Major)

12.49 1.70 10.63 0.45
B B
N E (Major) S W (Major)
N E (Major) S W (Major)
Critical Headway and Follow Up Headway
N E (Major) S W (Major)

0.00 0.00 0.00
Capacity of Movements below Rank 1
Node 273: Cathedral Oaks & Brandon
Volume and Adjustments
N E (Major) S W (Major)
Pedestrians
N E (Major) S W (Major)

Page 11 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.236
Loss Time 0
Cycle Length 100
Adj V/C 0.336
Approach N
Movement L1 T L1 R1 T R1
Base Volume 67 295 83 65 213 37
PHF 1.000 1.000 1.000 1.000 1.000 1.000
Peak 15 Volume 17 74 21 16 53 9
Adjusted Volume 67 295 83 65 213 37
Approach N
Lane Group L C L R C R
ID 2079 2080 2083 2084 2081 2082
Lanes L T L R T R
Volume 67 295 83 65 213 37
Approach N
Lane Group 2079 2080 2083 2084 2081 2082
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 Number of Lanes 1 1 1 1 1 1
Saturation Flow Rate 1600 1600 1600 1600 1600 1600
Approach N
Movement L1 T L1 R1 T R1
Volume 67 295 83 65 213 37
Volume / Saturation Flow Rate 0.042 0.184 0.052 0.041 0.133 0.023 Overlap adjusted Volume / Saturation Flow Rate 0.042 0.184 0.052 0.041 0.133 0.023 Critical Movement Y Y
Capacity Analysis
E S W
E S W
Saturation Flow Rate
E S W
Volume and Adjustments by Lane Group
Node 276: Cathedral Oaks & Alameda
Volume and Adjustments by Movement
E S W

Page 12 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.462
Loss Time 0
Cycle Length 100
Adj V/C 0.562
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 46 90 34 109 271 33 224 176 160 31 282 236
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 12 23 9 27 68 8 56 44 40 8 71 59
Adjusted Volume 46 90 34 109 271 33 224 176 160 31 282 236 Approach
Lane Group L C L C R L C R L C R
ID 2091 2092 2088 2089 2090 2085 2086 2087 2093 2094 2095 Lanes L RT L T R L T R L T R
Volume 46 124 109 271 33 224 176 160 31 282 236
Approach
Lane Group 2091 2092 2088 2089 2090 2085 2086 2087 2093 2094 2095 Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 1 1 1 1 1 1 1 1 1 1
Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 46 90 34 109 271 33 224 176 160 31 282 236
Volume / Saturation Flow Rate 0.029 0.078 0.078 0.068 0.169 0.021 0.140 0.110 0.100 0.019 0.176 0.148 Overlap adjusted Volume / Saturation Flow Rate 0.029 0.078 0.078 0.068 0.169 0.021 0.140 0.110 0.100 0.019 0.176 0.148 Critical Movement Y Y Y Y

N E S W
Volume and Adjustments by Lane Group

N E S W
Saturation Flow Rate

N E S W
Capacity Analysis
Node 277: Cathedral Oaks & Glen Anne
Volume and Adjustments by Movement

N E S W

Page 13 of 75 ends

Control Type Roundabout
Method HCM 7th Edition
Average Delay 13.65
Average LOS B
Worst Case Delay15.99
Worst Case LOSC
Approach
Movement L1 T L1 R1 T R1
Base Volume (veh/h) 45.00 133.00 388.00 51.00 408.00 531.00 PHF 0.92 0.92 0.92 0.92 0.92 0.92
Volume, Lane Flow Rate (veh/h) 48.91 144.57 421.74 55.43 443.48 577.17 Approach N E S
Lane Lane 1 Lane 1 Lane 1
Movements L1, T L1, R1 T, R1
Volume, Lane Flow Rate (veh/h) 193.478477.1741020.652
P_T, Share of Heavy Vehicles 0.00 0.00 0.00
f_HV, Heavy-Vehicle Adjustment Factor 1.000 1.000 1.000 Adjusted Volume (pc/h) 193.478477.1741020.652
De-Facto Movements L1, T L1, R1 T, R1
Is Bypass Lane
Uses Bypass
Bypass Type
Bypass Volume (pc/h) 0.000 0.000 0.000
Non-Bypass Volume (pc/h) 193.478477.1741020.652
Approach N E S
Lane Lane 1 Lane 1 Lane 1
Movements L1, T L1, R1 T, R1
v_e, Entry Volume (pc/h) 193.48 477.17 1020.65
v_bypass, Bypass Volume (pc/h)
t_f, Follow Up Headway
t_c, Critical Headway
A, Capacity Calibration Factor 1380.001380.001380.00
B, Capacity Calibration Factor 0.001020.001020.00102
v_c, Conflicting Volume (pc/h) 421.74 443.48 48.91
v_ex,pce, Conflicting Volume for Bypass Lane (pc/h)
c_pce, Capacity (pc/h) 897.55 877.86 1312.84
n_ped, Conflicting Pedestrian Volume 0.00 0.00 0.00
f_ped, Pedestrian Adjustment Factor 1.000 1.000 1.000
P_T, Share of Heavy Vehicles 0.00 0.00 0.00
f_HV, Heavy-Vehicle Adjustment Factor 1.000 1.000 1.000 Proportion of CAVs 0.000 0.000 0.000
c, Capacity (veh/h) 897.55 877.86 1312.84
Approach N E S
Lane Lane 1 Lane 1 Lane 1
Movements L1, T L1, R1 T, R1
v, Volume, Lane Flow Rate (veh/h) 193.48 477.17 1020.65 c, Capacity (veh/h) 897.55 877.86 1312.84
x, Volume-to-Capacity Ratio 0.22 0.54 0.78
Q_95, 95% Queue Length (veh) 0.82 3.51 9.82
d, Delay (s/veh) 6.19 11.67 15.99

LOS A B C
Approach Delay (s/veh) 6.19 11.67 15.99
Approach LOS A B C
Approach
Movement L1 T L1 R1 T R1
v, Volume, Lane Flow Rate (veh/h) 48.91 144.57 421.74 55.43 443.48 577.17 c, Capacity (veh/h) 897.55 897.55 877.86 877.86 1312.841312.84 x, Volume-to-Capacity Ratio 0.05 0.16 0.48 0.06 0.34 0.44 d, Delay (s/veh) 6.19 6.19 11.67 11.67 15.99 15.99

LOS A A B B C C
Approach Delay (s/veh)
Approach LOS

6.19 11.67 15.99
A B C
Capacity
Delay and Level of Service by Lane
Delay and Level of Service by Movement
N E S
Volume
Node 279:Calle Real & Los Caneros
Volume by Movement
N E S

Page 14 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay1.55
Worst Case Delay24.22
Worst Case LOSC
Approach
Movement L1 R1 T R1 L1 T
Base Volume 39.00 31.00 338.00 66.00 34.00 563.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 42.39 33.70 367.39 71.74 36.96 611.96 Approach
Movement L1 R1 T R1 L1 T
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement L1 R1 T R1 L1 T
Rank 3 2 1 1 2 1
vx, Volume 42.39 33.70 36.96
Conflicting Volume (Veh) 1089.13 403.26 439.13
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 1089.13 403.26 439.13
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 240.53 651.58 1131.49
Capacity 228.63 651.58 1131.49
Approach
Movement L1 R1 T R1 L1 T
tc,base, Base Critical Headway 7.10 6.20 4.10
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.20 0.10 0.00
G, % Grade
T3,lt, Geometry Adjustment Factor 0.70 0.00 0.00
tc, Critical Headway 6.40 6.20 4.10
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.50 3.30 2.20
tf,hv, Heavy Vehicles Adjustment Factor 0.90 0.90 0.90
tf, Follow-Up Headway 3.50 3.30 2.20
Approach
Movement L1 R1 T R1 L1 T
vx, Volume 42.39 33.70 367.39 71.74 36.96 611.96
cmx, Capacity 228.63 651.58 1131.49
V / C 0.19 0.05 0.03
d, Delay 24.22 14.00 8.22

LOS C B A
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N E (Major)W (Major)
Lane Lane 1 Lane 1 Lane 1
Movements L1, R1 T, R1 L1, T
vx, Volume 76.09 439.13 648.91
Flared Storage Size
cmx, Capacity 320.87 1800.00
V / C 0.24 0.36
Q95, 95% Queue Length 0.93 0.06
d, Delay 19.70 8.22
LOS C
dA, Approach Delay 19.70 0.00 0.47
Approach LOS C
Delay and Level of Service by Lane
C

0.00 0.41
Delay and Level of Service by Movement
N E (Major) W (Major)

19.70 0.00 0.47
Critical Headway and Follow Up Headway
N E (Major) W (Major)

0.00 0.00 0.00
N E (Major) W (Major)
Capacity of Movements below Rank 1
N E (Major) W (Major)
Pedestrians
Node 280: Calle Real & La Patera
Volume and Adjustments
N E (Major) W (Major)

Page 15 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay1.51
Worst Case Delay24.9
Worst Case LOSC
Approach
Movement L1 R1 T R1 L1 T
Base Volume 33.00 54.00 515.00 48.00 51.00 619.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 35.87 58.70 559.78 52.17 55.43 672.83 Approach
Movement L1 R1 T R1 L1 T
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement L1 R1 T R1 L1 T
Rank 3 2 1 1 2 1
vx, Volume 35.87 58.70 55.43
Conflicting Volume (Veh) 1033.15 305.98 611.96
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 1033.15 305.98 611.96
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 231.59 695.95 976.96
Capacity 215.43 695.95 976.96
Approach
Movement L1 R1 T R1 L1 T
tc,base, Base Critical Headway 7.50 6.90 4.10
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00 2.00 2.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.20 0.10 0.00
G, % Grade
T3,lt, Geometry Adjustment Factor 0.70 0.00 0.00
tc, Critical Headway 6.80 6.90 4.10
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.50 3.30 2.20
tf,hv, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
tf, Follow-Up Headway 3.50 3.30 2.20
Approach
Movement L1 R1 T R1 L1 T
vx, Volume 35.87 58.70 559.78 52.17 55.43 672.83
cmx, Capacity 215.43 695.95 976.96
V / C 0.17 0.08 0.06
d, Delay 24.90 13.36 8.91

LOS C B A
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N E (Major)
Lane Lane 1 Lane 1 Lane 1 Lane 2 Lane 3
Movements L1, R1 T, R1
vx, Volume 94.57 611.96 55.43 336.41 336.41
Flared Storage Size
cmx, Capacity 376.99
V / C 0.25
Q95, 95% Queue Length 1.00
d, Delay 17.74
LOS C
dA, Approach Delay 17.74 0.00
Approach LOS C
Delay and Level of Service by Lane
W (Major)

0.68 C

0.00 0.00
Delay and Level of Service by Movement
N E (Major) W (Major)

17.74 0.00 0.68
Critical Headway and Follow Up Headway
N E (Major) W (Major)

0.00 0.00 0.00
N E (Major) W (Major)
Capacity of Movements below Rank 1
N E (Major) W (Major)
Pedestrians
Node 282: Calle Real & Carlo Dr
Volume and Adjustments
N E (Major) W (Major)

Page 16 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS C
Critical V/C 0.704
Loss Time 0
Cycle Length 100
Adj V/C 0.804
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 135 315 55 326 288 85 341 390 352 71 438 226 PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 34 79 14 82 72 21 85 98 88 18 110 57
Adjusted Volume 135 315 55 326 288 85 341 390 352 71 438 226 Approach
Lane Group L C L C C R L C R
ID 2102 2103 2099 2101 2096 2098 2105 2106 2107
Lanes L T, RT L, L RT LT, T R L T R
Volume 135 370 326 373 731 352 71 438 226
Approach
Lane Group 2102 2103 2099 2101 2096 2098 2105 2106 2107 Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 2 2 1 2 1 1 1 1
Saturation Flow Rate 1600 3200 3200 1600 3200 1600 1600 1600 1600 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 135 315 55 326 288 85 341 390 352 71 438 226
Volume / Saturation Flow Rate 0.084 0.116 0.116 0.102 0.233 0.233 0.213 0.228 0.220 0.044 0.274 0.141 Overlap adjusted Volume / Saturation Flow Rate 0.084 0.116 0.116 0.102 0.233 0.233 0.213 0.228 0.220 0.044 0.274 0.141 Critical Movement Y Y Y Y

N E S W
Volume and Adjustments by Lane Group

N E S W
Saturation Flow Rate

N E S W
Capacity Analysis
Node 288: Calle Real & Fairview
Volume and Adjustments by Movement

N E S W

Page 17 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS B
Critical V/C 0.664
Loss Time 0
Cycle Length 100
Adj V/C 0.764
Approach N S
Movement T T R1 L1 R1
Base Volume 264 464 503 590 293
PHF 1.000 1.000 1.000 1.000 1.000
Peak 15 Volume 66 116 126 148 73
Adjusted Volume 264 464 503 590 293
Approach N S
Lane Group C C R L R
ID 2110 2108 2109 2111 2113
Lanes T T R L, L R
Volume 264 464 503 590 293
Approach N S
Lane Group 2110 2108 2109 2111 2113
Base Saturation Flow Rate 1600 1600 1600 1600 1600
Number of Lanes 1 1 1 2 1
Saturation Flow Rate 1600 1600 1600 3200 1600
Approach N S
Movement T T R1 L1 R1
Volume 264 464 503 590 293
Volume / Saturation Flow Rate 0.165 0.290 0.314 0.184 0.183 Overlap adjusted Volume / Saturation Flow Rate 0.165 0.290 0.314 0.184 0.183 Critical Movement Y Y Y
Saturation Flow Rate
E W
Capacity Analysis
E W
E W
Node 289: Fairview & US 101 NB Ramps
Volume and Adjustments by Movement
E W
Volume and Adjustments by Lane Group

Page 18 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.368
Loss Time 0
Cycle Length 100
Adj V/C 0.468
Approach
Movement L1 R1 T R1 L1 T
Base Volume 106 63 724 112 65 764
PHF 1.000 1.000 1.000 1.000 1.000 1.000
Peak 15 Volume 27 16 181 28 16 191
Adjusted Volume 106 63 724 112 65 764
Approach E
Lane Group L R C L C
ID 2116 2117 2114 2118 2119
Lanes L R T, RT L T, T
Volume 106 63 836 65 764
Approach E
Lane Group 2116 2117 2114 2118 2119
Base Saturation Flow Rate 1600 1600 1600 1600 1600
Number of Lanes 1 1 2 1 2
Saturation Flow Rate 1600 1600 3200 1600 3200
Approach
Movement L1 R1 T R1 L1 T
Volume 106 63 724 112 65 764
Volume / Saturation Flow Rate 0.066 0.039 0.261 0.261 0.041 0.239 Overlap adjusted Volume / Saturation Flow Rate 0.066 0.039 0.261 0.261 0.041 0.239 Critical Movement Y Y Y
N E W
N W
Saturation Flow Rate
N W
Capacity Analysis
Volume and Adjustments by Lane Group
Node 296: Calle Real & Kellogg
Volume and Adjustments by Movement
N E W

Page 19 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.522
Loss Time 0
Cycle Length 100
Adj V/C 0.622
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 39 1006 107 17 3 94 34 1013 49 151 4 59
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 10 252 27 4 1 24 9 253 12 38 1 15
Adjusted Volume 39 1006 107 17 3 94 34 1013 49 151 4 59 Approach
Lane Group L C C R L C C R
ID 2123 2124 2121 2122 2128 2129 2126 2127
Lanes L T, RT LT R L T, RT LT R
Volume 39 1113 20 94 34 1062 155 59
Approach
Lane Group 2123 2124 2121 2122 2128 2129 2126 2127
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 2 1 1 1 2 1 1
Saturation Flow Rate 1600 3200 1600 1600 1600 3200 1600 1600 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 39 1006 107 17 3 94 34 1013 49 151 4 59
Volume / Saturation Flow Rate 0.024 0.348 0.348 0.011 0.013 0.059 0.021 0.332 0.332 0.094 0.097 0.037 Overlap adjusted Volume / Saturation Flow Rate 0.024 0.348 0.348 0.011 0.013 0.059 0.021 0.332 0.332 0.094 0.097 0.037 Critical Movement Y Y Y Y

N E S W
Volume and Adjustments by Lane Group

N E S W
Saturation Flow Rate

N E S W
Capacity Analysis
Node 305: Patterson & Overpass
Volume and Adjustments by Movement

N E S W

Page 20 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS E
Critical V/C 0.963
Loss Time 0
Cycle Length 100
Adj V/C 1.063
Approach E
Movement L1 T T R1 L1 T R1
Base Volume 495 550 800 477 416 2 567
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000
Peak 15 Volume 124 138 200 119 104 1 142
Adjusted Volume 495 550 800 477 416 2 567
Approach E W
Lane Group L C C R C
ID 2131 2132 2135 2137 2133
Lanes L T T, T R L, LTR
Volume 495 550 800 477 985
Approach E W
Lane Group 2131 2132 2135 2137 2133
Base Saturation Flow Rate 1600 1600 1600 1600 1600
Number of Lanes 1 1 2 1 2
Saturation Flow Rate 1600 1600 3200 1600 3200
Approach E
Movement L1 T T R1 L1 T R1
Volume 495 550 800 477 416 2 567
Volume / Saturation Flow Rate 0.309 0.344 0.250 0.298 0.130 0.308 0.308 Overlap adjusted Volume / Saturation Flow Rate 0.309 0.344 0.250 0.298 0.130 0.308 0.308 Critical Movement Y Y Y
N S W
N S
Saturation Flow Rate
N S
Capacity Analysis
Volume and Adjustments by Lane Group
Node 306: Patterson & US 101 SB Ramps
Volume and Adjustments by Movement
N S W

Page 21 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS B
Critical V/C 0.622
Loss Time 0
Cycle Length 100
Adj V/C 0.722
Approach W
Movement T R1 L1 T R1 L1 T
Base Volume 760 341 255 16 599 346 887
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000
Peak 15 Volume 190 85 64 4 150 87 222
Adjusted Volume 760 341 255 16 599 346 887
Approach E W
Lane Group C R C L C
ID 2151 2154 2148 2155 2156
Lanes T, T, T R L, LTR, R L T, T
Volume 760 341 870 346 887
Approach E W
Lane Group 2151 2154 2148 2155 2156
Base Saturation Flow Rate 1600 1600 1600 1600 1600
Number of Lanes 3 1 3 1 2
Saturation Flow Rate 4800 1600 4800 1600 3200
Approach W
Movement T R1 L1 T R1 L1 T
Volume 760 341 255 16 599 346 887
Volume / Saturation Flow Rate 0.158 0.213 0.080 0.181 0.181 0.216 0.277 Overlap adjusted Volume / Saturation Flow Rate 0.158 0.213 0.080 0.181 0.181 0.216 0.277 Critical Movement Y Y Y
Volume and Adjustments by Lane Group
Node 307: Patterson & US 101 NB Ramp
Volume and Adjustments by Movement
N E S
N E S
N S
Saturation Flow Rate
N S
Capacity Analysis

Page 22 of 75 ends

Control Type AWSC
Method HCM 7th Edition
Average Delay 9.56
Average LOS A
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 10.00 6.00 30.00 27.00 148.00 14.00 40.00 30.00 39.00 20.00 169.00 47.00 PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 Flow Rate 10.87 6.52 32.61 29.35 160.87 15.22 43.48 32.61 42.39 21.74 183.70 51.09 Geometry Group
Approach N
Lanes Lane 1 Lane 1 Lane 2 Lane 1 Lane 2 Lane 1 Lane 2
Total Lane Flow Rate 50.00 29.35 176.09 76.09 42.39 21.74 234.78 Left Turn Flow Rate 10.87 29.35 0.00 43.48 0.00 21.74 0.00 Right Turn Flow Rate 32.61 0.00 15.22 0.00 42.39 0.00 51.09 PLT, Proportion LT 0.22 1.00 0.00 0.57 0.00 1.00 0.00
PRT, Proportion RT 0.65 0.00 0.09 0.00 1.00 0.00 0.22
PHV, Proportion HV 0.00 0.00 0.00 0.00 0.00 0.00 0.00
hLT,adj, Headway adjustment for left turns 0.20
hRT,adj, Headway adjustment for right turns -0.60
hHV,adj, Headway adjustment for heavy vehicles 1.70
hadj, Headway adjustment -0.35 0.50 -0.06 0.29 -0.70 0.50 -0.15 Approach N
Lanes Lane 1 Lane 1 Lane 2 Lane 1 Lane 2 Lane 1 Lane 2
Total Lane Flow Rate 50.00 29.35 176.09 76.09 42.39 21.74 234.78 hd initial 3.20 3.20 3.20 3.20 3.20 3.20 3.20
x initial 0.04 0.03 0.16 0.07 0.04 0.02 0.21
hd, iteration 1 4.97 5.42 4.86 5.54 4.55 5.39 4.74
Difference, iteration 1 1.77 2.22 1.66 2.34 1.35 2.19 1.54 hd, iteration 2 5.39 5.67 5.11 5.91 4.92 5.63 4.98
Difference, iteration 2 0.42 0.25 0.25 0.37 0.37 0.24 0.24 hd, iteration 3 5.45 5.72 5.16 5.97 4.98 5.68 5.03
Difference, iteration 3 0.06 0.05 0.05 0.06 0.06 0.05 0.05 Convergence Y Y Y Y Y Y Y
hd final, Departure Headway 5.45 5.72 5.16 5.97 4.98 5.68 5.03 x final, Degree of Utilization 0.08 0.05 0.25 0.13 0.06 0.03 0.33 Approach N
Lanes Lane 1 Lane 1 Lane 2 Lane 1 Lane 2 Lane 1 Lane 2
Total Lane Flow Rate 50.00 29.35 176.09 76.09 42.39 21.74 234.78 hd, Departure Headway 5.45 5.72 5.16 5.97 4.98 5.68 5.03 x, Degree of Utilization 0.08 0.05 0.25 0.13 0.06 0.03 0.33 m, Move Up Time 2.00 2.30 2.30 2.30 2.30 2.30 2.30
ts, Service Time 3.45 3.42 2.86 3.67 2.68 3.38 2.73
Capacity 660.11 628.17 697.13 602.45 722.56 633.13 716.27 Delay 8.90 8.70 9.60 9.53 7.99 8.58 10.17

LOS A A A A A A B
Q95, 95% Queue Length 0.25 0.15 1.01 0.43 0.19 0.11 1.45 Approach Delay 8.90
Approach LOS A
Intersection Delay
Intersection LOS
A A B

9.56 A
Capacity and Level of Service
E S W

9.47 8.98 10.04

1.70 1.70 1.70
Departure Headway
E S W

0.50 0.50 0.50
-0.70 -0.70 -0.70
E S W
Node 359: Cathedral Oaks & Winchester Canyon
Volume and Adjustments

N E S W
4b 5 5 5
Saturation Headway

Page 23 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay0.82
Worst Case Delay10.37
Worst Case LOSB
Approach S (Major) W
Movement T R1 T R1
Base Volume 410.00 34.00 575.00 88.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920
V, Adjusted Volume 445.65 36.96 625.00 95.65
Approach S (Major) W
Movement T R1 T R1
vx, Flow (Ped/hr) 0.00
w, Lane Width (ft) 12.00
Sp, Walking Speed (ft/s) 3.50
fpb, Percent Blockage 0.00
Approach S (Major) W
Movement T R1 T R1
Rank 1 1 1 2
vx, Volume 95.65
Conflicting Volume (Veh) 241.30
Conflicting Volume (Ped) 0.00
Conflicting Volume 241.30
Two-Stage Gap Acceptance
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 765.73
Capacity 765.73
Approach S (Major) W
Movement T R1 T R1
tc,base, Base Critical Headway 6.90
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00
Phv, % Heavy Vehicles 0.00
tc,G, Grade Adjustment Factor 0.10
G, % Grade 0.00 0.00
T3,lt, Geometry Adjustment Factor 0.00
tc, Critical Headway 6.90
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.30
tf,hv, Heavy Vehicles Adjustment Factor 1.00
tf, Follow-Up Headway 3.30
Approach S (Major) W
Movement T R1 T R1
vx, Volume 445.65 36.96 625.00 95.65
cmx, Capacity 765.73
V / C 0.12
d, Delay 10.37
LOS B
dA, Approach Delay 0.00 10.37
Approach LOS B
dRank1, Rank 1 Delay 0.00
Approach W
Lane Lane 1 Lane 2 Lane 1 Lane 2 Lane 1
Movements T, R1
vx, Volume 241.30 241.30 312.50 312.50 95.65
Flared Storage Size
cmx, Capacity
V / C
Q95, 95% Queue Length
d, Delay
LOS
dA, Approach Delay 10.37
Approach LOS B

0.00 0.00

0.00 0.00
Delay and Level of Service by Lane
N (Major) S (Major)
N (Major)
Node 372: Glen Annie & Del Norte
Volume and Adjustments
N (Major)
Pedestrians
N (Major)
Capacity of Movements below Rank 1
N (Major)
Critical Headway and Follow Up Headway
N (Major)

0.00 Delay and Level of Service by Movement

Page 24 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS B
Critical V/C 0.654
Loss Time 0
Cycle Length 100
Adj V/C 0.754
Approach E
Movement L1 T T R1 L1 T R1
Base Volume 28 734 981 741 158 0 77
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000
Peak 15 Volume 7 184 245 185 40 0 19
Adjusted Volume 28 734 981 741 158 0 77
Approach E S
Lane Group L C C L R
ID 2233 2234 2238 2236 2237
Lanes L T, T T, RT L R
Volume 28 734 1722 158 77
Approach E S
Lane Group 2233 2234 2238 2236 2237
Base Saturation Flow Rate 1600 1600 1600 1600 1600
Number of Lanes 1 2 2 1 1
Saturation Flow Rate 1600 3200 3200 1600 1600
Approach E
Movement L1 T T R1 L1 T R1
Volume 28 734 981 741 158 0 77
Volume / Saturation Flow Rate 0.018 0.229 0.538 0.538 0.099 0.000 0.048 Overlap adjusted Volume / Saturation Flow Rate 0.018 0.229 0.538 0.538 0.099 0.000 0.048 Critical Movement Y Y Y
N S W
N W
Saturation Flow Rate
N W
Capacity Analysis
Volume and Adjustments by Lane Group
Node 375: Los Caneros & US101 SB Ramps
Volume and Adjustments by Movement
N S W

Page 25 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.462
Loss Time 0
Cycle Length 100
Adj V/C 0.562
Approach W
Movement T R1 L1 T R1 L1 T
Base Volume 348 177 499 3 67 192 895
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000
Peak 15 Volume 87 44 125 1 17 48 224
Adjusted Volume 348 177 499 3 67 192 895
Approach N E W
Lane Group C C L C
ID 2242 2240 2244 2245
Lanes T, RT L, LTR L T, T
Volume 525 569 192 895
Approach N E W
Lane Group 2242 2240 2244 2245
Base Saturation Flow Rate 1600 1600 1600 1600
Number of Lanes 2 2 1 2
Saturation Flow Rate 3200 3200 1600 3200
Approach W
Movement T R1 L1 T R1 L1 T
Volume 348 177 499 3 67 192 895
Volume / Saturation Flow Rate 0.164 0.164 0.156 0.178 0.178 0.120 0.280 Overlap adjusted Volume / Saturation Flow Rate 0.164 0.164 0.156 0.178 0.178 0.120 0.280 Critical Movement Y Y Y Y
S
Saturation Flow Rate
S
Capacity Analysis
N E S
Volume and Adjustments by Lane Group
Node 376: Los Carneros & US 101 NB Ramps
Volume and Adjustments by Movement
N E S

Page 26 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS E
Critical V/C 0.949
Loss Time 0
Cycle Length 100
Adj V/C 1.049
Approach E
Movement L1 T T R1 L1 T R1
Base Volume 288 766 791 1128 209 16 246
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000
Peak 15 Volume 72 192 198 282 52 4 62
Adjusted Volume 288 766 791 1128 209 16 246
Approach E
Lane Group L C C R C R
ID 2250 2252 2247 2249 2254 2255
Lanes L, L T, T T, T R LT R
Volume 288 766 791 1128 225 246
Approach E
Lane Group 2250 2252 2247 2249 2254 2255
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 Number of Lanes 2 2 2 1 1 1
Saturation Flow Rate 3200 3200 3200 1600 1600 1600
Approach E
Movement L1 T T R1 L1 T R1
Volume 288 766 791 1128 209 16 246
Volume / Saturation Flow Rate 0.090 0.239 0.247 0.705 0.131 0.141 0.154 Overlap adjusted Volume / Saturation Flow Rate 0.090 0.239 0.247 0.705 0.131 0.141 0.154 Critical Movement Y Y Y
Capacity Analysis
N S W
N S W
Saturation Flow Rate
N S W
Volume and Adjustments by Lane Group
Node 383: Fairview & US 101 SB Ramps
Volume and Adjustments by Movement
N S W

Page 27 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS D
Critical V/C 0.837
Loss Time 0
Cycle Length 100
Adj V/C 0.937
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 418 198 224 78 517 593 159 577 103 393 714 141 PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 105 50 56 20 129 148 40 144 26 98 179 35 Adjusted Volume 418 198 224 78 517 593 159 577 103 393 714 141 Approach
Lane Group L C R L C R L C L C R
ID 2263 2265 2267 2259 2260 2262 2256 2257 2268 2270 2272 Lanes L, L T, T R L T, T R L T, RT L, L T, T R
Volume 418 198 224 78 517 593 159 680 393 714 141
Approach
Lane Group 2263 2265 2267 2259 2260 2262 2256 2257 2268 2270 2272 Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 2 2 1 1 2 1 1 2 2 2 1
Saturation Flow Rate 3200 3200 1600 1600 3200 1600 1600 3200 3200 3200 1600 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 418 198 224 78 517 593 159 577 103 393 714 141
Volume / Saturation Flow Rate 0.131 0.062 0.140 0.049 0.162 0.371 0.099 0.213 0.213 0.123 0.223 0.088 Overlap adjusted Volume / Saturation Flow Rate 0.131 0.062 0.140 0.049 0.162 0.371 0.099 0.213 0.213 0.123 0.223 0.088 Critical Movement Y Y Y Y

N E S W
Volume and Adjustments by Lane Group

N E S W
Saturation Flow Rate

N E S W
Capacity Analysis
Node 385: Hollister & Fairview
Volume and Adjustments by Movement

N E S W

Page 28 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay166.81
Worst Case Delay10000
Worst Case LOSF
Approach
Movement L1 T L1 R1 T R1
Base Volume 179.00 855.00 47.00 260.00 1631.00 98.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 194.57 929.35 51.09 282.61 1772.83 106.52 Approach
Movement L1 T L1 R1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement L1 T L1 R1 T R1
Rank 2 1 3 2 1 1
vx, Volume 194.57 51.09 282.61
Conflicting Volume (Veh) 1879.35 2626.63 886.41
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 1879.35 2626.63 886.41
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 323.68 19.95 291.41
Capacity 323.68 3.78 291.41
Approach
Movement L1 T L1 R1 T R1
tc,base, Base Critical Headway 4.10 7.50 6.90
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00 2.00 2.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.00 0.20 0.10
G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.70 0.00
tc, Critical Headway 4.10 6.80 6.90
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 2.20 3.50 3.30
tf,hv, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
tf, Follow-Up Headway 2.20 3.50 3.30
Approach
Movement L1 T L1 R1 T R1
vx, Volume 194.57 929.35 51.09 282.61 1772.83 106.52
cmx, Capacity 323.68 3.78 291.41
V / C 0.60 13.50 0.97
d, Delay 32.51 10000.00139.53

LOS D F F
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach
Lane Lane 1 Lane 2 Lane 3 Lane 1 Lane 2 Lane 1 Lane 2 Lane 3 Movements
vx, Volume 194.57 464.67 464.67 51.09 282.61 886.41 886.41 106.52 Flared Storage Size
cmx, Capacity
V / C
Q95, 95% Queue Length
d, Delay
LOS
dA, Approach Delay
Approach LOS F
Delay and Level of Service by Lane
N (Major) E S (Major)

5.63 1649.11 0.00
F

0.00 0.00
Delay and Level of Service by Movement
N (Major) E S (Major)

5.63 1649.11 0.00
Critical Headway and Follow Up Headway
N (Major) E S (Major)

0.00 0.00 0.00
N (Major) E S (Major)
Capacity of Movements below Rank 1
N (Major) E S (Major)
Pedestrians
Node 386: Fairview & Mandarin
Volume and Adjustments
N (Major) E S (Major)

Page 29 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay741.87
Worst Case Delay10000
Worst Case LOSF
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 13.00 3.00 40.00 80.00 1253.00 31.00 93.00 3.00 100.00 47.00 951.00 167.00 PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 14.13 3.26 43.48 86.96 1361.96 33.70 101.09 3.26 108.70 51.09 1033.70 181.52 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w, Lane Width (ft) 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Sp, Walking Speed (ft/s) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 fpb, Percent Blockage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Rank 4 3 2 2 1 1 4 3 2 2 1 1
vx, Volume 14.13 3.26 43.48 86.96 101.09 3.26 108.70 51.09 Conflicting Volume (Veh) 2173.372870.11 697.83 1215.22 2083.152796.20 607.61 1395.65 Conflicting Volume (Ped) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Conflicting Volume 2173.372870.11 697.83 1215.22 2083.152796.20 607.61 1395.65 Two-Stage Gap Acceptance No No No No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 26.71 16.81 387.65 580.96 31.29 18.79 443.98 496.24 Capacity 10.07 10.42 387.65 580.96 13.42 11.64 443.98 496.24 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
tc,base, Base Critical Headway 7.50 6.50 6.90 4.10 7.50 6.50 6.90 4.10 tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Phv, % Heavy Vehicles 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc,G, Grade Adjustment Factor 0.20 0.20 0.10 0.00 0.20 0.20 0.10 0.00 G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc, Critical Headway 7.50 6.50 6.90 4.10 7.50 6.50 6.90 4.10 tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.50 4.00 3.30 2.20 3.50 4.00 3.30 2.20 tf,hv, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 tf, Follow-Up Headway 3.50 4.00 3.30 2.20 3.50 4.00 3.30 2.20 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Volume 14.13 3.26 43.48 86.96 1361.96 33.70 101.09 3.26 108.70 51.09 1033.70 181.52 cmx, Capacity 10.07 10.42 387.65 580.96 13.42 11.64 443.98 496.24 V / C 1.40 0.31 0.11 0.15 7.53 0.28 0.24 0.10
d, Delay 2062.472050.571714.31 12.29 10000.0010000.0010000.0013.09

LOS F F F B F F F B
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N S
Lane Lane 1 Lane 1 Lane 2 Lane 3 Lane 1 Lane 1 Lane 2 Lane 3 Movements L1, T, R1 T, R1 L1, T, R1 T, R1
vx, Volume 60.87 86.96 697.83 697.83 213.04 51.09 607.61 607.61 Flared Storage Size
cmx, Capacity 33.30 26.45
V / C 1.83 8.05
Q95, 95% Queue Length 18.68 96.61
d, Delay 1813.14 12993.23

LOS F F
dA, Approach Delay 1813.14 10000.00
Approach LOS F F

0.72 0.53

0.00 0.00
Delay and Level of Service by Movement

0.00 Delay and Level of Service by Lane
E (Major) W (Major)
1813.14 0.72 10000.00 0.53
F F
N E (Major) S W (Major)
N E (Major) S W (Major)
Critical Headway and Follow Up Headway
N E (Major) S W (Major)

0.00 0.00 0.00
Capacity of Movements below Rank 1
Node 387: Hollister & Orange
Volume and Adjustments
N E (Major) S W (Major)
Pedestrians
N E (Major) S W (Major)

Page 30 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS B
Critical V/C 0.619
Loss Time 0
Cycle Length 100
Adj V/C 0.719
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 70 25 60 66 853 48 159 24 166 39 908 102
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 18 6 15 17 213 12 40 6 42 10 227 26
Adjusted Volume 70 25 60 66 853 48 159 24 166 39 908 102 Approach N S
Lane Group C L C C L C
ID 2276 2273 2274 2280 2277 2278
Lanes LTR L T, RT LTR L T, RT
Volume 155 66 901 349 39 1010
Approach N S
Lane Group 2276 2273 2274 2280 2277 2278
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 Number of Lanes 1 1 2 1 1 2
Saturation Flow Rate 1600 1600 3200 1600 1600 3200
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 70 25 60 66 853 48 159 24 166 39 908 102
Volume / Saturation Flow Rate 0.044 0.097 0.097 0.041 0.282 0.282 0.099 0.218 0.218 0.024 0.316 0.316 Overlap adjusted Volume / Saturation Flow Rate 0.044 0.097 0.097 0.041 0.282 0.282 0.099 0.218 0.218 0.024 0.316 0.316 Critical Movement Y Y Y Y
Capacity Analysis

N E S W
Volume and Adjustments by Lane Group
E W
Saturation Flow Rate
E W
Node 390: Hollister & Pine/Nectarine
Volume and Adjustments by Movement

N E S W

Page 31 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.515
Loss Time 0
Cycle Length 100
Adj V/C 0.615
Approach
Movement L1 T L1 R1 T R1
Base Volume 78 884 69 142 1011 58
PHF 1.000 1.000 1.000 1.000 1.000 1.000
Peak 15 Volume 20 221 17 36 253 15
Adjusted Volume 78 884 69 142 1011 58
Approach S W
Lane Group L C C C
ID 2281 2282 2286 2284
Lanes L T, T LTR T, RT
Volume 78 884 211 1069
Approach S W
Lane Group 2281 2282 2286 2284
Base Saturation Flow Rate 1600 1600 1600 1600
Number of Lanes 1 2 1 2
Saturation Flow Rate 1600 3200 1600 3200
Approach
Movement L1 T L1 R1 T R1
Volume 78 884 69 142 1011 58
Volume / Saturation Flow Rate 0.049 0.276 0.043 0.132 0.334 0.334 Overlap adjusted Volume / Saturation Flow Rate 0.049 0.276 0.043 0.132 0.334 0.334 Critical Movement Y Y Y
E
Saturation Flow Rate
E
Capacity Analysis
E S W
Volume and Adjustments by Lane Group
Node 394: Hollister & Rutherford
Volume and Adjustments by Movement
E S W

Page 32 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay0.43
Worst Case Delay12.38
Worst Case LOSB
Approach S
Movement L1 T T R1
Base Volume 72.00 872.00 1087.00 58.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920
V, Adjusted Volume 78.26 947.83 1181.52 63.04
Approach S
Movement L1 T T R1
vx, Flow (Ped/hr) 0.00
w, Lane Width (ft) 12.00
Sp, Walking Speed (ft/s) 3.50
fpb, Percent Blockage 0.00
Approach S
Movement L1 T T R1
Rank 2 1 1 1
vx, Volume 78.26
Conflicting Volume (Veh) 1244.57
Conflicting Volume (Ped) 0.00
Conflicting Volume 1244.57
Two-Stage Gap Acceptance
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 566.29
Capacity 566.29
Approach S
Movement L1 T T R1
tc,base, Base Critical Headway 4.10
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00
Phv, % Heavy Vehicles 0.00
tc,G, Grade Adjustment Factor 0.00
G, % Grade 0.00
T3,lt, Geometry Adjustment Factor 0.00
tc, Critical Headway 4.10
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 2.20
tf,hv, Heavy Vehicles Adjustment Factor 1.00
tf, Follow-Up Headway 2.20
Approach S
Movement L1 T T R1
vx, Volume 78.26 947.83 1181.52 63.04
cmx, Capacity 566.29
V / C 0.14
d, Delay 12.38
LOS B
dA, Approach Delay 0.00
Approach LOS A
dRank1, Rank 1 Delay
Approach S
Lane Lane 1 Lane 2 Lane 3 Lane 1 Lane 2
Movements T, R1
vx, Volume 78.26 473.91 473.91 622.28 622.28
Flared Storage Size
cmx, Capacity
V / C
Q95, 95% Queue Length
d, Delay
LOS
dA, Approach Delay 0.00
Approach LOS A

0.94 0.00

0.00 0.00
Delay and Level of Service by Lane
E (Major) W (Major)

0.94 0.00
Capacity of Movements below Rank 1
E (Major) W (Major)
Critical Headway and Follow Up Headway
E (Major) W (Major)

0.00 0.00
Delay and Level of Service by Movement
E (Major) W (Major)
E (Major) W (Major)
Node 396: Hollister & Community Center West Driveway
Volume and Adjustments
E (Major) W (Major)
Pedestrians

Page 33 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS B
Critical V/C 0.623
Loss Time 0
Cycle Length 100
Adj V/C 0.723
Approach S
Movement L1 T R1 L1 T R1 R1 L1 T R1
Base Volume 177 34 72 256 780 138 345 76 939 121
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 44 9 18 64 195 35 86 19 235 30
Adjusted Volume 177 34 72 256 780 138 345 76 939 121
Approach S
Lane Group C R L C R L C
ID 2299 2300 2296 2297 2295 2301 2302
Lanes LT R L T, RT R L T, RT
Volume 211 72 256 918 345 76 1060
Approach S
Lane Group 2299 2300 2296 2297 2295 2301 2302
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 1 1 2 1 1 2
Saturation Flow Rate 1600 1600 1600 3200 1600 1600 3200 Approach S
Movement L1 T R1 L1 T R1 R1 L1 T R1
Volume 177 34 72 256 780 138 345 76 939 121
Volume / Saturation Flow Rate 0.111 0.132 0.045 0.160 0.287 0.287 0.216 0.048 0.331 0.331 Overlap adjusted Volume / Saturation Flow Rate 0.111 0.132 0.045 0.160 0.287 0.287 0.216 0.048 0.331 0.331 Critical Movement Y Y Y
Capacity Analysis
N E W
N E W
Saturation Flow Rate
N E W
Volume and Adjustments by Lane Group
Node 399: Hollister & Kellogg
Volume and Adjustments by Movement
N E W

Page 34 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS C
Critical V/C 0.783
Loss Time 0
Cycle Length 100
Adj V/C 0.883
Approach S
Movement L1 T R1 L1 T T R1
Base Volume 162 1 558 128 662 1473 56
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000
Peak 15 Volume 41 0 140 32 166 368 14
Adjusted Volume 162 1 558 128 662 1473 56
Approach N S W
Lane Group C L C C C
ID 2309 2304 2305 2306 2311
Lanes LTR, R L T, T T, T T, RT
Volume 721 128 421 241 1529
Approach N S W
Lane Group 2309 2304 2305 2306 2311
Base Saturation Flow Rate 1600 1600 1600 1600 1600
Number of Lanes 2 1 2 2 2
Saturation Flow Rate 3200 1600 3200 3200 3200
Approach S
Movement L1 T R1 L1 T T R1
Volume 162 1 558 128 662 1473 56
Volume / Saturation Flow Rate 0.101 0.225 0.225 0.080 0.132 0.478 0.478 Overlap adjusted Volume / Saturation Flow Rate 0.101 0.225 0.225 0.080 0.132 0.478 0.478 Critical Movement Y Y Y Y
E
Saturation Flow Rate
E
Capacity Analysis
N E W
Volume and Adjustments by Lane Group
Node 402: Hollister & SR-217 SB Ramps
Volume and Adjustments by Movement
N E W

Page 35 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.595
Loss Time 0
Cycle Length 100
Adj V/C 0.695
Approach N
Movement L1 T R1 L1 T R1 L1 T R1
Base Volume 82 623 85 162 131 286 491 966 188
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 21 156 21 41 33 72 123 242 47
Adjusted Volume 82 623 85 162 131 286 491 966 188
Approach N
Lane Group L C R C R L C
ID 2315 2316 2318 2313 2314 2319 2321
Lanes L T, T R LT R L, L T, RT
Volume 82 623 85 293 286 491 1154
Approach N
Lane Group 2315 2316 2318 2313 2314 2319 2321
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 2 1 1 1 2 2
Saturation Flow Rate 1600 3200 1600 1600 1600 3200 3200 Approach N
Movement L1 T R1 L1 T R1 L1 T R1
Volume 82 623 85 162 131 286 491 966 188
Volume / Saturation Flow Rate 0.051 0.195 0.053 0.101 0.183 0.179 0.153 0.361 0.361 Overlap adjusted Volume / Saturation Flow Rate 0.051 0.195 0.053 0.101 0.183 0.179 0.153 0.361 0.361 Critical Movement Y Y Y
Capacity Analysis
E S W
E S W
Saturation Flow Rate
E S W
Volume and Adjustments by Lane Group
Node 405: Hollister & SR-217 NB Ramps
Volume and Adjustments by Movement
E S W

Page 36 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay2.38
Worst Case Delay11.01
Worst Case LOSB
Approach S (Major)
Movement L1 T T R1
Base Volume 185.00 58.00 66.00 1.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920
V, Adjusted Volume 201.09 63.04 71.74 1.09
Approach S (Major)
Movement L1 T T R1
vx, Flow (Ped/hr) 0.00 0.00
w, Lane Width (ft) 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50
fpb, Percent Blockage 0.00 0.00
Approach S (Major)
Movement L1 T T R1
Rank 1 1 2 2
vx, Volume 71.74 1.09
Conflicting Volume (Veh) 232.61 232.61
Conflicting Volume (Ped) 0.00 0.00
Conflicting Volume 232.61 232.61
Two-Stage Gap Acceptance
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 671.06 811.50
Capacity 671.06 811.50
Approach S (Major)
Movement L1 T T R1
tc,base, Base Critical Headway 6.50 6.20
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 1.00 1.00
Phv, % Heavy Vehicles 0.00 0.00
tc,G, Grade Adjustment Factor 0.20 0.10
G, % Grade 0.00
T3,lt, Geometry Adjustment Factor 0.00 0.00
tc, Critical Headway 6.50 6.20
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 4.00 3.30
tf,hv, Heavy Vehicles Adjustment Factor 0.90 0.90
tf, Follow-Up Headway 4.00 3.30
Approach S (Major)
Movement L1 T T R1
vx, Volume 201.09 63.04 71.74 1.09
cmx, Capacity 671.06 811.50
V / C 0.11 0.00
d, Delay 11.01 10.09

LOS B B
dA, Approach Delay 0.00
Approach LOS
dRank1, Rank 1 Delay 0.00
Approach E (Major)S (Major) W
Lane Lane 1 Lane 1
Movements L1, T T, R1
vx, Volume 264.13 72.83
Flared Storage Size
cmx, Capacity 672.79
V / C 0.11
Q95, 95% Queue Length 0.36
d, Delay 11.00
LOS B
dA, Approach Delay 0.00 0.00 11.00
Approach LOS B
B

0.00 Delay and Level of Service by Lane

0.00 11.00
Capacity of Movements below Rank 1
E (Major) W
Critical Headway and Follow Up Headway
E (Major) W

0.00 0.00
Delay and Level of Service by Movement
E (Major) W
E (Major) W
Node 441: Calle Real & NB 101 OnRamp
Volume and Adjustments
E (Major) W
Pedestrians

Page 37 of 75 ends

Control Type AWSC
Method HCM 7th Edition
Average Delay 10.46
Average LOS B
Approach N W
Movement R1 T R1 L1
Base Volume 142.00 263.00 189.00 85.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920
Flow Rate 154.35 285.87 205.43 92.39
Geometry Group 1 1
Approach N E W
Lanes Lane 1 Lane 1 Lane 1
Total Lane Flow Rate 154.35 491.30 92.39
Left Turn Flow Rate 0.00 0.00 92.39
Right Turn Flow Rate 154.35 205.43 0.00
PLT, Proportion LT 0.00 0.00 1.00
PRT, Proportion RT 1.00 0.42 0.00
PHV, Proportion HV 0.00 0.00 0.00
hLT,adj, Headway adjustment for left turns 0.20 0.20 0.20 hRT,adj, Headway adjustment for right turns -0.60 -0.60 -0.60 hHV,adj, Headway adjustment for heavy vehicles 1.70 1.70 1.70 hadj, Headway adjustment -0.60 -0.25 0.20
Approach N E W
Lanes Lane 1 Lane 1 Lane 1
Total Lane Flow Rate 154.35 491.30 92.39
hd initial 3.20 3.20 3.20
x initial 0.14 0.44 0.08
hd, iteration 1 3.46 3.99 4.37
Difference, iteration 1 0.26 0.79 1.17
hd, iteration 2 3.52 4.04 4.39
Difference, iteration 2 0.06 0.05 0.02
Convergence Y Y Y
hd final, Departure Headway 3.52 4.04 4.39
x final, Degree of Utilization 0.15 0.55 0.11
Approach N E W
Lanes Lane 1 Lane 1 Lane 1
Total Lane Flow Rate 154.35 491.30 92.39
hd, Departure Headway 3.52 4.04 4.39
x, Degree of Utilization 0.15 0.55 0.11
m, Move Up Time 2.00 2.00 2.00
ts, Service Time 1.52 2.04 2.39
Capacity 1022.71 890.49 819.84
Delay 7.14 11.97 7.95

LOS A B A
Q95, 95% Queue Length 0.53 3.62 0.38
Approach Delay 7.14 11.97 7.95
Approach LOS A B A
Intersection Delay
Intersection LOS
Capacity and Level of Service

10.46 B
Node 445: Calle Real & Winchester Canyon
Volume and Adjustments
E
1 Saturation Headway
Departure Headway

Page 38 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay1.73
Worst Case Delay10.51
Worst Case LOSB
Approach
Movement L1 R1 T R1 L1 T
Base Volume 53.00 6.00 109.00 114.00 3.00 83.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 57.61 6.52 118.48 123.91 3.26 90.22
Approach
Movement L1 R1 T R1 L1 T
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement L1 R1 T R1 L1 T
Rank 3 2 1 1 2 1
vx, Volume 57.61 6.52 3.26
Conflicting Volume (Veh) 277.17 180.43 242.39
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 277.17 180.43 242.39
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 716.86 867.47 1335.85
Capacity 715.02 867.47 1335.85
Approach
Movement L1 R1 T R1 L1 T
tc,base, Base Critical Headway 7.10 6.20 4.10
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.20 0.10 0.00
G, % Grade
T3,lt, Geometry Adjustment Factor 0.70 0.00 0.00
tc, Critical Headway 6.40 6.20 4.10
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.50 3.30 2.20
tf,hv, Heavy Vehicles Adjustment Factor 0.90 0.90 0.90
tf, Follow-Up Headway 3.50 3.30 2.20
Approach
Movement L1 R1 T R1 L1 T
vx, Volume 57.61 6.52 118.48 123.91 3.26 90.22
cmx, Capacity 715.02 867.47 1335.85
V / C 0.08 0.01 0.00
d, Delay 10.51 9.63 7.70

LOS B A A
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N E (Major)W (Major)
Lane Lane 1 Lane 1 Lane 1
Movements L1, R1 T, R1 L1, T
vx, Volume 64.13 242.39 93.48
Flared Storage Size
cmx, Capacity 728.03 1800.00
V / C 0.09 0.05
Q95, 95% Queue Length 0.29 0.01
d, Delay 10.42 7.70
LOS B
dA, Approach Delay 10.42 0.00 0.27
Approach LOS B
Delay and Level of Service by Lane
B

0.00 0.02
Delay and Level of Service by Movement
N E (Major) W (Major)

10.42 0.00 0.27
Critical Headway and Follow Up Headway
N E (Major) W (Major)

0.00 0.00 0.00
N E (Major) W (Major)
Capacity of Movements below Rank 1
N E (Major) W (Major)
Pedestrians
Node 450: Calle Real & Brandon Dr.

Volume and Adjustments
N E (Major) W (Major)

Page 39 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay1.06
Worst Case Delay11.37
Worst Case LOSB
Approach
Movement L1 R1 T R1 L1 T
Base Volume 31.00 4.00 201.00 58.00 8.00 127.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 33.70 4.35 218.48 63.04 8.70 138.04
Approach
Movement L1 R1 T R1 L1 T
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement L1 R1 T R1 L1 T
Rank 3 2 1 1 2 1
vx, Volume 33.70 4.35 8.70
Conflicting Volume (Veh) 405.43 250.00 281.52
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 405.43 250.00 281.52
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 605.33 793.62 1292.58
Capacity 600.92 793.62 1292.58
Approach
Movement L1 R1 T R1 L1 T
tc,base, Base Critical Headway 7.10 6.20 4.10
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.20 0.10 0.00
G, % Grade
T3,lt, Geometry Adjustment Factor 0.70 0.00 0.00
tc, Critical Headway 6.40 6.20 4.10
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.50 3.30 2.20
tf,hv, Heavy Vehicles Adjustment Factor 0.90 0.90 0.90
tf, Follow-Up Headway 3.50 3.30 2.20
Approach
Movement L1 R1 T R1 L1 T
vx, Volume 33.70 4.35 218.48 63.04 8.70 138.04
cmx, Capacity 600.92 793.62 1292.58
V / C 0.06 0.01 0.01
d, Delay 11.37 9.92 7.79

LOS B A A
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N E (Major)W (Major)
Lane Lane 1 Lane 1 Lane 1
Movements L1, R1 T, R1 L1, T
vx, Volume 38.04 281.52 146.74
Flared Storage Size
cmx, Capacity 618.07 1800.00
V / C 0.06 0.08
Q95, 95% Queue Length 0.20 0.01
d, Delay 11.21 7.79
LOS B
dA, Approach Delay 11.21 0.00 0.46
Approach LOS B
Delay and Level of Service by Lane
B

0.00 0.06
Delay and Level of Service by Movement
N E (Major) W (Major)

11.21 0.00 0.46
Critical Headway and Follow Up Headway
N E (Major) W (Major)

0.00 0.00 0.00
N E (Major) W (Major)
Capacity of Movements below Rank 1
N E (Major) W (Major)
Pedestrians
Node 451: San Rossano Dr & Calle Real
Volume and Adjustments
N E (Major) W (Major)

Page 40 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS B
Critical V/C 0.676
Loss Time 0
Cycle Length 100
Adj V/C 0.776
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 5 496 9 1069 446 167 232 442 158 21 14 343
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 1 124 2 267 112 42 58 111 40 5 4 86
Adjusted Volume 5 496 9 1069 446 167 232 442 158 21 14 343 Approach E
Lane Group L C C L C L C
ID 2359 2360 2356 2352 2354 2362 2363
Lanes L T, RT L, LT, RT L, L T, RT L RT, R
Volume 5 505 1682 232 600 21 357
Approach E
Lane Group 2359 2360 2356 2352 2354 2362 2363
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 2 3 2 2 1 2
Saturation Flow Rate 1600 3200 4800 3200 3200 1600 3200 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 5 496 9 1069 446 167 232 442 158 21 14 343
Volume / Saturation Flow Rate 0.003 0.158 0.158 0.334 0.350 0.350 0.073 0.188 0.188 0.013 0.112 0.112 Overlap adjusted Volume / Saturation Flow Rate 0.003 0.158 0.158 0.334 0.350 0.350 0.073 0.188 0.188 0.013 0.112 0.112 Critical Movement Y Y Y Y
Capacity Analysis

N E S W
N S W
Node 461: Storke & US 101 NB Ramps
Volume and Adjustments by Movement

N E S W
Volume and Adjustments by Lane Group
N S W
Saturation Flow Rate

Page 41 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS C
Critical V/C 0.799
Loss Time 0
Cycle Length 100
Adj V/C 0.899
Approach E
Movement L1 T T R1 L1 T R1
Base Volume 322 1554 826 1059 11 5 59
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000
Peak 15 Volume 81 389 207 265 3 1 15
Adjusted Volume 322 1554 826 1059 11 5 59
Approach E
Lane Group L C C R C R
ID 2368 2370 2365 2367 2372 2373
Lanes L, L T, T T, T R LT R
Volume 322 1554 826 1059 16 59
Approach E
Lane Group 2368 2370 2365 2367 2372 2373
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 Number of Lanes 2 2 2 1 1 1
Saturation Flow Rate 3200 3200 3200 1600 1600 1600
Approach E
Movement L1 T T R1 L1 T R1
Volume 322 1554 826 1059 11 5 59
Volume / Saturation Flow Rate 0.101 0.486 0.258 0.662 0.007 0.010 0.037 Overlap adjusted Volume / Saturation Flow Rate 0.101 0.486 0.258 0.662 0.007 0.010 0.037 Critical Movement Y Y Y
Capacity Analysis
N S W
N S W
Saturation Flow Rate
N S W
Volume and Adjustments by Lane Group
Node 462: Storke & US 101 SB Ramp
Volume and Adjustments by Movement
N S W

Page 42 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay0.15
Worst Case Delay10.76
Worst Case LOSB
Approach S (Major) W
Movement T R1 T R1
Base Volume 607.00 32.00 1208.00 27.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920
V, Adjusted Volume 659.78 34.78 1313.04 29.35
Approach S (Major) W
Movement T R1 T R1
vx, Flow (Ped/hr) 0.00
w, Lane Width (ft) 12.00
Sp, Walking Speed (ft/s) 3.50
fpb, Percent Blockage 0.00
Approach S (Major) W
Movement T R1 T R1
Rank 1 1 1 2
vx, Volume 29.35
Conflicting Volume (Veh) 347.28
Conflicting Volume (Ped) 0.00
Conflicting Volume 347.28
Two-Stage Gap Acceptance
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 654.65
Capacity 654.65
Approach S (Major) W
Movement T R1 T R1
tc,base, Base Critical Headway 6.90
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00
Phv, % Heavy Vehicles 0.00
tc,G, Grade Adjustment Factor 0.10
G, % Grade 0.00 0.00
T3,lt, Geometry Adjustment Factor 0.00
tc, Critical Headway 6.90
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.30
tf,hv, Heavy Vehicles Adjustment Factor 1.00
tf, Follow-Up Headway 3.30
Approach S (Major) W
Movement T R1 T R1
vx, Volume 659.78 34.78 1313.04 29.35
cmx, Capacity 654.65
V / C 0.04
d, Delay 10.76
LOS B
dA, Approach Delay 0.00 10.76
Approach LOS B
dRank1, Rank 1 Delay 0.00
Approach W
Lane Lane 1 Lane 2 Lane 1 Lane 2 Lane 1
Movements T, R1
vx, Volume 347.28 347.28 656.52 656.52 29.35
Flared Storage Size
cmx, Capacity
V / C
Q95, 95% Queue Length
d, Delay
LOS
dA, Approach Delay 10.76
Approach LOS B

0.00 0.00

0.00 0.00
Delay and Level of Service by Lane
N (Major) S (Major)
N (Major)
Node 465: Los Carneros Rd & Calle Koral (west/south)
Volume and Adjustments
N (Major)
Pedestrians
N (Major)
Capacity of Movements below Rank 1
N (Major)
Critical Headway and Follow Up Headway
N (Major)

0.00 Delay and Level of Service by Movement

Page 43 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.571
Loss Time 0
Cycle Length 100
Adj V/C 0.671
Approach N
Movement R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 8 36 614 20 23 15 250 31 1178 1
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 2 9 154 5 6 4 63 8 295 0
Adjusted Volume 8 36 614 20 23 15 250 31 1178 1
Approach N S
Lane Group R L C C L C
ID 2378 2375 2376 2374 2380 2381
Lanes R, R L T, RT LTR L T, RT
Volume 8 36 634 288 31 1179
Approach N S
Lane Group 2378 2375 2376 2374 2380 2381
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 Number of Lanes 2 1 2 1 1 2
Saturation Flow Rate 3200 1600 3200 1600 1600 3200
Approach N
Movement R1 L1 T R1 L1 T R1 L1 T R1
Volume 8 36 614 20 23 15 250 31 1178 1
Volume / Saturation Flow Rate 0.003 0.023 0.198 0.198 0.014 0.180 0.180 0.019 0.368 0.368 Overlap adjusted Volume / Saturation Flow Rate 0.003 0.023 0.198 0.198 0.014 0.180 0.180 0.019 0.368 0.368 Critical Movement Y Y Y
E S W
E W
Saturation Flow Rate
E W
Capacity Analysis
Volume and Adjustments by Lane Group
Node 466: Los Carneros & Cremona
Volume and Adjustments by Movement
E S W

Page 44 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS B
Critical V/C 0.655
Loss Time 0
Cycle Length 100
Adj V/C 0.755
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 173 554 74 24 27 340 58 1345 52 69 30 12
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 43 139 19 6 7 85 15 336 13 17 8 3
Adjusted Volume 173 554 74 24 27 340 58 1345 52 69 30 12 Approach
Lane Group L C R L C R L C L C
ID 2386 2387 2389 2383 2384 2385 2392 2393 2390 2391
Lanes L T, T R L T R L T, T, RT L RT
Volume 173 554 74 24 27 340 58 1397 69 42
Approach
Lane Group 2386 2387 2389 2383 2384 2385 2392 2393 2390 2391 Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 2 1 1 1 1 1 3 1 1
Saturation Flow Rate 1600 3200 1600 1600 1600 1600 1600 4800 1600 1600 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 173 554 74 24 27 340 58 1345 52 69 30 12
Volume / Saturation Flow Rate 0.108 0.173 0.046 0.015 0.017 0.213 0.036 0.291 0.291 0.043 0.026 0.026 Overlap adjusted Volume / Saturation Flow Rate 0.108 0.173 0.046 0.015 0.017 0.213 0.036 0.291 0.291 0.043 0.026 0.026 Critical Movement Y Y Y Y

N E S W
Volume and Adjustments by Lane Group

N E S W
Saturation Flow Rate

N E S W
Capacity Analysis
Node 467: Los Carneros & Calle Koral
Volume and Adjustments by Movement

N E S W

Page 45 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS B
Critical V/C 0.636
Loss Time 0
Cycle Length 100
Adj V/C 0.736
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 597 244 199 48 396 366 116 300 142 233 760 102 PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 149 61 50 12 99 92 29 75 36 58 190 26
Adjusted Volume 597 244 199 48 396 366 116 300 142 233 760 102 Approach
Lane Group L C L C L C L C
ID 2406 2408 2403 2404 2414 2415 2410 2412
Lanes L, L T, RT L T, RT L T, RT L, L T, RT
Volume 597 443 48 762 116 442 233 862
Approach
Lane Group 2406 2408 2403 2404 2414 2415 2410 2412
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 2 2 1 2 1 2 2 2
Saturation Flow Rate 3200 3200 1600 3200 1600 3200 3200 3200 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 597 244 199 48 396 366 116 300 142 233 760 102
Volume / Saturation Flow Rate 0.187 0.138 0.138 0.030 0.238 0.238 0.073 0.138 0.138 0.073 0.269 0.269 Overlap adjusted Volume / Saturation Flow Rate 0.187 0.138 0.138 0.030 0.238 0.238 0.073 0.138 0.138 0.073 0.269 0.269 Critical Movement Y Y Y Y

N E S W
Volume and Adjustments by Lane Group

N E S W
Saturation Flow Rate

N E S W
Capacity Analysis
Node 489: Hollister & Patterson
Volume and Adjustments by Movement

N E S W

Page 46 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay3.12
Worst Case Delay67.48
Worst Case LOSF
Approach E
Movement L1 T T R1 L1 T R1
Base Volume 128.00 426.00 419.00 294.00 36.00 1.00 43.00 PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 139.13 463.04 455.43 319.57 39.13 1.09 46.74 Approach E
Movement L1 T T R1 L1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00 0.00
Approach E
Movement L1 T T R1 L1 T R1
Rank 2 1 1 1 3 3 2
vx, Volume 139.13 39.13 1.09 46.74
Conflicting Volume (Veh) 775.00 1356.521516.30 463.04
Conflicting Volume (Ped) 0.00 0.00 0.00 0.00
Conflicting Volume 775.00 1356.521516.30 463.04
Two-Stage Gap Acceptance No No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 849.86 127.55 120.47 603.07
Capacity 849.86 99.44 93.92 603.07
Approach E
Movement L1 T T R1 L1 T R1
tc,base, Base Critical Headway 4.10 7.10 6.50 6.20
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00 1.00 Phv, % Heavy Vehicles 0.00 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.00 0.20 0.20 0.10
G, % Grade 0.00
T3,lt, Geometry Adjustment Factor 0.00 0.00 0.00 0.00
tc, Critical Headway 4.10 7.10 6.50 6.20
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 2.20 3.50 4.00 3.30
tf,hv, Heavy Vehicles Adjustment Factor 0.90 0.90 0.90 0.90 tf, Follow-Up Headway 2.20 3.50 4.00 3.30
Approach E
Movement L1 T T R1 L1 T R1
vx, Volume 139.13 463.04 455.43 319.57 39.13 1.09 46.74 cmx, Capacity 849.86 99.44 93.92 603.07
V / C 0.16 0.39 0.01 0.08
d, Delay 10.06 65.35 67.48 11.47

LOS B F F B
dA, Approach Delay 0.00
Approach LOS A
dRank1, Rank 1 Delay
Approach E S (Major)
Lane Lane 1 Lane 2 Lane 1 Lane 1 Lane 2
Movements T, R1 L1, T
vx, Volume 139.13 463.04 775.00 40.22 46.74
Flared Storage Size
cmx, Capacity 99.28
V / C 0.41
Q95, 95% Queue Length 1.92
d, Delay 65.41
LOS F
dA, Approach Delay 0.00 0.00
Approach LOS A E
E

0.00 0.00
Delay and Level of Service by Lane
N (Major) W

2.33 36.42
Delay and Level of Service by Movement
N (Major) S (Major) W

2.33 0.00 36.42
Critical Headway and Follow Up Headway
N (Major) S (Major) W

0.00 0.00 0.00
N (Major) S (Major) W
Capacity of Movements below Rank 1
N (Major) S (Major) W
Pedestrians
Node 506: Cathedral Oaks 101 SB-Ramp
Volume and Adjustments
N (Major) S (Major) W

Page 47 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay1.39
Worst Case Delay33.5
Worst Case LOSD
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 17.00 1.00 43.00 14.00 714.00 45.00 5.00 0.00 9.00 34.00 418.00 14.00 PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 18.48 1.09 46.74 15.22 776.09 48.91 5.43 0.00 9.78 36.96 454.35 15.22 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w, Lane Width (ft) 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Sp, Walking Speed (ft/s) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 fpb, Percent Blockage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Rank 4 3 2 2 1 1 4 3 2 2 1 1
vx, Volume 18.48 1.09 46.74 15.22 5.43 0.00 9.78 36.96
Conflicting Volume (Veh) 1107.611350.00 388.04 469.57 978.26 1391.30 234.78 825.00 Conflicting Volume (Ped) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Conflicting Volume 1107.611350.00 388.04 469.57 978.26 1391.30 234.78 825.00 Two-Stage Gap Acceptance No No No No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 167.16 151.84 616.22 1102.68 207.68 143.39 773.13 814.17 Capacity 152.58 140.37 616.22 1102.68 176.16 132.56 773.13 814.17 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
tc,base, Base Critical Headway 7.50 6.50 6.90 4.10 7.50 6.50 6.90 4.10 tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Phv, % Heavy Vehicles 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc,G, Grade Adjustment Factor 0.20 0.20 0.10 0.00 0.20 0.20 0.10 0.00 G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc, Critical Headway 7.50 6.50 6.90 4.10 7.50 6.50 6.90 4.10 tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.50 4.00 3.30 2.20 3.50 4.00 3.30 2.20 tf,hv, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 tf, Follow-Up Headway 3.50 4.00 3.30 2.20 3.50 4.00 3.30 2.20 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Volume 18.48 1.09 46.74 15.22 776.09 48.91 5.43 0.00 9.78 36.96 454.35 15.22 cmx, Capacity 152.58 140.37 616.22 1102.68 176.16 132.56 773.13 814.17 V / C 0.12 0.01 0.08 0.01 0.03 0.00 0.01 0.05
d, Delay 31.45 33.50 13.70 8.31 25.90 32.63 10.12 9.63

LOS D D B A D D B A
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N S
Lane Lane 1 Lane 1 Lane 2 Lane 3 Lane 1 Lane 1 Lane 2 Lane 3 Movements L1, T, R1 L1, T, R1 T, R1
vx, Volume 66.30 15.22 776.09 48.91 15.22 36.96 234.78 234.78 Flared Storage Size
cmx, Capacity 323.91 349.79
V / C 0.20 0.04
Q95, 95% Queue Length 0.77 0.14
d, Delay 18.97 15.76

LOS C C
dA, Approach Delay 18.97 15.76
Approach LOS C C

0.15 0.70

0.00 0.00
Delay and Level of Service by Movement

0.00 Delay and Level of Service by Lane
E (Major) W (Major)

18.97 0.15 15.76 0.70
C C
N E (Major) S W (Major)
N E (Major) S W (Major)
Critical Headway and Follow Up Headway
N E (Major) S W (Major)

0.00 0.00 0.00
Capacity of Movements below Rank 1
Node 511: Hollister & Pebble Beach Rd
Volume and Adjustments
N E (Major) S W (Major)
Pedestrians
N E (Major) S W (Major)

Page 48 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay1.84
Worst Case Delay31.13
Worst Case LOSD
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 15.00 1.00 60.00 26.00 700.00 4.00 23.00 0.00 14.00 13.00 400.00 27.00 PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 16.30 1.09 65.22 28.26 760.87 4.35 25.00 0.00 15.22 14.13 434.78 29.35 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w, Lane Width (ft) 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Sp, Walking Speed (ft/s) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 fpb, Percent Blockage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Rank 4 3 2 2 1 1 4 3 2 2 1 1
vx, Volume 16.30 1.09 65.22 28.26 25.00 0.00 15.22 14.13 Conflicting Volume (Veh) 1065.221311.96 382.61 464.13 915.22 1299.46 232.07 765.22 Conflicting Volume (Ped) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Conflicting Volume 1065.221311.96 382.61 464.13 915.22 1299.46 232.07 765.22 Two-Stage Gap Acceptance No No No No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 179.51 160.04 621.21 1107.77 230.75 162.82 776.23 857.02 Capacity 167.01 151.87 621.21 1107.77 194.66 154.52 776.23 857.02 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
tc,base, Base Critical Headway 7.50 6.50 6.90 4.10 7.50 6.50 6.90 4.10 tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Phv, % Heavy Vehicles 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc,G, Grade Adjustment Factor 0.20 0.20 0.10 0.00 0.20 0.20 0.10 0.00 G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc, Critical Headway 7.50 6.50 6.90 4.10 7.50 6.50 6.90 4.10 tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.50 4.00 3.30 2.20 3.50 4.00 3.30 2.20 tf,hv, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 tf, Follow-Up Headway 3.50 4.00 3.30 2.20 3.50 4.00 3.30 2.20 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Volume 16.30 1.09 65.22 28.26 760.87 4.35 25.00 0.00 15.22 14.13 434.78 29.35 cmx, Capacity 167.01 151.87 621.21 1107.77 194.66 154.52 776.23 857.02 V / C 0.10 0.01 0.10 0.03 0.13 0.00 0.02 0.02
d, Delay 28.98 31.13 13.22 8.33 25.79 30.60 11.94 9.27

LOS D D B A D D B A
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N S
Lane Lane 1 Lane 1 Lane 2 Lane 3 Lane 1 Lane 1 Lane 2 Lane 3 Movements L1, T, R1 T, R1 L1, T, R1 T, R1
vx, Volume 82.61 28.26 382.61 382.61 40.22 14.13 232.07 232.07 Flared Storage Size
cmx, Capacity 393.82 271.68
V / C 0.21 0.15
Q95, 95% Queue Length 0.79 0.52
d, Delay 16.56 20.55

LOS C C
dA, Approach Delay 16.56 20.55
Approach LOS C C

0.30 0.27

0.00 0.00
Delay and Level of Service by Movement

0.00 Delay and Level of Service by Lane
E (Major) W (Major)

16.56 0.30 20.55 0.27
C C
N E (Major) S W (Major)
N E (Major) S W (Major)
Critical Headway and Follow Up Headway
N E (Major) S W (Major)

0.00 0.00 0.00
Capacity of Movements below Rank 1
Node 512: Hollister & Palo Alto Dr
Volume and Adjustments
N E (Major) S W (Major)
Pedestrians
N E (Major) S W (Major)

Page 49 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay1.43
Worst Case Delay21.64
Worst Case LOSC
Approach
Movement L1 T L1 R1 T R1
Base Volume 56.00 691.00 38.00 39.00 365.00 46.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 60.87 751.09 41.30 42.39 396.74 50.00 Approach
Movement L1 T L1 R1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement L1 T L1 R1 T R1
Rank 2 1 3 2 1 1
vx, Volume 60.87 41.30 42.39
Conflicting Volume (Veh) 446.74 919.02 223.37
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 446.74 919.02 223.37
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 1124.22 274.16 786.25
Capacity 1124.22 255.40 786.25
Approach
Movement L1 T L1 R1 T R1
tc,base, Base Critical Headway 4.10 7.50 6.90
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00 2.00 2.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.00 0.20 0.10
G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.70 0.00
tc, Critical Headway 4.10 6.80 6.90
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 2.20 3.50 3.30
tf,hv, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
tf, Follow-Up Headway 2.20 3.50 3.30
Approach
Movement L1 T L1 R1 T R1
vx, Volume 60.87 751.09 41.30 42.39 396.74 50.00
cmx, Capacity 1124.22 255.40 786.25
V / C 0.05 0.16 0.05
d, Delay 8.39 21.64 12.12

LOS A C B
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach S
Lane Lane 1 Lane 2 Lane 3 Lane 1 Lane 1 Lane 2
Movements L1, R1 T, R1
vx, Volume 60.87 375.54 375.54 83.70 223.37 223.37
Flared Storage Size
cmx, Capacity 388.13
V / C 0.22
Q95, 95% Queue Length 0.82
d, Delay 16.82
LOS C
dA, Approach Delay 16.82
Approach LOS C
C

0.00 0.00
Delay and Level of Service by Lane
E (Major) W (Major)

0.63 0.00
Delay and Level of Service by Movement
E (Major) S W (Major)

0.63 16.82 0.00
Critical Headway and Follow Up Headway
E (Major) S W (Major)

0.00 0.00 0.00
E (Major) S W (Major)
Capacity of Movements below Rank 1
E (Major) S W (Major)
Pedestrians
Node 513: Hollister & Coronado
Volume and Adjustments
E (Major) S W (Major)

Page 50 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay3.48
Worst Case Delay48.59
Worst Case LOSE
Approach
Movement L1 T L1 R1 T R1
Base Volume 119.00 864.00 54.00 77.00 432.00 120.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 129.35 939.13 58.70 83.70 469.57 130.43 Approach
Movement L1 T L1 R1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement L1 T L1 R1 T R1
Rank 2 1 3 2 1 1
vx, Volume 129.35 58.70 83.70
Conflicting Volume (Veh) 600.00 1263.04 300.00
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 600.00 1263.04 300.00
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 986.97 164.37 702.13
Capacity 986.97 135.22 702.13
Approach
Movement L1 T L1 R1 T R1
tc,base, Base Critical Headway 4.10 7.50 6.90
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00 2.00 2.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.00 0.20 0.10
G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.70 0.00
tc, Critical Headway 4.10 6.80 6.90
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 2.20 3.50 3.30
tf,hv, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
tf, Follow-Up Headway 2.20 3.50 3.30
Approach
Movement L1 T L1 R1 T R1
vx, Volume 129.35 939.13 58.70 83.70 469.57 130.43
cmx, Capacity 986.97 135.22 702.13
V / C 0.13 0.43 0.12
d, Delay 9.20 48.59 27.09

LOS A E D
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach S
Lane Lane 1 Lane 2 Lane 3 Lane 1 Lane 1 Lane 2
Movements L1, R1 T, R1
vx, Volume 129.35 469.57 469.57 142.39 300.00 300.00
Flared Storage Size
cmx, Capacity 257.36
V / C 0.55
Q95, 95% Queue Length 3.50
d, Delay 35.95
LOS E
dA, Approach Delay 35.95
Approach LOS E
E

0.00 0.00
Delay and Level of Service by Lane
E (Major) W (Major)

1.11 0.00
Delay and Level of Service by Movement
E (Major) S W (Major)

1.11 35.95 0.00
Critical Headway and Follow Up Headway
E (Major) S W (Major)

0.00 0.00 0.00
E (Major) S W (Major)
Capacity of Movements below Rank 1
E (Major) S W (Major)
Pedestrians
Node 515: Hollister & Cannon Green
Volume and Adjustments
E (Major) S W (Major)

Page 51 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.519
Loss Time 0
Cycle Length 100
Adj V/C 0.619
Approach
Movement L1 T R1 L1 T L1 R1 L1 T R1
Base Volume 60 15 34 176 816 216 94 72 570 90
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 15 4 9 44 204 54 24 18 143 23
Adjusted Volume 60 15 34 176 816 216 94 72 570 90
Approach N
Lane Group C L C L R L C
ID 2440 2437 2438 2444 2445 2441 2442
Lanes LTR L T, T L R L T, RT
Volume 109 176 816 216 94 72 660
Approach N
Lane Group 2440 2437 2438 2444 2445 2441 2442
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 1 2 1 1 1 2
Saturation Flow Rate 1600 1600 3200 1600 1600 1600 3200 Approach
Movement L1 T R1 L1 T L1 R1 L1 T R1
Volume 60 15 34 176 816 216 94 72 570 90
Volume / Saturation Flow Rate 0.038 0.068 0.068 0.110 0.255 0.135 0.059 0.045 0.206 0.206 Overlap adjusted Volume / Saturation Flow Rate 0.038 0.068 0.068 0.110 0.255 0.135 0.059 0.045 0.206 0.206 Critical Movement Y Y Y Y
Capacity Analysis

N E S W
E S W
Node 517: Hollister & Pacific Oaks
Volume and Adjustments by Movement

N E S W
Volume and Adjustments by Lane Group
E S W
Saturation Flow Rate

Page 52 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay559.82
Worst Case Delay5469.17
Worst Case LOSF
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 44.00 9.00 41.00 232.00 907.00 50.00 42.00 6.00 171.00 15.00 598.00 82.00 PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 47.83 9.78 44.57 252.17 985.87 54.35 45.65 6.52 185.87 16.30 650.00 89.13 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w, Lane Width (ft) 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Sp, Walking Speed (ft/s) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 fpb, Percent Blockage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Rank 4 3 2 2 1 1 4 3 2 2 1 1
vx, Volume 47.83 9.78 44.57 252.17 45.65 6.52 185.87 16.30 Conflicting Volume (Veh) 1878.262289.13 520.11 739.13 1729.352271.74 369.57 1040.22 Conflicting Volume (Ped) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Conflicting Volume 1878.262289.13 520.11 739.13 1729.352271.74 369.57 1040.22 Two-Stage Gap Acceptance No No No No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 44.73 39.83 506.14 876.38 57.90 40.86 633.36 676.28 Capacity 14.59 22.48 506.14 876.38 20.77 23.06 633.36 676.28 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
tc,base, Base Critical Headway 7.50 6.50 6.90 4.10 7.50 6.50 6.90 4.10 tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Phv, % Heavy Vehicles 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc,G, Grade Adjustment Factor 0.20 0.20 0.10 0.00 0.20 0.20 0.10 0.00 G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc, Critical Headway 7.50 6.50 6.90 4.10 7.50 6.50 6.90 4.10 tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.50 4.00 3.30 2.20 3.50 4.00 3.30 2.20 tf,hv, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 tf, Follow-Up Headway 3.50 4.00 3.30 2.20 3.50 4.00 3.30 2.20 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Volume 47.83 9.78 44.57 252.17 985.87 54.35 45.65 6.52 185.87 16.30 650.00 89.13 cmx, Capacity 14.59 22.48 506.14 876.38 20.77 23.06 633.36 676.28 V / C 3.28 0.44 0.09 0.29 2.20 0.28 0.29 0.02
d, Delay 5469.175382.575229.56 10.77 3436.253419.033268.61 10.45

LOS F F F B F F F B
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N S
Lane Lane 1 Lane 1 Lane 2 Lane 3 Lane 1 Lane 1 Lane 2 Lane 3 Movements L1, T, R1 T, R1 L1, T, R1 T, R1
vx, Volume 102.17 252.17 520.11 520.11 238.04 16.30 369.57 369.57 Flared Storage Size
cmx, Capacity 26.88 85.81
V / C 3.80 2.77
Q95, 95% Queue Length 41.35 80.55
d, Delay 5356.37 3304.88

LOS F F
dA, Approach Delay 5356.37 3304.88
Approach LOS F F

2.10 0.23

0.00 0.00
Delay and Level of Service by Movement

0.00 Delay and Level of Service by Lane
E (Major) W (Major)
5356.37 2.10 3304.88 0.23
F F
N E (Major) S W (Major)
N E (Major) S W (Major)
Critical Headway and Follow Up Headway
N E (Major) S W (Major)

0.00 0.00 0.00
Capacity of Movements below Rank 1
Node 518: Hollister & Santa Felicia
Volume and Adjustments
N E (Major) S W (Major)
Pedestrians
N E (Major) S W (Major)

Page 53 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.499
Loss Time 0
Cycle Length 100
Adj V/C 0.599
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 64 501 340 66 53 96 149 787 112 269 46 124
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 16 125 85 17 13 24 37 197 28 67 12 31
Adjusted Volume 64 501 340 66 53 96 149 787 112 269 46 124 Approach W
Lane Group C R C R C C
ID 2449 2451 2446 2447 2455 2452
Lanes T, T R LT R T, RT L, LTR
Volume 501 340 119 96 899 439
Approach W
Lane Group 2449 2451 2446 2447 2455 2452
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 Number of Lanes 2 1 1 1 2 2
Saturation Flow Rate 1520 273 3200 1600 1600 1600 1520 628 3200 3200 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 64 501 340 66 53 96 149 787 112 269 46 124
Volume / Saturation Flow Rate 0.040 0.157 0.213 0.041 0.074 0.060 0.093 0.281 0.281 0.084 0.137 0.137 Overlap adjusted Volume / Saturation Flow Rate 0.040 0.157 0.213 0.041 0.074 0.060 0.093 0.281 0.281 0.084 0.137 0.137 Critical Movement Y Y Y Y

N E S W
Saturation Flow Rate
N E S
2448 2454
1600 1600
1 1
Capacity Analysis
2448 2454
L L
64 149
Volume and Adjustments by Lane Group
N E S
L L
Node 521: Storke & Marketplace
Volume and Adjustments by Movement

N E S W

Page 54 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS E
Critical V/C 0.92
Loss Time 0
Cycle Length 100
Adj V/C 1.02
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 171 488 401 328 643 638 142 855 194 642 440 84 PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 43 122 100 82 161 160 36 214 49 161 110 21 Adjusted Volume 171 488 401 328 643 638 142 855 194 642 440 84 Approach
Lane Group L C R L C R L C R L C R
ID 2462 2464 2466 2457 2459 2461 2472 2474 2476 2467 2469 2471 Lanes L, L T, T R L, L T, T R L, L T, T R L, L T, T R
Volume 171 488 401 328 643 638 142 855 194 642 440 84
Approach
Lane Group 2462 2464 2466 2457 2459 2461 2472 2474 2476 2467 2469 2471 Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 2 2 1 2 2 1 2 2 1 2 2 1
Saturation Flow Rate 3200 3200 1600 3200 3200 1600 3200 3200 1600 3200 3200 1600 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 171 488 401 328 643 638 142 855 194 642 440 84
Volume / Saturation Flow Rate 0.053 0.153 0.251 0.103 0.201 0.399 0.044 0.267 0.121 0.201 0.138 0.053 Overlap adjusted Volume / Saturation Flow Rate 0.053 0.153 0.251 0.103 0.201 0.399 0.044 0.267 0.121 0.201 0.138 0.053 Critical Movement Y Y Y Y

N E S W
Volume and Adjustments by Lane Group

N E S W
Saturation Flow Rate

N E S W
Capacity Analysis
Node 522: Hollister & Storke
Volume and Adjustments by Movement

N E S W

Page 55 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS B
Critical V/C 0.63
Loss Time 0
Cycle Length 100
Adj V/C 0.73
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 19 10 250 50 1039 26 167 5 116 30 851 28
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 5 3 63 13 260 7 42 1 29 8 213 7
Adjusted Volume 19 10 250 50 1039 26 167 5 116 30 851 28 Approach N
Lane Group C L C C R L C R
ID 2482 2479 2480 2477 2478 2483 2484 2486
Lanes LTR L T, RT LT R L T, T R
Volume 279 50 1065 172 116 30 851 28
Approach N
Lane Group 2482 2479 2480 2477 2478 2483 2484 2486
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 1 2 1 1 1 2 1
Saturation Flow Rate 1600 1600 3200 1600 1600 1600 3200 1600 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 19 10 250 50 1039 26 167 5 116 30 851 28
Volume / Saturation Flow Rate 0.012 0.174 0.174 0.031 0.333 0.333 0.104 0.108 0.073 0.019 0.266 0.018 Overlap adjusted Volume / Saturation Flow Rate 0.012 0.174 0.174 0.031 0.333 0.333 0.104 0.108 0.073 0.019 0.266 0.018 Critical Movement Y Y Y Y
Capacity Analysis

N E S W
E S W
Node 524: Hollister & Coromar Project Access
Volume and Adjustments by Movement

N E S W
Volume and Adjustments by Lane Group
E S W
Saturation Flow Rate

Page 56 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS B
Critical V/C 0.614
Loss Time 0
Cycle Length 100
Adj V/C 0.714
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 97 437 206 182 662 57 257 745 246 232 422 240 PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 24 109 52 46 166 14 64 186 62 58 106 60
Adjusted Volume 97 437 206 182 662 57 257 745 246 232 422 240 Approach
Lane Group L C R L C L C R L C
ID 2490 2491 2493 2487 2488 2498 2500 2502 2494 2496
Lanes L T, T R L T, RT L, L T, T R L, L T, RT
Volume 97 437 206 182 719 257 745 246 232 662
Approach
Lane Group 2490 2491 2493 2487 2488 2498 2500 2502 2494 2496 Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 2 1 1 2 2 2 1 2 2
Saturation Flow Rate 1600 3200 1600 1600 3200 3200 3200 1600 3200 3200 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 97 437 206 182 662 57 257 745 246 232 422 240
Volume / Saturation Flow Rate 0.061 0.137 0.129 0.114 0.225 0.225 0.080 0.233 0.154 0.073 0.207 0.207 Overlap adjusted Volume / Saturation Flow Rate 0.061 0.137 0.129 0.114 0.225 0.225 0.080 0.233 0.154 0.073 0.207 0.207 Critical Movement Y Y Y Y

N E S W
Volume and Adjustments by Lane Group

N E S W
Saturation Flow Rate

N E S W
Capacity Analysis
Node 525: Hollister & Los Carneros
Volume and Adjustments by Movement

N E S W

Page 57 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay2.34
Worst Case Delay66.13
Worst Case LOSF
Approach
Movement L1 R1 T R1 L1 T
Base Volume 39.00 35.00 860.00 138.00 52.00 758.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 42.39 38.04 934.78 150.00 56.52 823.91 Approach
Movement L1 R1 T R1 L1 T
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement L1 R1 T R1 L1 T
Rank 3 2 1 1 2 1
vx, Volume 42.39 38.04 56.52
Conflicting Volume (Veh) 1534.78 542.39 1084.78
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 1534.78 542.39 1084.78
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 109.06 489.56 650.67
Capacity 96.77 489.56 650.67
Approach
Movement L1 R1 T R1 L1 T
tc,base, Base Critical Headway 7.50 6.90 4.10
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00 2.00 2.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.20 0.10 0.00
G, % Grade
T3,lt, Geometry Adjustment Factor 0.70 0.00 0.00
tc, Critical Headway 6.80 6.90 4.10
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.50 3.30 2.20
tf,hv, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
tf, Follow-Up Headway 3.50 3.30 2.20
Approach
Movement L1 R1 T R1 L1 T
vx, Volume 42.39 38.04 934.78 150.00 56.52 823.91
cmx, Capacity 96.77 489.56 650.67
V / C 0.44 0.08 0.09
d, Delay 66.13 36.28 10.60

LOS F E B
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N
Lane Lane 1 Lane 1 Lane 2 Lane 1 Lane 2
Movements L1, R1 T, R1 L1, T
vx, Volume 80.43 542.39 542.39 440.22 440.22
Flared Storage Size
cmx, Capacity 155.95 1800.00
V / C 0.52 0.24
Q95, 95% Queue Length 2.96 0.10
d, Delay 52.01 10.60
LOS F
dA, Approach Delay 52.01
Approach LOS F
F

0.00 1.05
Delay and Level of Service by Lane
E (Major) W (Major)

0.00 0.68
Delay and Level of Service by Movement
N E (Major) W (Major)

52.01 0.00 0.68
Critical Headway and Follow Up Headway
N E (Major) W (Major)

0.00 0.00 0.00
N E (Major) W (Major)
Capacity of Movements below Rank 1
N E (Major) W (Major)
Pedestrians
Node 526: Cremona Dr & Hollister Ave
Volume and Adjustments
N E (Major) W (Major)

Page 58 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.427
Loss Time 0
Cycle Length 100
Adj V/C 0.527
Approach
Movement L1 R1 T R1 L1 T
Base Volume 52 82 909 149 110 688
PHF 1.000 1.000 1.000 1.000 1.000 1.000
Peak 15 Volume 13 21 227 37 28 172
Adjusted Volume 52 82 909 149 110 688
Approach N E
Lane Group C C L C
ID 2505 2503 2508 2509
Lanes L, LTR, RT, RT L T, T
Volume 134 1058 110 688
Approach N E
Lane Group 2505 2503 2508 2509
Base Saturation Flow Rate 1600 1600 1600 1600
Number of Lanes 3 2 1 2
Saturation Flow Rate 4800 3200 1600 3200
Approach
Movement L1 R1 T R1 L1 T
Volume 52 82 909 149 110 688
Volume / Saturation Flow Rate 0.016 0.028 0.331 0.331 0.069 0.215 Overlap adjusted Volume / Saturation Flow Rate 0.016 0.028 0.331 0.331 0.069 0.215 Critical Movement Y Y Y
W
Saturation Flow Rate
W
Capacity Analysis
N E W
Volume and Adjustments by Lane Group
Node 528: Hollister & Los Carneros Way
Volume and Adjustments by Movement
N E W

Page 59 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.394
Loss Time 0
Cycle Length 100
Adj V/C 0.494
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 44 3 32 8 979 70 40 6 19 16 681 28
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 11 1 8 2 245 18 10 2 5 4 170 7
Adjusted Volume 44 3 32 8 979 70 40 6 19 16 681 28
Approach
Lane Group C R L C C R L C
ID 2516 2517 2513 2514 2511 2512 2518 2519
Lanes LT R L T, RT LT R L T, RT
Volume 47 32 8 1049 46 19 16 709
Approach
Lane Group 2516 2517 2513 2514 2511 2512 2518 2519
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 1 1 2 1 1 1 2
Saturation Flow Rate 1600 1600 1600 3200 1600 1600 1600 3200 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 44 3 32 8 979 70 40 6 19 16 681 28
Volume / Saturation Flow Rate 0.028 0.029 0.020 0.005 0.328 0.328 0.025 0.029 0.012 0.010 0.222 0.222 Overlap adjusted Volume / Saturation Flow Rate 0.028 0.029 0.020 0.005 0.328 0.328 0.025 0.029 0.012 0.010 0.222 0.222 Critical Movement Y Y Y Y

N E S W
Volume and Adjustments by Lane Group

N E S W
Saturation Flow Rate

N E S W
Capacity Analysis
Node 530: Hollister & Aero Camino
Volume and Adjustments by Movement

N E S W

Page 60 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay49.71
Worst Case Delay546.93
Worst Case LOSF
Approach
Movement T R1 L1 T L1 R1
Base Volume 755.00 102.00 142.00 909.00 53.00 150.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 820.65 110.87 154.35 988.04 57.61 163.04 Approach
Movement T R1 L1 T L1 R1
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement T R1 L1 T L1 R1
Rank 1 1 2 1 3 2
vx, Volume 154.35 57.61 163.04
Conflicting Volume (Veh) 931.52 1678.80 465.76
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 931.52 1678.80 465.76
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 742.85 87.56 548.92
Capacity 742.85 62.48 548.92
Approach
Movement T R1 L1 T L1 R1
tc,base, Base Critical Headway 4.10 7.50 6.90
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00 2.00 2.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.00 0.20 0.10
G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.70 0.00
tc, Critical Headway 4.10 6.80 6.90
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 2.20 3.50 3.30
tf,hv, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
tf, Follow-Up Headway 2.20 3.50 3.30
Approach
Movement T R1 L1 T L1 R1
vx, Volume 820.65 110.87 154.35 988.04 57.61 163.04
cmx, Capacity 742.85 62.48 548.92
V / C 0.21 0.92 0.30
d, Delay 11.12 546.93 495.88

LOS B F F
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach W
Lane Lane 1 Lane 2 Lane 1 Lane 2 Lane 3 Lane 1
Movements T, R1 L1, R1
vx, Volume 465.76 465.76 154.35 494.02 494.02 220.65
Flared Storage Size
cmx, Capacity 181.01
V / C 1.22
Q95, 95% Queue Length 30.63
d, Delay 509.21
LOS F
dA, Approach Delay 509.21
Approach LOS F
F

0.00 0.00
Delay and Level of Service by Lane
N (Major) S (Major)

0.00 1.50
Delay and Level of Service by Movement
N (Major) S (Major) W

0.00 1.50 509.21
Critical Headway and Follow Up Headway
N (Major) S (Major) W

0.00 0.00 0.00
N (Major) S (Major) W
Capacity of Movements below Rank 1
N (Major) S (Major) W
Pedestrians
Node 553: Storke & Santa Felicia
Volume and Adjustments
N (Major) S (Major) W

Page 61 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay0.83
Worst Case Delay14.97
Worst Case LOSB
Approach
Movement T R1 L1 T L1 R1
Base Volume 21.00 259.00 4.00 29.00 399.00 12.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 22.83 281.52 4.35 31.52 433.70 13.04 Approach
Movement T R1 L1 T L1 R1
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement T R1 L1 T L1 R1
Rank 2 1 3 2 1 1
vx, Volume 22.83 4.35 31.52
Conflicting Volume (Veh) 440.22 744.57 440.22
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 440.22 744.57 440.22
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 1130.45 384.70 513.97
Capacity 1130.45 383.01 513.97
Approach
Movement T R1 L1 T L1 R1
tc,base, Base Critical Headway 4.10 7.10 6.50
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.00 0.20 0.20
G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.70 0.00
tc, Critical Headway 4.10 6.40 6.50
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 2.20 3.50 4.00
tf,hv, Heavy Vehicles Adjustment Factor 0.90 0.90 0.90
tf, Follow-Up Headway 2.20 3.50 4.00
Approach
Movement T R1 L1 T L1 R1
vx, Volume 22.83 281.52 4.35 31.52 433.70 13.04
cmx, Capacity 1130.45 383.01 513.97
V / C 0.02 0.01 0.06
d, Delay 8.25 14.97 12.58

LOS A B B
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N (Major) S W (Major)
Lane Lane 1 Lane 1 Lane 1
Movements T, R1 L1, T L1, R1
vx, Volume 304.35 35.87 446.74
Flared Storage Size
cmx, Capacity 1130.45 493.52
V / C 0.27 0.07
Q95, 95% Queue Length 1.10 0.23
d, Delay 8.25 12.87
LOS B
dA, Approach Delay 0.62 12.87 0.00
Approach LOS B
Delay and Level of Service by Lane
B

0.00 0.00
Delay and Level of Service by Movement
N (Major) S W (Major)

0.62 12.87 0.00
Critical Headway and Follow Up Headway
N (Major) S W (Major)

0.00 0.00 0.00
N (Major) S W (Major)
Capacity of Movements below Rank 1
N (Major) S W (Major)
Pedestrians
Node 556: Fowler & Fairview
Volume and Adjustments
N (Major) S W (Major)

Page 62 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.461
Loss Time 0
Cycle Length 100
Adj V/C 0.561
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 56 640 162 5 7 48 116 730 13 160 10 116
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 14 160 41 1 2 12 29 183 3 40 3 29
Adjusted Volume 56 640 162 5 7 48 116 730 13 160 10 116 Approach E
Lane Group L C C L C L C
ID 2522 2523 2521 2527 2528 2525 2526
Lanes L T, RT LTR L T, RT L RT
Volume 56 802 60 116 743 160 126
Approach E
Lane Group 2522 2523 2521 2527 2528 2525 2526
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 2 1 1 2 1 1
Saturation Flow Rate 1600 3200 1600 1600 3200 1600 1600 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 56 640 162 5 7 48 116 730 13 160 10 116
Volume / Saturation Flow Rate 0.035 0.251 0.251 0.003 0.038 0.038 0.073 0.232 0.232 0.100 0.079 0.079 Overlap adjusted Volume / Saturation Flow Rate 0.035 0.251 0.251 0.003 0.038 0.038 0.073 0.232 0.232 0.100 0.079 0.079 Critical Movement Y Y Y Y
Capacity Analysis

N E S W
N S W
Node 562: Storke & Phelps
Volume and Adjustments by Movement

N E S W
Volume and Adjustments by Lane Group
N S W
Saturation Flow Rate

Page 63 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.182
Loss Time 0
Cycle Length 100
Adj V/C 0.282
Approach N
Movement L1 T L1 R1 T R1
Base Volume 148 36 22 107 18 21
PHF 1.000 1.000 1.000 1.000 1.000 1.000
Peak 15 Volume 37 9 6 27 5 5
Adjusted Volume 148 36 22 107 18 21
Approach N E
Lane Group C L R C R
ID 2530 2533 2534 2531 2532
Lanes LT L R T R
Volume 184 22 107 18 21
Approach N E
Lane Group 2530 2533 2534 2531 2532
Base Saturation Flow Rate 1600 1600 1600 1600 1600
Number of Lanes 1 1 1 1 1
Saturation Flow Rate 1600 1600 1600 1600 1600
Approach N
Movement L1 T L1 R1 T R1
Volume 148 36 22 107 18 21
Volume / Saturation Flow Rate 0.093 0.115 0.014 0.067 0.011 0.013 Overlap adjusted Volume / Saturation Flow Rate 0.093 0.115 0.014 0.067 0.011 0.013 Critical Movement Y Y
E S W
S W
Saturation Flow Rate
S W
Capacity Analysis
Volume and Adjustments by Lane Group
Node 564: Mesa & Los Carneros
Volume and Adjustments by Movement
E S W

Page 64 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.479
Loss Time 0
Cycle Length 100
Adj V/C 0.579
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 8 580 87 14 2 47 89 923 9 230 2 134
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 2 145 22 4 1 12 22 231 2 58 1 34
Adjusted Volume 8 580 87 14 2 47 89 923 9 230 2 134
Approach E
Lane Group L C C L C C R
ID 2581 2582 2580 2586 2587 2584 2585
Lanes L T, RT LTR L T, RT LT R
Volume 8 667 63 89 932 232 134
Approach E
Lane Group 2581 2582 2580 2586 2587 2584 2585
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 2 1 1 2 1 1
Saturation Flow Rate 1600 3200 1600 1600 3200 1600 1600 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 8 580 87 14 2 47 89 923 9 230 2 134
Volume / Saturation Flow Rate 0.005 0.208 0.208 0.009 0.039 0.039 0.056 0.291 0.291 0.144 0.145 0.084 Overlap adjusted Volume / Saturation Flow Rate 0.005 0.208 0.208 0.009 0.039 0.039 0.056 0.291 0.291 0.144 0.145 0.084 Critical Movement Y Y Y Y
Capacity Analysis

N E S W
N S W
Node 617: Los Caneros & Castilian
Volume and Adjustments by Movement

N E S W
Volume and Adjustments by Lane Group
N S W
Saturation Flow Rate

Page 65 of 75 ends

Control Type AWSC
Method HCM 7th Edition
Average Delay 19.76
Average LOS C
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 4.00 172.00 30.00 336.00 93.00 0.00 133.00 223.00 92.00 7.00 6.00 43.00 PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 Flow Rate 4.35 186.96 32.61 365.22 101.09 0.00 144.57 242.39 100.00 7.61 6.52 46.74 Geometry Group
Approach W
Lanes Lane 1 Lane 2 Lane 1 Lane 2 Lane 1 Lane 2 Lane 1
Total Lane Flow Rate 4.35 219.57 365.22 101.09 144.57 342.39 60.87 Left Turn Flow Rate 4.35 0.00 365.22 0.00 144.57 0.00 7.61 Right Turn Flow Rate 0.00 32.61 0.00 0.00 0.00 100.00 46.74 PLT, Proportion LT 1.00 0.00 1.00 0.00 1.00 0.00 0.13
PRT, Proportion RT 0.00 0.15 0.00 0.00 0.00 0.29 0.77
PHV, Proportion HV 0.00 0.00 0.00 0.00 0.00 0.00 0.00
hLT,adj, Headway adjustment for left turns 0.20
hRT,adj, Headway adjustment for right turns -0.60
hHV,adj, Headway adjustment for heavy vehicles 1.70
hadj, Headway adjustment 0.50 -0.10 0.50 0.00 0.50 -0.20 -0.44 Approach W
Lanes Lane 1 Lane 2 Lane 1 Lane 2 Lane 1 Lane 2 Lane 1
Total Lane Flow Rate 4.35 219.57 365.22 101.09 144.57 342.39 60.87 hd initial 3.20 3.20 3.20 3.20 3.20 3.20 3.20
x initial 0.00 0.20 0.32 0.09 0.13 0.30 0.05
hd, iteration 1 6.20 5.59 6.13 5.62 6.02 5.31 5.55
Difference, iteration 1 3.00 2.39 2.93 2.42 2.82 2.11 2.35 hd, iteration 2 7.22 6.61 6.85 6.35 6.89 6.18 6.69
Difference, iteration 2 1.02 1.02 0.72 0.72 0.87 0.87 1.14 hd, iteration 3 7.53 6.91 7.12 6.62 7.15 6.44 7.10
Difference, iteration 3 0.30 0.30 0.27 0.27 0.26 0.26 0.41 hd, iteration 4 7.63 7.01 7.20 6.70 7.25 6.53 7.23
Difference, iteration 4 0.10 0.10 0.08 0.08 0.09 0.09 0.13 hd, iteration 5 7.66 7.05 7.23 6.73 7.27 6.56 7.27
Difference, iteration 5 0.03 0.03 0.03 0.03 0.03 0.03 0.04 Convergence Y Y Y Y Y Y Y
hd final, Departure Headway 7.66 7.05 7.23 6.73 7.27 6.56 7.27 x final, Degree of Utilization 0.01 0.43 0.73 0.19 0.29 0.62 0.12 Approach W
Lanes Lane 1 Lane 2 Lane 1 Lane 2 Lane 1 Lane 2 Lane 1
Total Lane Flow Rate 4.35 219.57 365.22 101.09 144.57 342.39 60.87 hd, Departure Headway 7.66 7.05 7.23 6.73 7.27 6.56 7.27 x, Degree of Utilization 0.01 0.43 0.73 0.19 0.29 0.62 0.12 m, Move Up Time 2.30 2.30 2.30 2.30 2.30 2.30 2.00
ts, Service Time 5.36 4.75 4.93 4.43 4.97 4.26 5.27
Capacity 469.17 510.32 497.89 535.05 494.40 549.03 495.10 Delay 10.43 15.03 29.05 10.99 12.97 19.95 11.29

LOS B C D B B C B
Q95, 95% Queue Length 0.03 2.23 7.42 0.70 1.23 4.75 0.42 Approach Delay 11.29
Approach LOS B
Intersection Delay
Intersection LOS
B D C

19.76 C
Capacity and Level of Service
N E S

14.94 25.14 17.88

1.70 1.70 1.70
Departure Headway
N E S

0.50 0.50 0.50
-0.70 -0.70 -0.70
N E S
Node 624: Cathedral Oaks & Calle Real
Volume and Adjustments

N E S W
5 5 5 4b
Saturation Headway

Page 66 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS B
Critical V/C 0.647
Loss Time 0
Cycle Length 100
Adj V/C 0.747
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 152 35 58 340 965 194 86 30 328 65 704 65
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 38 9 15 85 241 49 22 8 82 16 176 16
Adjusted Volume 152 35 58 340 965 194 86 30 328 65 704 65 Approach N
Lane Group C L C R C R L C
ID 2596 2591 2593 2595 2589 2590 2597 2598
Lanes LTR L, L T, T R LT R L T, RT
Volume 245 340 965 194 116 328 65 769
Approach N
Lane Group 2596 2591 2593 2595 2589 2590 2597 2598
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 2 2 1 1 1 1 2
Saturation Flow Rate 1600 3200 3200 1600 1600 1600 1600 3200 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 152 35 58 340 965 194 86 30 328 65 704 65
Volume / Saturation Flow Rate 0.095 0.153 0.153 0.106 0.302 0.121 0.054 0.073 0.205 0.041 0.240 0.240 Overlap adjusted Volume / Saturation Flow Rate 0.095 0.153 0.153 0.106 0.302 0.121 0.054 0.073 0.205 0.041 0.240 0.240 Critical Movement Y Y Y Y
Capacity Analysis

N E S W
E S W
Node 630: Hollister & Marketplace/Village Way
Volume and Adjustments by Movement

N E S W
Volume and Adjustments by Lane Group
E S W
Saturation Flow Rate

Page 67 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay3.57
Worst Case Delay38.59
Worst Case LOSE
Approach
Movement L1 R1 T R1 L1 T
Base Volume 395.00 69.00 57.00 629.00 88.00 56.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 429.35 75.00 61.96 683.70 95.65 60.87 Approach
Movement L1 R1 T R1 L1 T
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement L1 R1 T R1 L1 T
Rank 1 1 2 1 3 2
vx, Volume 61.96 95.65 60.87
Conflicting Volume (Veh) 466.85 1212.50 466.85
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 466.85 1212.50 466.85
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 1105.22 202.86 496.53
Capacity 1105.22 201.99 496.53
Approach
Movement L1 R1 T R1 L1 T
tc,base, Base Critical Headway 4.10 7.10 6.50
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.00 0.20 0.20
G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.70 0.00
tc, Critical Headway 4.10 6.40 6.50
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 2.20 3.50 4.00
tf,hv, Heavy Vehicles Adjustment Factor 0.90 0.90 0.90
tf, Follow-Up Headway 2.20 3.50 4.00
Approach
Movement L1 R1 T R1 L1 T
vx, Volume 429.35 75.00 61.96 683.70 95.65 60.87
cmx, Capacity 1105.22 201.99 496.53
V / C 0.06 0.47 0.12
d, Delay 8.45 38.59 13.26

LOS A E B
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach
Lane Lane 1 Lane 2 Lane 1 Lane 2 Lane 1 Lane 2
Movements
vx, Volume 429.35 75.00 61.96 683.70 95.65 60.87
Flared Storage Size
cmx, Capacity
V / C
Q95, 95% Queue Length
d, Delay
LOS
dA, Approach Delay
Approach LOS D
Delay and Level of Service by Lane
N (Major) E (Major) W

0.00 0.70 28.74
D

0.00 0.00
Delay and Level of Service by Movement
N (Major) E (Major) W

0.00 0.70 28.74
Critical Headway and Follow Up Headway
N (Major) E (Major) W

0.00 0.00 0.00
N (Major) E (Major) W
Capacity of Movements below Rank 1
N (Major) E (Major) W
Pedestrians
Node 636: Hollister & Cathedral Oaks
Volume and Adjustments
N (Major) E (Major) W

Page 68 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS A
Critical V/C 0.325
Loss Time 0
Cycle Length 100
Adj V/C 0.425
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 50 1 22 186 676 19 50 1 88 4 352 40
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 13 0 6 47 169 5 13 0 22 1 88 10
Adjusted Volume 50 1 22 186 676 19 50 1 88 4 352 40
Approach
Lane Group C R L C C R L C
ID 2605 2606 2602 2603 2600 2601 2607 2608
Lanes LT R L T, RT LT R L T, RT
Volume 51 22 186 695 51 88 4 392
Approach
Lane Group 2605 2606 2602 2603 2600 2601 2607 2608
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 1 1 2 1 1 1 2
Saturation Flow Rate 1600 1600 1600 3200 1600 1600 1600 3200 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 50 1 22 186 676 19 50 1 88 4 352 40
Volume / Saturation Flow Rate 0.031 0.032 0.014 0.116 0.217 0.217 0.031 0.032 0.055 0.003 0.123 0.123 Overlap adjusted Volume / Saturation Flow Rate 0.031 0.032 0.014 0.116 0.217 0.217 0.031 0.032 0.055 0.003 0.123 0.123 Critical Movement Y Y Y Y

N E S W
Volume and Adjustments by Lane Group

N E S W
Saturation Flow Rate

N E S W
Capacity Analysis
Node 717: Hollister & Entrance
Volume and Adjustments by Movement

N E S W

Page 69 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay 1155.46
Worst Case Delay 10000
Worst Case LOS F
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 20.00 6.00 320.00 28.00 1301.00 49.00 115.00 5.00 16.00 134.00 738.00 106.00 PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 21.74 6.52 347.83 30.43 1414.13 53.26 125.00 5.43 17.39 145.65 802.17 115.22 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 w, Lane Width (ft) 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Sp, Walking Speed (ft/s) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 fpb, Percent Blockage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Rank 4 3 2 2 1 1 4 3 2 2 1 1
vx, Volume 21.74 6.52 347.83 30.43 125.00 5.43 17.39 145.65 Conflicting Volume (Veh) 2196.74 2710.33 733.70 917.39 1922.28 2679.35 458.70 1467.39 Conflicting Volume (Ped) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Conflicting Volume 2196.74 2710.33 733.70 917.39 1922.28 2679.35 458.70 1467.39 Two-Stage Gap Acceptance No No No No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 25.63 21.36 367.24 751.96 41.43 22.37 554.73 465.97 Capacity 8.75 10.99 367.24 751.96 0.64 11.51 554.73 465.97 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
tc,base, Base Critical Headway 7.50 6.50 6.90 4.10 7.50 6.50 6.90 4.10 tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Phv, % Heavy Vehicles 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc,G, Grade Adjustment Factor 0.20 0.20 0.10 0.00 0.20 0.20 0.10 0.00 G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc, Critical Headway 7.50 6.50 6.90 4.10 7.50 6.50 6.90 4.10 tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.50 4.00 3.30 2.20 3.50 4.00 3.30 2.20 tf,hv, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 tf, Follow-Up Headway 3.50 4.00 3.30 2.20 3.50 4.00 3.30 2.20 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
vx, Volume 21.74 6.52 347.83 30.43 1414.13 53.26 125.00 5.43 17.39 145.65 802.17 115.22 cmx, Capacity 8.75 10.99 367.24 751.96 0.64 11.51 554.73 465.97 V / C 2.48 0.59 0.95 0.04 194.19 0.47 0.03 0.31
d, Delay 5912.66 5828.74 5511.00 9.82 10000.00 10000.00 10000.00 16.23

LOS F F F A F F F C
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N S
Lane Lane 1 Lane 1 Lane 2 Lane 1 Lane 1 Lane 2 Lane 3
Movements L1, T, R1 L1, T T, R1 L1, T, R1 T, R1
vx, Volume 376.09 748.91 748.91 147.83 145.65 458.70 458.70 Flared Storage Size
cmx, Capacity 93.43 1800.00 0.76
V / C 4.03 0.42 194.70
Q95, 95% Queue Length 145.21 0.05 76.43
d, Delay 5539.73 9.82 358101.00

LOS F F
dA, Approach Delay 5539.73 10000.00
Approach LOS F F

0.20 2.22

0.67 0.00
Delay and Level of Service by Movement

0.00 Delay and Level of Service by Lane
E (Major) W (Major)
5539.73 0.20 10000.00 2.22
F F
N E (Major) S W (Major)
N E (Major) S W (Major)
Critical Headway and Follow Up Headway
N E (Major) S W (Major)

0.00 0.00 0.00
Capacity of Movements below Rank 1
Node 856: Hollister & Cortona
Volume and Adjustments
N E (Major) S W (Major)
Pedestrians
N E (Major) S W (Major)

Page 70 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay0.35
Worst Case Delay13.37
Worst Case LOSB
Approach E (Major) S
Movement T R1 T R1
Base Volume 1106.00 56.00 987.00 8.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920
V, Adjusted Volume 1202.17 60.87 1072.83 8.70
Approach E (Major) S
Movement T R1 T R1
vx, Flow (Ped/hr) 0.00
w, Lane Width (ft) 12.00
Sp, Walking Speed (ft/s) 3.50
fpb, Percent Blockage 0.00
Approach E (Major) S
Movement T R1 T R1
Rank 1 2 1 1
vx, Volume 60.87
Conflicting Volume (Veh) 540.76
Conflicting Volume (Ped) 0.00
Conflicting Volume 540.76
Two-Stage Gap Acceptance
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 490.75
Capacity 490.75
Approach E (Major) S
Movement T R1 T R1
tc,base, Base Critical Headway 6.90
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00
Phv, % Heavy Vehicles 0.00
tc,G, Grade Adjustment Factor 0.10
G, % Grade 0.00 0.00
T3,lt, Geometry Adjustment Factor 0.00
tc, Critical Headway 6.90
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.30
tf,hv, Heavy Vehicles Adjustment Factor 1.00
tf, Follow-Up Headway 3.30
Approach E (Major) S
Movement T R1 T R1
vx, Volume 1202.17 60.87 1072.83 8.70
cmx, Capacity 490.75
V / C 0.12
d, Delay 13.37
LOS B
dA, Approach Delay 0.00 13.37
Approach LOS B
dRank1, Rank 1 Delay 0.00
Approach S
Lane Lane 1 Lane 2 Lane 1 Lane 1 Lane 2
Movements T, R1
vx, Volume 601.09 601.09 60.87 540.76 540.76
Flared Storage Size
cmx, Capacity
V / C
Q95, 95% Queue Length
d, Delay
LOS
dA, Approach Delay 13.37
Approach LOS B

0.00 0.00

0.00 Delay and Level of Service by Movement

Page 71 of 75 ends

Control Type Signalized
Method ICU Method 1
LOS B
Critical V/C 0.647
Loss Time 0
Cycle Length 100
Adj V/C 0.747
Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Base Volume 31 24 51 183 565 38 182 18 131 38 803 387
PHF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak 15 Volume 8 6 13 46 141 10 46 5 33 10 201 97
Adjusted Volume 31 24 51 183 565 38 182 18 131 38 803 387 Approach
Lane Group L C L C L C L C
ID 2613 2614 2610 2611 2618 2619 2615 2616
Lanes L RT L T, RT L RT L T, RT
Volume 31 75 183 603 182 149 38 1190
Approach
Lane Group 2613 2614 2610 2611 2618 2619 2615 2616
Base Saturation Flow Rate 1600 1600 1600 1600 1600 1600 1600 1600 Number of Lanes 1 1 1 2 1 1 1 2
Saturation Flow Rate 1600 1600 1600 3200 1600 1600 1600 3200 Approach
Movement L1 T R1 L1 T R1 L1 T R1 L1 T R1
Volume 31 24 51 183 565 38 182 18 131 38 803 387
Volume / Saturation Flow Rate 0.019 0.047 0.047 0.114 0.188 0.188 0.114 0.093 0.093 0.024 0.372 0.372 Overlap adjusted Volume / Saturation Flow Rate 0.019 0.047 0.047 0.114 0.188 0.188 0.114 0.093 0.093 0.024 0.372 0.372 Critical Movement Y Y Y Y

N E S W
Volume and Adjustments by Lane Group

N E S W
Saturation Flow Rate

N E S W
Capacity Analysis
Node 877: Hollister & Sumida Gardens
Volume and Adjustments by Movement

N E S W

Page 72 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay0.5
Worst Case Delay19.47
Worst Case LOSC
Approach
Movement L1 T L1 R1 T R1
Base Volume 25.00 757.00 11.00 20.00 419.00 20.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 27.17 822.83 11.96 21.74 455.43 21.74 Approach
Movement L1 T L1 R1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement L1 T L1 R1 T R1
Rank 2 1 3 2 1 1
vx, Volume 27.17 11.96 21.74
Conflicting Volume (Veh) 477.17 932.07 238.59
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 477.17 932.07 238.59
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 1095.59 268.93 768.80
Capacity 1095.59 260.29 768.80
Approach
Movement L1 T L1 R1 T R1
tc,base, Base Critical Headway 4.10 7.50 6.90
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 2.00 2.00 2.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.00 0.20 0.10
G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.70 0.00
tc, Critical Headway 4.10 6.80 6.90
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 2.20 3.50 3.30
tf,hv, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
tf, Follow-Up Headway 2.20 3.50 3.30
Approach
Movement L1 T L1 R1 T R1
vx, Volume 27.17 822.83 11.96 21.74 455.43 21.74
cmx, Capacity 1095.59 260.29 768.80
V / C 0.02 0.05 0.03
d, Delay 8.37 19.47 10.32

LOS A C B
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach S
Lane Lane 1 Lane 2 Lane 3 Lane 1 Lane 1 Lane 2
Movements L1, R1 T, R1
vx, Volume 27.17 411.41 411.41 33.70 238.59 238.59
Flared Storage Size
cmx, Capacity 454.04
V / C 0.07
Q95, 95% Queue Length 0.24
d, Delay 13.56
LOS B
dA, Approach Delay 13.56
Approach LOS B
B

0.00 0.00
Delay and Level of Service by Lane
E (Major) W (Major)

0.27 0.00
Delay and Level of Service by Movement
E (Major) S W (Major)

0.27 13.56 0.00
Critical Headway and Follow Up Headway
E (Major) S W (Major)

0.00 0.00 0.00
E (Major) S W (Major)
Capacity of Movements below Rank 1
E (Major) S W (Major)
Pedestrians
Node 1042: Hollister & Santa Babara Shores
Volume and Adjustments
E (Major) S W (Major)

Page 73 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay1.89
Worst Case Delay41.53
Worst Case LOSE
Approach
Movement L1 T L1 T R1 L1 T R1 L1 T R1
Base Volume 18.00 15.00 39.00 638.00 89.00 7.00 1.00 15.00 38.00 417.00 8.00 PHF, Peak-hour factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 V, Adjusted Volume 18.00 15.00 39.00 638.00 89.00 7.00 1.00 15.00 38.00 417.00 8.00 Approach
Movement L1 T L1 T R1 L1 T R1 L1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Sp, Walking Speed (ft/s) 3.50 3.50 3.50 3.50 3.50 3.50 3.50 fpb, Percent Blockage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Approach
Movement L1 T L1 T R1 L1 T R1 L1 T R1
Rank 4 3 2 1 1 4 3 2 2 1 1
vx, Volume 18.00 15.00 39.00 7.00 1.00 15.00 38.00
Conflicting Volume (Veh) 1265.501261.50 425.00 1265.001302.00 421.00 727.00 Conflicting Volume (Ped) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Conflicting Volume 1265.501261.50 425.00 1265.001302.00 421.00 727.00 Two-Stage Gap Acceptance No No No No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 147.37 171.56 1145.11 147.49 162.25 636.81 885.53 Capacity 127.13 152.51 1145.11 119.52 144.23 636.81 885.53 Approach
Movement L1 T L1 T R1 L1 T R1 L1 T R1
tc,base, Base Critical Headway 7.10 6.50 4.10 7.10 6.50 6.20 4.10 tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phv, % Heavy Vehicles 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc,G, Grade Adjustment Factor 0.20 0.20 0.00 0.20 0.20 0.10 0.00 G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tc, Critical Headway 7.10 6.50 4.10 7.10 6.50 6.20 4.10 tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 3.50 4.00 2.20 3.50 4.00 3.30 2.20 tf,hv, Heavy Vehicles Adjustment Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 tf, Follow-Up Headway 3.50 4.00 2.20 3.50 4.00 3.30 2.20 Approach
Movement L1 T L1 T R1 L1 T R1 L1 T R1
vx, Volume 18.00 15.00 39.00 638.00 89.00 7.00 1.00 15.00 38.00 417.00 8.00 cmx, Capacity 127.13 152.51 1145.11 119.52 144.23 636.81 885.53 V / C 0.14 0.10 0.03 0.06 0.01 0.02 0.04
d, Delay 41.53 36.82 8.19 36.48 31.32 12.01 9.11

LOS E E A E D B A
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N E (Major) S W (Major)
Lane Lane 1 Lane 1 Lane 1 Lane 1
Movements L1, T L1, T, R1L1, T, R1L1, T, R1
vx, Volume 33.00 766.00 23.00 463.00
Flared Storage Size
cmx, Capacity 137.53 1756.98 258.26 1793.25
V / C 0.24 0.44 0.09 0.26
Q95, 95% Queue Length 0.93 0.07 0.29 0.06
d, Delay 39.39 8.19 20.30 9.11

LOS E C
dA, Approach Delay 39.39 0.42 20.30 0.75
Approach LOS E C
Delay and Level of Service by Lane
E C

0.48 0.51

0.00 Delay and Level of Service by Movement

39.39 0.42 20.30 0.75
N E (Major) S W (Major)
N E (Major) S W (Major)
Critical Headway and Follow Up Headway
N E (Major) S W (Major)

0.00 0.00 0.00
Capacity of Movements below Rank 1
Node 1141: Sperling Preserve/Ellwood Dwy & Hollister Ave Volume and Adjustments
N E (Major) S W (Major)
Pedestrians
N E (Major) S W (Major)

Page 74 of 75 ends

Control Type TWSC
Method HCM 7th Edition
dI, Average Delay2.89
Worst Case Delay10.84
Worst Case LOSB
Approach
Movement L1 T L1 R1 T R1
Base Volume 49.00 88.00 1.00 56.00 112.00 2.00
PHF, Peak-hour factor 0.920 0.920 0.920 0.920 0.920 0.920 V, Adjusted Volume 53.26 95.65 1.09 60.87 121.74 2.17
Approach
Movement L1 T L1 R1 T R1
vx, Flow (Ped/hr) 0.00 0.00 0.00
w, Lane Width (ft) 12.00 12.00 12.00
Sp, Walking Speed (ft/s) 3.50 3.50 3.50
fpb, Percent Blockage 0.00 0.00 0.00
Approach
Movement L1 T L1 R1 T R1
Rank 2 1 3 2 1 1
vx, Volume 53.26 1.09 60.87
Conflicting Volume (Veh) 123.91 325.00 122.83
Conflicting Volume (Ped) 0.00 0.00 0.00
Conflicting Volume 123.91 325.00 122.83
Two-Stage Gap Acceptance No
Number of Storage Spaces in Median Refuge Area
cpx, Potential Capacity 1475.47 673.16 933.56
Capacity 1475.47 647.49 933.56
Approach
Movement L1 T L1 R1 T R1
tc,base, Base Critical Headway 4.10 7.10 6.20
tc,base,I, Base Critical Headway (Stage I)
tc,base,II, Base Critical Headway (Stage II)
tc,HV, Heavy Vehicles Adjustment Factor 1.00 1.00 1.00
Phv, % Heavy Vehicles 0.00 0.00 0.00
tc,G, Grade Adjustment Factor 0.00 0.20 0.10
G, % Grade
T3,lt, Geometry Adjustment Factor 0.00 0.70 0.00
tc, Critical Headway 4.10 6.40 6.20
tc,I, Critical Headway (Stage I)
tc,II, Critical Headway (Stage II)
tf,base, Base Follow-Up Headway 2.20 3.50 3.30
tf,hv, Heavy Vehicles Adjustment Factor 0.90 0.90 0.90
tf, Follow-Up Headway 2.20 3.50 3.30
Approach
Movement L1 T L1 R1 T R1
vx, Volume 53.26 95.65 1.09 60.87 121.74 2.17
cmx, Capacity 1475.47 647.49 933.56
V / C 0.04 0.00 0.07
d, Delay 7.50 10.84 9.13

LOS A B A
dA, Approach Delay
Approach LOS
dRank1, Rank 1 Delay
Approach N (Major) E S (Major)
Lane Lane 1 Lane 1 Lane 1
Movements L1, T L1, R1 T, R1
vx, Volume 148.91 61.96 123.91
Flared Storage Size
cmx, Capacity 1800.00 926.37
V / C 0.08 0.07
Q95, 95% Queue Length 0.09 0.21
d, Delay 7.50 9.16
LOS A
dA, Approach Delay 2.68 9.16 0.00
Approach LOS A
Delay and Level of Service by Lane
A

0.29 0.00
Delay and Level of Service by Movement
N (Major) E S (Major)

2.68 9.16 0.00
Critical Headway and Follow Up Headway
N (Major) E S (Major)

0.00 0.00 0.00
N (Major) E S (Major)
Capacity of Movements below Rank 1
N (Major) E S (Major)
Pedestrians
Node 1182: Ward & Ekwill
Volume and Adjustments
N (Major) E S (Major)

Page 75 of 75 ends

GOLETA MODEL • CALIBRATION -VALIDATION MEMORANDUM • APRIL 202 6

ATTACHMENT A.4

US 101 MERGE -DIVERGE HCS WORKSHEETS

HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2025
Jurisdiction Goleta Time Analyzed Baseline AM
Facility Name SB US 101 Units U.S. Customary
Project Description SB US 101 Aux Lane between Los Carneros and Fairview Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 5
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.33
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic SB US 101 upstream of N Los Carneros
Rd On-Ramp
2490 2
2 Merge Merge N Los Carneros Rd On-Ramp to SB US
101
30 2
3 Overlap Overlap SB US 101 between N Los Carneros Rd
On-Ramp and Storke Rd Off-Ramp
1470 2
4 Diverge Diverge Storke Rd Off-Ramp from SB US 101 30 2 5 Basic Basic SB US 101 downstream of Storke Rd
Off-Ramp
3015 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3080 4700 0.66 64.7 23.8 C
Segment 2: Merge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3171 91 4700 2100 0.67 0.04 55.5 55.5 28.6 30.1 D Segment 3: Overlap
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3172 4700 0.67 55.4 28.6 D
Segment 4: Diverge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3172 1342 4700 2100 0.67 0.64 55.4 55.4 28.6 31.3 D Segment 5: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 1818 4700 0.39 64.2 14.0 B
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 740 740 0.65 16.24 56.8 20.6 19.5 1.40 C
Facility Overall Results
Space Mean Speed, mi/h 56.8 Average Density, veh/mi/ln 19.5 Average Travel Time, min 1.40 Average Density, pc/mi/ln 20.6 Total VMT, veh-mi/AP 740 Total VHD, veh-h 0.65
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 16.24 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™Freeways Version 2025 Generated: 09/26/2025 11:27:59 R10. SB US 101 Aux Lane bw Los Carneros and Storke Baseline AM.xuf HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2025
Jurisdiction Goleta Time Analyzed Baseline PM
Facility Name SB US 101 Units U.S. Customary
Project Description SB US 101 Aux Lane between Los Carneros and Fairview Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 5
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.33
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic SB US 101 upstream of N Los Carneros
Rd On-Ramp
2490 2
2 Merge Merge N Los Carneros Rd On-Ramp to SB US
101
30 2
3 Overlap Overlap SB US 101 between N Los Carneros Rd
On-Ramp and Storke Rd Off-Ramp
1470 2
4 Diverge Diverge Storke Rd Off-Ramp from SB US 101 30 2 5 Basic Basic SB US 101 downstream of Storke Rd
Off-Ramp
3015 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3610 4700 0.77 62.7 28.8 D
Segment 2: Merge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3777 167 4700 2100 0.80 0.08 53.8 53.8 35.1 34.7 D Segment 3: Overlap
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3778 4700 0.80 53.8 35.1 E
Segment 4: Diverge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3778 1146 4700 2100 0.80 0.55 55.8 55.8 33.9 36.5 E Segment 5: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 2621 4700 0.56 64.2 20.2 C
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 931 931 1.12 27.90 55.8 26.5 25.0 1.40 D
Facility Overall Results
Space Mean Speed, mi/h 55.8 Average Density, veh/mi/ln 25.0 Average Travel Time, min 1.40 Average Density, pc/mi/ln 26.5 Total VMT, veh-mi/AP 931 Total VHD, veh-h 1.12
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 27.90 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™ Freeways Version 2025 Generated: 09/26/2025 11:28:32 R10. SB US 101 Aux Lane bw Los Carneros and Storke Baseline PM.xuf HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2025
Jurisdiction Goleta Time Analyzed Future No Project AM
Facility Name SB US 101 Units U.S. Customary
Project Description SB US 101 Aux Lane between Los Carneros and Fairview Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 5
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.33
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic SB US 101 upstream of N Los Carneros
Rd On-Ramp
2490 2
2 Merge Merge N Los Carneros Rd On-Ramp to SB US
101
30 2
3 Overlap Overlap SB US 101 between N Los Carneros Rd
On-Ramp and Storke Rd Off-Ramp
1470 2
4 Diverge Diverge Storke Rd Off-Ramp from SB US 101 30 2 5 Basic Basic SB US 101 downstream of Storke Rd
Off-Ramp
3015 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3519 4700 0.75 63.2 27.8 D
Segment 2: Merge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3602 83 4700 2100 0.77 0.04 54.4 54.4 33.1 33.4 D Segment 3: Overlap
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3603 4700 0.77 54.4 33.1 D
Segment 4: Diverge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3603 1660 4700 2100 0.77 0.79 54.7 54.7 32.9 35.0 D Segment 5: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 1927 4700 0.41 64.1 14.8 B
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 825 825 0.96 24.08 55.9 23.4 22.1 1.40 C
Facility Overall Results
Space Mean Speed, mi/h 55.9 Average Density, veh/mi/ln 22.1 Average Travel Time, min 1.40 Average Density, pc/mi/ln 23.4 Total VMT, veh-mi/AP 825 Total VHD, veh-h 0.96
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 24.08 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™Freeways Version 2025 Generated: 09/26/2025 11:29:12 R10. SB US 101 Aux Lane bw Los Carneros and Storke Future NP AM.xuf HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2025
Jurisdiction Goleta Time Analyzed Future No Project PM
Facility Name SB US 101 Units U.S. Customary
Project Description SB US 101 Aux Lane between Los Carneros and Fairview Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 5
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.33
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic SB US 101 upstream of N Los Carneros
Rd On-Ramp
2490 2
2 Merge Merge N Los Carneros Rd On-Ramp to SB US
101
30 2
3 Overlap Overlap SB US 101 between N Los Carneros Rd
On-Ramp and Storke Rd Off-Ramp
1470 2
4 Diverge Diverge Storke Rd Off-Ramp from SB US 101 30 2 5 Basic Basic SB US 101 downstream of Storke Rd
Off-Ramp
3015 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3766 4700 0.80 61.7 30.5 D
Segment 2: Merge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3988 222 4700 2100 0.85 0.11 52.8 52.8 37.8 36.4 E Segment 3: Overlap
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3989 4700 0.85 52.8 37.8 E
Segment 4: Diverge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3989 1239 4700 2100 0.85 0.59 55.6 55.6 35.9 38.3 E Segment 5: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 2739 4700 0.58 64.2 21.1 C
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 975 975 1.38 34.47 55.1 28.1 26.5 1.40 D
Facility Overall Results
Space Mean Speed, mi/h 55.1 Average Density, veh/mi/ln 26.5 Average Travel Time, min 1.40 Average Density, pc/mi/ln 28.1 Total VMT, veh-mi/AP 975 Total VHD, veh-h 1.38
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 34.47 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™ Freeways Version 2025 Generated: 09/26/2025 11:29:39 R10. SB US 101 Aux Lane bw Los Carneros and Storke Future NP PM.xuf HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2025
Jurisdiction Goleta Time Analyzed Future Plus Project AM Facility Name SB US 101 Units U.S. Customary
Project Description SB US 101 Aux Lane between Los Carneros and Fairview Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 3
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.33
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic SB US 101 upstream of N Los Carneros
Rd On-Ramp
1990 2
2 Weaving Weaving N Los Carneros Rd On-Ramp to Storke
Rd Off-Ramp
2530 3
3 Basic Basic SB US 101 downstream of Storke Rd
Off-Ramp
2515 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3519 4700 0.75 63.2 27.8 D
Segment 2: Weaving
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3586 4938 0.73 49.2 24.3 C
Segment 3: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 1927 4700 0.41 64.7 14.8 B
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 861 861 2.16 54.04 52.0 22.3 20.2 1.50 C
Facility Overall Results
Space Mean Speed, mi/h 52.0 Average Density, veh/mi/ln 20.2 Average Travel Time, min 1.50 Average Density, pc/mi/ln 22.3 Total VMT, veh-mi/AP 861 Total VHD, veh-h 2.16
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 54.04 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™Freeways Version 2025 Generated: 09/26/2025 11:29:58 R10. SB US 101 Aux Lane bw Los Carneros and Storke Future PP AM.xuf HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2025
Jurisdiction Goleta Time Analyzed Future Plus Project PM Facility Name SB US 101 Units U.S. Customary
Project Description SB US 101 Aux Lane between Los Carneros and Fairview Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 3
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.33
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic SB US 101 upstream of N Los Carneros
Rd On-Ramp
1990 2
2 Weaving Weaving N Los Carneros Rd On-Ramp to Storke
Rd Off-Ramp
2530 3
3 Basic Basic SB US 101 downstream of Storke Rd
Off-Ramp
2515 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3766 4700 0.80 61.7 30.5 D
Segment 2: Weaving
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3976 5952 0.67 49.6 26.7 C
Segment 3: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 2739 4700 0.58 64.7 21.1 C
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 1005 1005 2.45 61.17 52.2 25.9 23.5 1.50 C
Facility Overall Results
Space Mean Speed, mi/h 52.2 Average Density, veh/mi/ln 23.5 Average Travel Time, min 1.50 Average Density, pc/mi/ln 25.9 Total VMT, veh-mi/AP 1005 Total VHD, veh-h 2.45
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 61.17 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™Freeways Version 2025 Generated: 09/26/2025 11:30:28 R10. SB US 101 Aux Lane bw Los Carneros and Storke Future PP PM.xuf HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2024
Jurisdiction Goleta Time Analyzed Baseline AM
Facility Name NB US 101 Units U.S. Customary
Project Description NB US 101 Aux Lane between Los Carneros and Fairview Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 5
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.75
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic NB US 101 upstream of N Los
Carneros Rd On-Ramp
3645 2
2 Merge Merge N Los Carneros Rd On-Ramp to NB US
101
1500 2
3 Basic Basic NB US 101 between N Los Carneros Rd
On-Ramp and N Fairview Ave Off-
Ramp
170 2
4 Diverge Diverge N Fairview Ave Off-Ramp from NB US
101
1500 2
5 Basic Basic NB US 101 downstream of N Fairview
Ave Off-Ramp
2400 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 2801 4700 0.60 65.0 21.5 C
Segment 2: Merge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3380 579 4700 2100 0.72 0.28 56.5 56.5 29.9 27.1 C Segment 3: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3385 4700 0.72 62.8 26.5 D
Segment 4: Diverge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3385 343 4700 2100 0.72 0.16 57.4 57.4 29.5 31.4 D Segment 5: Basic
HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2024
Jurisdiction Goleta Time Analyzed Baseline PM
Facility Name NB US 101 Units U.S. Customary
Project Description NB US 101 Aux Lane between Los Carneros and Fairview Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 5
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.75
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic NB US 101 upstream of N Los
Carneros Rd On-Ramp
3650 2
2 Merge Merge N Los Carneros Rd On-Ramp to NB US
101
1500 2
3 Basic Basic NB US 101 between N Los Carneros Rd
On-Ramp and N Fairview Ave Off-
Ramp
170 2
4 Diverge Diverge N Fairview Ave Off-Ramp from NB US
101
1500 2
5 Basic Basic NB US 101 downstream of N Fairview
Ave Off-Ramp
2400 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 2362 4700 0.50 65.0 18.2 C
Segment 2: Merge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3363 1001 4700 2100 0.72 0.48 56.5 56.5 29.8 26.7 C Segment 3: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3373 4700 0.72 62.8 26.4 D
Segment 4: Diverge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3373 228 4700 2100 0.72 0.11 57.7 57.7 29.2 31.3 D Segment 5: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3142 4700 0.67 64.6 24.3 C
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 1103 1103 1.01 25.17 56.7 23.6 22.3 1.80 C
Facility Overall Results
Space Mean Speed, mi/h 56.7 Average Density, veh/mi/ln 22.3 Average Travel Time, min 1.80 Average Density, pc/mi/ln 23.6 Total VMT, veh-mi/AP 1103 Total VHD, veh-h 1.01
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 25.17 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™ Freeways Version 2025 Generated: 09/26/2025 13:04:34 R11. NB US 101 Aux Lane bw Los Carneros and Fairview Baseline PM.xuf AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3040 4700 0.65 64.7 23.5 C
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 1160 1160 1.02 25.61 56.8 24.8 23.4 1.80 C
Facility Overall Results
Space Mean Speed, mi/h 56.8 Average Density, veh/mi/ln 23.4 Average Travel Time, min 1.80 Average Density, pc/mi/ln 24.8 Total VMT, veh-mi/AP 1160 Total VHD, veh-h 1.02
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 25.61 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™ Freeways Version 2025 Generated: 09/26/2025 13:03:54 R11. NB US 101 Aux Lane bw Los Carneros and Fairview Baseline AM.xuf HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2024
Jurisdiction Goleta Time Analyzed Future No Project AM
Facility Name NB US 101 Units U.S. Customary
Project Description NB US 101 Aux Lane between Los Carneros and Fairview Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 5
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.75
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic NB US 101 upstream of N Los
Carneros Rd On-Ramp
3650 2
2 Merge Merge N Los Carneros Rd On-Ramp to NB US
101
1500 2
3 Basic Basic NB US 101 between N Los Carneros Rd
On-Ramp and N Fairview Ave Off-
Ramp
170 2
4 Diverge Diverge N Fairview Ave Off-Ramp from NB US
101
1500 2
5 Basic Basic NB US 101 downstream of N Fairview
Ave Off-Ramp
2400 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 2895 4700 0.62 65.0 22.3 C
Segment 2: Merge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3478 583 4700 2100 0.74 0.28 56.2 56.2 30.9 27.8 C Segment 3: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3484 4700 0.74 62.7 27.5 D
Segment 4: Diverge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3484 409 4700 2100 0.74 0.19 57.3 57.3 30.4 32.2 D Segment 5: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3072 4700 0.65 64.7 23.7 C
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 1191 1191 1.08 27.10 56.7 25.5 24.0 1.80 C
Facility Overall Results
Space Mean Speed, mi/h 56.7 Average Density, veh/mi/ln 24.0 Average Travel Time, min 1.80 Average Density, pc/mi/ln 25.5 Total VMT, veh-mi/AP 1191 Total VHD, veh-h 1.08
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 27.10 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™ Freeways Version 2025 Generated: 09/26/2025 13:05:00 R11. NB US 101 Aux Lane bw Los Carneros and Fairview Future NP AM.xuf HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2024
Jurisdiction Goleta Time Analyzed Future No Project PM
Facility Name NB US 101 Units U.S. Customary
Project Description NB US 101 Aux Lane between Los Carneros and Fairview Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 5
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.75
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic NB US 101 upstream of N Los
Carneros Rd On-Ramp
3650 2
2 Merge Merge N Los Carneros Rd On-Ramp to NB US
101
1500 2
3 Basic Basic NB US 101 between N Los Carneros Rd
On-Ramp and N Fairview Ave Off-
Ramp
170 2
4 Diverge Diverge N Fairview Ave Off-Ramp from NB US
101
1500 2
5 Basic Basic NB US 101 downstream of N Fairview
Ave Off-Ramp
2400 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 2883 4700 0.61 65.0 22.2 C
Segment 2: Merge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 4006 1123 4700 2100 0.85 0.53 54.2 54.2 37.0 31.7 D Segment 3: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 4017 4700 0.85 59.8 33.6 D
Segment 4: Diverge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 4017 295 4700 2100 0.85 0.14 57.5 57.5 34.9 36.8 E Segment 5: Basic
HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2024
Jurisdiction Goleta Time Analyzed Future Plus Project AM Facility Name NB US 101 Units U.S. Customary
Project Description NB US 101 Aux Lane between Los Carneros and Fairview Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 3
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.56
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic NB US 101 upstream of N Los
Carneros Rd On-Ramp
3150 2
2 Weaving Weaving N Los Carneros Rd On-Ramp to N
Fairview Ave Off-Ramp
3170 3
3 Basic Basic NB US 101 downstream of N Fairview
Ave Off-Ramp
1900 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 2895 4700 0.62 65.0 22.3 C
Segment 2: Weaving
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3475 6534 0.53 53.2 21.8 C
Segment 3: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3072 4700 0.65 64.7 23.7 C
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 1068 1068 1.70 42.54 54.6 22.3 20.2 1.70 C
Facility Overall Results
Space Mean Speed, mi/h 54.6 Average Density, veh/mi/ln 20.2 Average Travel Time, min 1.70 Average Density, pc/mi/ln 22.3 Total VMT, veh-mi/AP 1068 Total VHD, veh-h 1.70
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 42.54 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™Freeways Version 2025 Generated: 09/26/2025 13:05:49 R11. NB US 101 Aux Lane bw Los Carneros and Fairview Future PP AM.xuf AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3720 4700 0.79 62.0 30.0 D
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 1322 1322 1.70 42.50 55.6 28.9 27.3 1.90 D
Facility Overall Results
Space Mean Speed, mi/h 55.6 Average Density, veh/mi/ln 27.3 Average Travel Time, min 1.90 Average Density, pc/mi/ln 28.9 Total VMT, veh-mi/AP 1322 Total VHD, veh-h 1.70
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 42.50 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™ Freeways Version 2025 Generated: 09/26/2025 13:05:22 R11. NB US 101 Aux Lane bw Los Carneros and Fairview Future NP PM.xuf HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2024
Jurisdiction Goleta Time Analyzed Future Plus Project PM Facility Name NB US 101 Units U.S. Customary
Project Description NB US 101 Aux Lane between Los Carneros and Fairview Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 3
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.56
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic NB US 101 upstream of N Los
Carneros Rd On-Ramp
3150 2
2 Weaving Weaving N Los Carneros Rd On-Ramp to N
Fairview Ave Off-Ramp
3170 3
3 Basic Basic NB US 101 downstream of N Fairview
Ave Off-Ramp
1900 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 2883 4700 0.61 65.0 22.2 C
Segment 2: Weaving
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 4003 6360 0.63 50.5 26.4 C
Segment 3: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3720 4700 0.79 62.0 30.0 D
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 1186 1186 2.75 68.66 52.5 25.8 23.3 1.80 C
Facility Overall Results
Space Mean Speed, mi/h 52.5 Average Density, veh/mi/ln 23.3 Average Travel Time, min 1.80 Average Density, pc/mi/ln 25.8 Total VMT, veh-mi/AP 1186 Total VHD, veh-h 2.75
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 68.66 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™Freeways Version 2025 Generated: 09/26/2025 13:06:24 R11. NB US 101 Aux Lane bw Los Carneros and Fairview Future PP PM.xuf HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2024
Jurisdiction Goleta Time Analyzed Baseline AM
Facility Name SB US 101 Units U.S. Customary
Project Description SB US 101 Aux Lane between Fairview and Los Carneros Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 5
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.72
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic SB US 101 upstream of N Fairview Ave
On-Ramp
1420 3
2 Merge Merge N Fairview Ave On-Ramp to SB US 101 1500 2 3 Basic Basic SB US 101 between N Fairview Ave
On-Ramp and N Los Carneros Rd Off-
Ramp
2170 2
4 Diverge Diverge N Los Carneros Rd Off-Ramp from SB
US 101
1500 2
5 Basic Basic SB US 101 downstream of N Los
Carneros Rd Off-Ramp
2500 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 2804 7050 0.40 65.0 14.4 B
Segment 2: Merge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3077 273 4700 2100 0.65 0.13 57.0 57.0 27.0 25.3 C Segment 3: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3080 4700 0.66 64.6 23.8 C
Segment 4: Diverge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3080 796 4700 2100 0.66 0.38 56.5 56.5 27.3 29.0 D Segment 5: Basic
AP PHF fHV Volume Served Capacity d/c Speed Density LOS (pc/h) (pc/h) Ratio (mi/h) (pc/mi/ln)
1 0.92 0.943 2276 4700 0.48 64.7 17.5 B
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 1051 1051 0.97 24.29 56.7 21.2 20.0 1.80 C
Facility Overall Results
Space Mean Speed, mi/h 56.7 Average Density, veh/mi/ln 20.0 Average Travel Time, min 1.80 Average Density, pc/mi/ln 21.2 Total VMT, veh-mi/AP 1051 Total VHD, veh-h 0.97
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 24.29 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™Freeways Version 2025 Generated: 09/26/2025 13:06:44 R11. SB US 101 Aux Lane bw Fairview and Los Carneros Baseline AM.xuf HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2024
Jurisdiction Goleta Time Analyzed Baseline PM
Facility Name SB US 101 Units U.S. Customary
Project Description SB US 101 Aux Lane between Fairview and Los Carneros Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 5
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.72
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic SB US 101 upstream of N Fairview Ave
On-Ramp
1420 3
2 Merge Merge N Fairview Ave On-Ramp to SB US 101 1500 2 3 Basic Basic SB US 101 between N Fairview Ave
On-Ramp and N Los Carneros Rd Off-
Ramp
2170 2
4 Diverge Diverge N Los Carneros Rd Off-Ramp from SB
US 101
1500 2
5 Basic Basic SB US 101 downstream of N Los
Carneros Rd Off-Ramp
2500 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3156 7050 0.45 65.0 16.2 B
Segment 2: Merge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3606 450 4700 2100 0.77 0.21 55.7 55.7 32.4 29.4 D Segment 3: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3610 4700 0.77 62.7 28.8 D
Segment 4: Diverge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3610 531 4700 2100 0.77 0.25 57.0 57.0 31.7 33.6 D Segment 5: Basic
AP PHF fHV Volume Served Capacity d/c Speed Density LOS HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2024
Jurisdiction Goleta Time Analyzed Future No Project AM
Facility Name SB US 101 Units U.S. Customary
Project Description SB US 101 Aux Lane between Fairview and Los Carneros Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 5
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.72
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic SB US 101 upstream of N Fairview Ave
On-Ramp
1420 3
2 Merge Merge N Fairview Ave On-Ramp to SB US 101 1500 2 3 Basic Basic SB US 101 between N Fairview Ave
On-Ramp and N Los Carneros Rd Off-
Ramp
2170 2
4 Diverge Diverge N Los Carneros Rd Off-Ramp from SB
US 101
1500 2
5 Basic Basic SB US 101 downstream of N Los
Carneros Rd Off-Ramp
2500 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3259 7050 0.46 65.0 16.7 B
Segment 2: Merge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3517 258 4700 2100 0.75 0.12 55.9 55.9 31.5 28.9 D Segment 3: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3519 4700 0.75 63.2 27.8 D
Segment 4: Diverge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3519 1069 4700 2100 0.75 0.51 55.9 55.9 31.5 32.8 D Segment 5: Basic
AP PHF fHV Volume Served Capacity d/c Speed Density LOS (pc/h) (pc/h) Ratio (mi/h) (pc/mi/ln)
1 0.92 0.943 2440 4700 0.52 64.6 18.8 C
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 1188 1188 1.35 33.82 56.0 24.2 22.8 1.80 C
Facility Overall Results
Space Mean Speed, mi/h 56.0 Average Density, veh/mi/ln 22.8 Average Travel Time, min 1.80 Average Density, pc/mi/ln 24.2 Total VMT, veh-mi/AP 1188 Total VHD, veh-h 1.35
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 33.82 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™ Freeways Version 2025 Generated: 09/26/2025 13:08:48 R11. SB US 101 Aux Lane bw Fairview and Los Carneros Future NP AM.xuf (pc/h) (pc/h) Ratio (mi/h) (pc/mi/ln)
1 0.92 0.943 3074 4700 0.65 64.7 23.8 C
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 1266 1266 1.37 34.13 56.2 25.8 24.3 1.80 C
Facility Overall Results
Space Mean Speed, mi/h 56.2 Average Density, veh/mi/ln 24.3 Average Travel Time, min 1.80 Average Density, pc/mi/ln 25.8 Total VMT, veh-mi/AP 1266 Total VHD, veh-h 1.37
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 34.13 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™ Freeways Version 2025 Generated: 09/26/2025 13:07:04 R11. SB US 101 Aux Lane bw Fairview and Los Carneros Baseline PM.xuf HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2024
Jurisdiction Goleta Time Analyzed Future No Project PM
Facility Name SB US 101 Units U.S. Customary
Project Description SB US 101 Aux Lane between Fairview and Los Carneros Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 5
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.72
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic SB US 101 upstream of N Fairview Ave
On-Ramp
1420 3
2 Merge Merge N Fairview Ave On-Ramp to SB US 101 1500 2 3 Basic Basic SB US 101 between N Fairview Ave
On-Ramp and N Los Carneros Rd Off-
Ramp
2170 2
4 Diverge Diverge N Los Carneros Rd Off-Ramp from SB
US 101
1500 2
5 Basic Basic SB US 101 downstream of N Los
Carneros Rd Off-Ramp
2500 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3209 7050 0.46 65.0 16.5 B
Segment 2: Merge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3759 550 4700 2100 0.80 0.26 55.1 55.1 34.1 30.7 D Segment 3: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3765 4700 0.80 61.7 30.5 D
Segment 4: Diverge
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
F R F R Freeway Ramp Freeway Ramp F R F R Infl. F R Infl. 1 0.92 0.92 0.943 0.952 3765 563 4700 2100 0.80 0.27 57.0 57.0 33.0 33.0 D Segment 5: Basic
AP PHF fHV Volume Served Capacity d/c Speed Density LOS (pc/h) (pc/h) Ratio (mi/h) (pc/mi/ln)
1 0.92 0.943 3196 4700 0.68 64.4 24.8 C
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 1315 1315 1.59 39.79 55.8 26.9 25.4 1.90 D
Facility Overall Results
Space Mean Speed, mi/h 55.8 Average Density, veh/mi/ln 25.4 Average Travel Time, min 1.90 Average Density, pc/mi/ln 26.9 Total VMT, veh-mi/AP 1315 Total VHD, veh-h 1.59
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 39.79 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™ Freeways Version 2025 Generated: 09/26/2025 13:07:50 R11. SB US 101 Aux Lane bw Fairview and Los Carneros Future NP PM.xuf HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2024
Jurisdiction Goleta Time Analyzed Future Plus Project AM Facility Name SB US 101 Units U.S. Customary
Project Description SB US 101 Aux Lane between Fairview and Los Carneros Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 3
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.53
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic SB US 101 upstream of N Fairview Ave
On-Ramp
920 3
2 Weaving Weaving N Fairview Ave On-Ramp to N Los
Carneros Rd Off-Ramp
5170 3
3 Basic Basic SB US 101 downstream of N Los
Carneros Rd Off-Ramp
2000 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3259 7050 0.46 65.0 16.7 B
Segment 2: Weaving
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3507 6349 0.55 51.1 22.9 C
Segment 3: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 2440 4700 0.52 65.0 18.8 C
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 1071 1071 3.15 78.67 50.3 21.4 19.0 1.80 C
Facility Overall Results
Space Mean Speed, mi/h 50.3 Average Density, veh/mi/ln 19.0 Average Travel Time, min 1.80 Average Density, pc/mi/ln 21.4 Total VMT, veh-mi/AP 1071 Total VHD, veh-h 3.15
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 78.67 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™Freeways Version 2025 Generated: 09/26/2025 13:09:11 R11. SB US 101 Aux Lane bw Fairview and Los Carneros Future PP AM.xuf HCS Freeway Facilities Report
Project Information
Analyst Christine Lazaro Date 9/17/2025
Agency DKS Associates Analysis Year 2024
Jurisdiction Goleta Time Analyzed Future Plus Project PM Facility Name SB US 101 Units U.S. Customary
Project Description SB US 101 Aux Lane between Fairview and Los Carneros Facility Global Input
Jam Density, pc/mi/ln 190.0 Density at Capacity, pc/mi/ln 45 Queue Discharge Capacity Drop, % 7 Total Segments 3
Total Analysis Periods 1 Analysis Period Duration, min 15 Facility Length, mi 1.53
Facility Segment Data
No. Coded Analyzed Name Length, ft Lanes
1 Basic Basic SB US 101 upstream of N Fairview Ave
On-Ramp
920 3
2 Weaving Weaving N Fairview Ave On-Ramp to N Los
Carneros Rd Off-Ramp
5170 3
3 Basic Basic SB US 101 downstream of N Los
Carneros Rd Off-Ramp
2000 2
Facility Segment Data
Segment 1: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3209 7050 0.46 65.0 16.5 B
Segment 2: Weaving
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3754 6139 0.61 51.7 24.2 C
Segment 3: Basic
AP PHF fHV Volume Served
(pc/h)
Capacity
(pc/h)
d/c
Ratio
Speed
(mi/h)
Density
(pc/mi/ln)
LOS
1 0.92 0.943 3196 4700 0.68 64.4 24.8 C
Facility Analysis Results
AP VMT
veh-mi/AP
VMT-Demand
veh-mi/AP
VHD
veh-h/AP
Total Delay Cost
$/AP
Speed
mi/h
Density
pc/mi/ln
Density
veh/mi/ln
TT
min
LOS
1 1183 1183 3.48 87.01 50.9 23.4 20.8 1.80 C
Facility Overall Results
Space Mean Speed, mi/h 50.9 Average Density, veh/mi/ln 20.8 Average Travel Time, min 1.80 Average Density, pc/mi/ln 23.4 Total VMT, veh-mi/AP 1183 Total VHD, veh-h 3.48
Vehicle Value of Time (VOT), $/h 25.00 Total Delay Cost, $ 87.01 Copyright © 2025 University of Florida. All Rights Reserved. HCS ™Freeways Version 2025 Generated: 09/26/2025 13:09:30 R11. SB US 101 Aux Lane bw Fairview and Los Carneros Future PP PM.xuf

GOLETA MODEL • CALIBRATION -VALIDATION MEMORANDUM • APRIL 202 6

ATTACHMENT A.5

TECHNICAL MEMORANDUM: PEAK HOUR SIGNAL

WARRANT AND ROUNDABOUT

SIGNAL WARRANT AND ROUNDABOUT ANALYSIS
DATE: March 20, 2026
TO: Nina Buelna | City of Goleta, Public Works Director FROM: Jim Damkowitch | DKS
Joel Rabinovitz | DKS
Christine Lazaro | DKS
SUBJECT: Goleta Development Impact Fee Update Project #24675-002

INTRODUCTION
The purpose of this memo is to summarize the feasibility of converting selected intersections in the City of Goleta to signalized and/or roundabout control, as part of updating the Development Impact Free (DIF) projects currently under development in the City . Each location was evaluated under Baseline (Year 2024) and Future ( 2050) traffic conditions to determine whether operational improvements are warranted for each horizon. A total of 24 intersections were assessed as part of the analysis and are listed in Table 1.

TABLE 1: LIST OF STUDY INTERSECTIONS

INTERSECTION
WARRANT/ANALYSIS PERFORMED?

SIGNAL WARRANT ROUNDABOUT ANALYSIS

1. Cathedral Oaks Road & La Patera X

2. Carlo Drive & Cathedral Oaks Road X X

3. Cathedral Oaks Road & San Marcos West X

4. Cathedral Oaks Road & SR 154 SB Ramps X

5. Cathedral Oaks Road & SR 154 NB Ramps X

6. Cathedral Oaks Road & Los Carneros X

7. Stow Canyon Road & N Fairview Avenue X

8. N Fairview Avenue & Shirrell Way X

9. S Fairview Avenue & Mandarin Drive X

10. Hollister Avenue & Orange Avenue X

11. Cathedral Oaks Road & US 101 SB Ramps X X

12. Hollister Avenue & Pebble Beach Road X

13. Hollister Avenue & Palo Alto Drive X X

14. Hollister Avenue & Cannon Green Drive X

GOLETA DIF UPDATE • TRAFFIC SIGNAL AND ROUNDABOUT WARRANT ANALYSIS • MARCH 2026 2

INTERSECTION
WARRANT/ANALYSIS PERFORMED?

SIGNAL WARRANT ROUNDABOUT ANALYSIS

15. Hollister Avenue & Santa Felicia Drive X X

16. Hollister Avenue & Cremona Drive X X

17. Storke Road & Santa Felicia Drive X X

18. Hollister Avenue & St Joseph Street X

19. Cathedral Oaks Road & Calle Real X

20. Hollister Avenue & Cathedral Oaks Road X X

21. Hollister Avenue & Cortona Drive X X

22. Hollister Avenue & Sperling Preserve/Ellwood
Driveway X X

23. Hollister Avenue & David Love Place X X

24. Calle Real & Carlo Drive X

25. Calle Real & La Patera X

Source: DKS Associates, 2026

METHODOLOGY

SIGNAL WARRANT ANALYSIS
Signal warrant analyses were performed for 23 study intersections under both Baseline and Future conditions. Warrant 3 (Peak Hour) was applied to identify a deficiency at a study intersection.

However, meeting Warrant 3 only identifies a potential deficiency and not necessarily that a signal is warranted. Therefore, the full set of nine warrants should be performed at those locations identified as showing a deficiency. The analysis was conducted in accordance with the California Manual on Uniform Traffic Control Devices (CA MUTCD).

WARRANT 3 PEAK HOUR
The Peak Hour signal warrant is intended for use at a location where traffic conditions are such that for a minimum of one hour of an average day, the minor -street traffic suffers undue delay when entering or crossing the major street.

The need for a traffic control signal should be considered if an engineering study finds that the criteria in either of the following two categories are met:
• If all three of the following conditions exist for the same 1 hour (any four consecutive 15 -minute periods) of an average day:
o The total stopped-time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equals or exceeds: 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach, and

GOLETA DIF UPDATE • TRAFFIC SIGNAL AND ROUNDABOUT WARRANT ANALYSIS • MARCH 2026 3

o The volume on the same minor-street approach (one direction only) equals or exceeds 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes, and
o The total entering volume serviced during the hour equals or exceeds 650 vehicles per hour for intersections with three approaches or 800 vehicles per hour for intersections with four or more approaches.
• The plotted point representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicles per hour on the more critical minor-street approach (one direction only) for 1 hour (any four consecutive 15-minute periods) of an average day falls above the applicable curve in Figure 4C-3 (of the CA MUTCD) for the existing combination of approach lanes.

ROUNDABOUT ANALYSIS
In addition to the signal warrants, eleven of the study intersections were analyzed to determine if a roundabout would meet the City of Goleta mobility target (LOS C). The levels of service (LOS) were determined based on the methodologies, definitions, and equations presented in the Highway Capacity Manual, 7th Edition (HCM 7), as implemented in the SIDRA software. It should be noted that average delay can sometimes mask operations of a roundabout since it is an average user experience that may underrepresent localized congestion or circulating flow constraints . Therefore, the volume-to-capacity (v/c) ratio is more indicative of operational limits of a roundabout approach.

The roundabout analysis was only conducted under Future (Year 2050) traffic conditions. All intersections were initially evaluated assuming a single -lane roundabout configuration with a peak hour factor (PHF) of 0.92 and a heavy vehicle percentage of 2 percent. Intersections operating at LOS D or worse with a single lane were subsequently evaluated as two -lane roundabouts, with two lanes along the major approaches.

OPERATIONAL ANALYSIS

SIGNAL WARRANT ANALYSIS
Warrant 3 (Peak Hour) evaluates traffic volumes on the major - and minor -street approaches to determine whether the minimum threshold values specified in Figures 4C-3 and 4C-4 of the California Manual on Uniform Traffic Control Devices (CA MUTCD) are satisf ied. Because the City of Goleta is not classified as a built -up isolated community with a population of less than 10,000, the criteria presented in Figure 4C-3 were applied.

This warrant was selected based on the availability of peak -hour traffic volumes. The PM peak hour was identified as the critical (worst -case) condition; therefore, most of the signal warrant analyses were conducted using PM peak hour traffic volumes. In instances where higher unsignalized intersection delay was observed during the AM peak hour, AM peak hour traffic volumes were used for the analysis.

As shown in Table 2, Warrant 3 is satisfied for six intersections under Baseline ( 2024) and an additional seven intersections (for a total of thirteen) under Future (2050) traffic conditions. Detailed

GOLETA DIF UPDATE • TRAFFIC SIGNAL AND ROUNDABOUT WARRANT ANALYSIS • MARCH 2026 4

signal warrant analysis documentation for the Baseline and Future conditions is provided in Attachment A and Attachment B.

TABLE 2: PEAK HOUR SIGNAL WARRANT RESULTS SUMMARY

INTERSECTION
MEETS WARRANT 3 A
BASELINE (2024) FUTURE (2050)

1. Cathedral Oaks Road & La Patera No No

2. Carlo Drive & Cathedral Oaks Road No No

3. Cathedral Oaks Road & San Marcos West No No

4. Cathedral Oaks Road & SR 154 SB Ramps Yes Yes

5. Cathedral Oaks Road & SR 154 NB Ramps Yes Yes

6. Cathedral Oaks Road & Los Carneros No Yes

7. Stow Canyon Road & N Fairview Avenue Yes Yes

8. N Fairview Avenue & Shirrell Way No No

9. S Fairview Avenue & Mandarin Drive Yes Yes

10. Hollister Avenue & Orange Avenue No Yes

11. Cathedral Oaks Road & US 101 SB Ramps No Yes

12. Hollister Avenue & Pebble Beach Road No No

13. Hollister Avenue & Palo Alto Drive No No

14. Hollister Avenue & Cannon Green Drive No Yes

15. Hollister Avenue & Santa Felicia Drive Yes Yes

16. Hollister Avenue & Cremona Drive No Yes

17. Storke Road & Santa Felicia Drive Yes Yes

18. Hollister Avenue & St Joseph Street No Yes

19. Cathedral Oaks Road & Calle Real No Yes

20. Hollister Avenue & Cathedral Oaks Road No Yes

21. Hollister Avenue & Cortona Drive Yes Yes

22. Hollister Avenue & Sperling Preserve/Ellwood Driveway No No

23. Hollister Avenue & David Love Place No Yes

24. Calle Real & La Patera No No
Note:

A. Cells highlighted in yellow meet the peak hour signal warrant (Warrant 3).

Source: DKS Associates, 2026

ROUNDABOUT ANALYSIS
The operational analysis results for the eleven study intersections evaluated as single-lane roundabouts are summarized in Table 3. As shown, most of the study intersections are projected to operate at LOS C or better during both the AM and PM peak hours, with average control delay of less than 20 seconds on all approaches.

GOLETA DIF UPDATE • TRAFFIC SIGNAL AND ROUNDABOUT WARRANT ANALYSIS • MARCH 2026 5

Two intersections (Hollister Avenue/Santa Felicia Drive and Hollister Avenue/Cortona Drive ) during the PM peak hour are projected to operate at an overall intersection LOS D or worse. Additionally, although the Hollister Avenue / Cortona Drive intersection is expected to operate at an overall LOS B during the AM peak hour, the eastbound approach is projected to have a volume-to-capacity (v/c) ratio exceeding 0.90. This indicates that, under a single-lane roundabout configuration, the west leg of Hollister Avenue operates near or at its maximum capacity. Mitigation to improve operations at these two intersections is provided below.

Even though most intersections along Hollister Avenue and Storke Road operate at LOC C or better as a single lane roundabout, Hollister Avenue and Storke Road are classified as at least a four -lane cross section for most study intersections. Since these locations are not anticipated to be reduced to a single approach lane at the roundabouts, it is assumed that intersections along Hollister Avenue and Storke Road that operate at acceptable LOS under a single-lane roundabout configuration would also operate at acceptable LOS under a two-lane roundabout configuration.

The delay, LOS, and queue results for SIDRA can be found in Attachment C.

TABLE 3: SIDRA ANALYSIS RESULTS ( SINGLE -LANE ROUNDABOUT)

INTERSECTION
DELAY [LOS]

AM PEAK HOUR PM PEAK HOUR

2. Carlo Drive & Cathedral Oaks Road 7.2 [A] 7.5 [A]

11. Cathedral Oaks Road & US 101 SB Ramps 7.5 [A] 9.1 [A]

13. Hollister Avenue & Palo Alto Drive 5.8 [A] 7.6 [A]

15. Hollister Avenue & Santa Felicia Drive 11.4 [B] 28.1 [D]

16. Hollister Avenue & Cremona Drive 7.5 [A] 13.3 [B]

17. Storke Road & Santa Felicia Drive 8.8 [A] 18.2 [C]

20. Hollister Avenue & Cathedral Oaks Road 5.6 [A] 8.2 [A]

21. Hollister Avenue & Cortona Drive 14.3 [B] 121.6 [F]

22. Hollister Avenue & Sperling Preserve/Ellwood Driveway 6.7 [A] 8.5 [A]

23. Hollister Avenue & David Love Place 14.8 [B] 15.2 [C]

24. Calle Real & Carlo Drive 6.3 [A] 8.4 [A]
Note:

A. Red indicates 95th percentile queue exceeds storage.

Source: DKS Associates, 2026

MITIGATION
The analysis results for the two study intersections (Hollister Avenue/Santa Felicia Drive and Hollister Avenue/Cortona Drive) as a two-lane roundabout are provided in Table 4. As shown, the Hollister Avenue/Santa Felicia Drive is projected to operate at LOS A during both AM and PM peak hours.

The Hollister Avenue/Cortona Drive intersection was initially analyzed as a two-lane roundabout, with two-lanes in each direction along Hollister Avenue. Based on preliminary results, the southbound approach had a LOS F with a v/c ratio of 1.136. This is mostly driven by the over 300 vehicles making

GOLETA DIF UPDATE • TRAFFIC SIGNAL AND ROUNDABOUT WARRANT ANALYSIS • MARCH 2026 6

southbound right turn. With the addition of a bypass lane for the southbound right turn movement to a two-lane roundabout, Hollister Avenue/Cortona Drive is projected to operate at LOS A during both AM and PM peak hours. It should be noted, however, that the Hollister Avenue/Cortona Drive intersection is only 300 feet east of the Hollister Avenue/Storke Road intersection, and is not recommended to be a roundabout due to the westbound queue at Storke Road likely extending back through the intersection.

TABLE 4: SIDRA ANALYSIS RESULTS (TWO -LANE ROUNDABOUT)

INTERSECTION
DELAY [LOS]

AM PEAK HOUR PM PEAK HOUR

15. Hollister Avenue & Santa Felicia Drive 5.9 [A] 8.0 [A]

21. Hollister Avenue & Cortona Drive A 6.5 [A] 9.9 [A]
Note:

A. Analyzed as a two-lane roundabout with a southbound right-turn bypass lane Source: DKS Associates, 2026

SUMMARY
This study evaluated the Peak Hour (Warrant 3) signal warrant for 23 intersections and the operational feasibility of implementing a roundabout at eleven intersections within the City of Goleta.

Based on Baseline (2024) and Future (2050) traffic volumes, thirteen intersections would satisfy the Peak Hour warrant.

Based on the Future (2050) SIDRA roundabout analysis, nine of the eleven intersections evaluated as a single-lane roundabout would meet the City of Goleta mobility target (LOS C). Two intersections, Hollister Avenue/Santa Felicia Drive and Hollister Avenue/Cortona Drive , which exceed the LOS C target, would operate acceptably as two -lane roundabouts (with the addition of a southbound right bypass lane at Hollister Avenue/Cortona Drive). It should be noted that Hollister Avenue and Storke Road are classified as at least a four-lane cross section for most study intersections. While an analysis was not performed for two-lane roundabouts along Hollister Avenue and Storke Road, it is assumed that if the intersection operates at acceptable LOS under a single -lane roundabout configuration it would also operate at acceptable LOS under a two -lane roundabout configuration. Additionally, the Hollister Avenue/Cortona Drive intersection is only 300 feet east of the Hollister Avenue/Storke Road intersection, and is not recommended to be a roundabout due to the westbound queue at Storke Road likely extending back through the intersection.

A summary of the signal warrant and roundabout analysis is provided in Table 5.

GOLETA DIF UPDATE • TRAFFIC SIGNAL AND ROUNDABOUT WARRANT ANALYSIS • MARCH 2026 7

TABLE 5: SIGNAL WARRANT AND ROUNDABOUT SUMMARY

INTERSECTION

SIGNAL WARRANT ROUNDABOUT ANALYSIS
PERFORMED?

MEETS WARRANT
PERFORMED? RECOMMENDED NO.

OF LANES BASELINE

SCENARIO
FUTURE

SCENARIO

1. Cathedral Oaks Road & La Patera Yes No No No

2. Carlo Drive & Cathedral Oaks Road Yes No No Yes Single-Lane

3. Cathedral Oaks Road & San Marcos West Yes No No No

4. Cathedral Oaks Road & SR 154 SB Ramps Yes Yes Yes No

5. Cathedral Oaks Road & SR 154 NB Ramps Yes Yes Yes No

6. Cathedral Oaks Road & Los Carneros Yes No Yes No

7. Stow Canyon Road & N Fairview Avenue Yes Yes Yes No

8. N Fairview Avenue & Shirrell Way Yes No No No

9. S Fairview Avenue & Mandarin Drive Yes Yes Yes No

10. Hollister Avenue & Orange Avenue Yes No Yes No

11. Cathedral Oaks Road & US 101 SB Ramps Yes No Yes Yes Single-Lane

12. Hollister Avenue & Pebble Beach Road Yes No No No

13. Hollister Avenue & Palo Alto Drive Yes No No Yes Single- or Two-Lane

14. Hollister Avenue & Cannon Green Drive Yes No Yes No

15. Hollister Avenue & Santa Felicia Drive Yes Yes Yes Yes Two-Lane

16. Hollister Avenue & Cremona Drive Yes No Yes Yes Single- or Two-Lane

17. Storke Road & Santa Felicia Drive Yes Yes Yes Yes Single- or Two-Lane

18. Hollister Avenue & St Joseph Street Yes No Yes No

19. Cathedral Oaks Road & Calle Real Yes No Yes No

20. Hollister Avenue & Cathedral Oaks Road Yes No Yes Yes Single-or Two-Lane

21. Hollister Avenue & Cortona Drive Yes Yes Yes Yes Two-Lane with SBR By-Pass Lane

22. Hollister Avenue & Sperling Preserve/Ellwood
Driveway
Yes No No Yes Single- or Two-Lane

23. Hollister Avenue & David Love Place Yes No Yes Yes Single- or Two-Lane

24. Calle Real & Carlo Drive No Yes Single-Lane

25. Calle Real & La Patera Yes No No No

GOLETA DIF UPDATE • TRAFFIC SIGNAL AND RO UNDABOUT WARRANT ANALYSIS • MARCH 2026 8

ATTACHMENTS

CONTENTS
ATTACHMENT A: SIGNAL WARRANT WORKSHEETS
ATTACHMENT B: SIGNAL WARRANT WORKSHEETS
ATTACHMENT C: SIDRA REPORTS

GOLETA DIF UPDATE • TRAFFIC SIGNAL AND RO UNDABOUT WARRANT ANALYSIS • MARCH 2026 9

ATTACHMENT A: SIGNAL WARRANT WORKSHEETS

BASELINE SCENARIO

MUTCD Warrant 3

Page 1 of 2 ends

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 164. Signal Warrants_Cathedral Oaks_La Pat era_Baseline MUTCD Warrant 3

Page 3 of 3 ends

0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
No
Yes
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 218 15
7:00 AM 413 27
7:15 AM 593 40
7:30 AM 705 43
7:45 AM 827 42
8:00 AM 949 61
8:15 AM 729 45
8:30 AM 549 40
8:45 AM 317 31
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 219 13
3:30 PM 441 24
3:45 PM 626 32
4:00 PM 830 38
4:15 PM 822 33
4:30 PM 765 26
4:45 PM 773 22
5:00 PM 714 19
5:15 PM 503 11
5:30 PM 338 7
5:45 PM 145 3
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 169. Signal Warrants_Carlo Dr_Catheral Oak s Rd_Baseline MUTCD Warrant 3

Page 3 of 3 ends

Page 1 of 2 ends

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 179. Signal Warrants_Cathedral Oaks_San Ma rcosW_Baseline MUTCD Warrant 3

Page 3 of 3 ends

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
Yes
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-4
2 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 393 184
7:00 AM 674 279 Met
7:15 AM 857 322 Met
7:30 AM 1088 369 Met
7:45 AM 1271 432 Met
8:00 AM 1322 416 Met
8:15 AM 1044 319 Met
8:30 AM 681 215 Met
8:45 AM 332 79
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 316 22
3:30 PM 610 40
3:45 PM 897 54
4:00 PM 1184 74
4:15 PM 1174 76
4:30 PM 1149 79
4:45 PM 1072 80
5:00 PM 997 74
5:15 PM 691 50
5:30 PM 422 29
5:45 PM 212 14
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
Yes
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 188. Signal Warrants_Cathedral Oaks_SB154 Ramps_Baseline MUTCD Warrant 3

Page 3 of 3 ends

0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach -VPH
Major Street -Total of Both Approaches -Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 2 or More Lanes
Yes
Yes
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-4
4 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 393 184
7:00 AM 674 279 Met
7:15 AM 857 322 Met
7:30 AM 1088 369 Met
7:45 AM 1271 432 Met
8:00 AM 1322 416 Met
8:15 AM 1044 319 Met
8:30 AM 681 215
8:45 AM 332 79
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 297 78
3:30 PM 586 136
3:45 PM 863 202 Met
4:00 PM 1135 265 Met
4:15 PM 1133 247 Met
4:30 PM 1108 257 Met
4:45 PM 1049 239 Met
5:00 PM 988 226 Met
5:15 PM 693 166
5:30 PM 429 98
5:45 PM 211 50
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
Yes
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 189. Signal Warrants_Cathedral Oaks_NB154 Ramps_Baseline MUTCD Warrant 3

Page 3 of 3 ends

0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach -VPH
Major Street -Total of Both Approaches -Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-4
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 188 24
7:00 AM 364 67
7:15 AM 476 86
7:30 AM 601 107
7:45 AM 680 122
8:00 AM 852 115
8:15 AM 705 90
8:30 AM 532 63
8:45 AM 348 36
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 236 28
3:30 PM 397 74
3:45 PM 588 108
4:00 PM 740 162
4:15 PM 687 174
4:30 PM 691 178
4:45 PM 649 177
5:00 PM 627 153
5:15 PM 444 113
5:30 PM 279 63
5:45 PM 130 30
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
Yes
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 195. Signal Warrants_Cathedral Oaks_Los Ca rneros_Baseline MUTCD Warrant 3

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0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach -VPH
Major Street -Total of Both Approaches -Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
Yes
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 235 38
7:00 AM 371 71
7:15 AM 501 93
7:30 AM 643 153
7:45 AM 763 208
8:00 AM 850 290
8:15 AM 660 259
8:30 AM 432 189
8:45 AM 223 115
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 0 0
3:30 PM 0 0
3:45 PM 0 0
4:00 PM 0 0
4:15 PM 0 0
4:30 PM 0 0
4:45 PM 0 0
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 203. Signal Warrants_Stow Canyon_Fairview_ Baseline MUTCD Warrant 3

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Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 240. Signal Warrants_Fairview_Shirrell Wy_ Baseline MUTCD Warrant 3

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Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 2 or More Lanes
Yes
Yes
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-3
2 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 508 46
3:30 PM 990 100
3:45 PM 1502 165
4:00 PM 2002 243 Met
4:15 PM 2012 262 Met
4:30 PM 2008 263 Met
4:45 PM 1950 258 Met
5:00 PM 1845 224 Met
5:15 PM 1327 159
5:30 PM 849 104
5:45 PM 395 44
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Page 3 of 3 ends

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
Yes
No
No
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 481 17
3:30 PM 982 39
3:45 PM 1440 56
4:00 PM 1903 67
4:15 PM 1911 70
4:30 PM 1847 63
4:45 PM 1879 61
5:00 PM 1786 62
5:15 PM 1297 42
5:30 PM 860 27
5:45 PM 370 12
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Page 3 of 3 ends

Page 1 of 2 ends

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 506. Signal Warrants_Cathedral Oaks_101SB Ramps_Baseline MUTCD Warrant 3

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Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
No
Yes
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 169 11
3:30 PM 343 16
3:45 PM 540 23
4:00 PM 787 34
4:15 PM 822 31
4:30 PM 885 32
4:45 PM 898 31
5:00 PM 836 29
5:15 PM 632 21
5:30 PM 395 15
5:45 PM 185 9
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 511. Signal Warrants_Holllister_Pebble Bea ch Rd_Baseline MUTCD Warrant 3

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Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
No
Yes
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 164 14
3:30 PM 334 28
3:45 PM 525 40
4:00 PM 751 50
4:15 PM 785 47
4:30 PM 842 49
4:45 PM 841 42
5:00 PM 796 33
5:15 PM 598 22
5:30 PM 371 8
5:45 PM 181 1
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 512. Signal Warrants_Hollister_Palo Alto D r_Baseline MUTCD Warrant 3

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Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 261 22
3:30 PM 533 35
3:45 PM 857 55
4:00 PM 1181 81
4:15 PM 1235 80
4:30 PM 1276 105
4:45 PM 1242 105
5:00 PM 1202 102
5:15 PM 887 81
5:30 PM 574 43
5:45 PM 284 23
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 515. Signal Warrants_Hollister_Cannon Gree n_Baseline MUTCD Warrant 3

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Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 2 or More Lanes
Yes
Yes
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-3
1 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 323 52
3:30 PM 636 109
3:45 PM 1021 166
4:00 PM 1398 208
4:15 PM 1475 206 Met
4:30 PM 1566 197 Met
4:45 PM 1538 189 Met
5:00 PM 1504 190 Met
5:15 PM 1104 140
5:30 PM 700 92
5:45 PM 343 43
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 518. Signal Warrants_Hollister_Santa Felic ia_Baseline MUTCD Warrant 3

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Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
No
No
Total Number of Unique Hours Met
On Figure 4C-4
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 351 4
3:30 PM 699 10
3:45 PM 997 16
4:00 PM 1302 20
4:15 PM 1258 30
4:30 PM 1244 34
4:45 PM 1287 33
5:00 PM 1249 31
5:15 PM 942 17
5:30 PM 608 7
5:45 PM 267 2
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
Yes
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 526. Signal Warrants_Cremona Dr_Hollister Ave_Baseline MUTCD Warrant 3

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0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach -VPH
Major Street -Total of Both Approaches -Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-3
2 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 349 45
3:30 PM 664 83
3:45 PM 1064 133
4:00 PM 1483 163 Met
4:15 PM 1539 156 Met
4:30 PM 1596 170 Met
4:45 PM 1567 167 Met
5:00 PM 1526 171 Met
5:15 PM 1121 133
5:30 PM 749 81
5:45 PM 378 34
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 553. Signal Warrants_Storke_Santa Felicia_ Baseline MUTCD Warrant 3

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Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
No
No
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 297 6
3:30 PM 631 12
3:45 PM 977 14
4:00 PM 1313 15
4:15 PM 1343 16
4:30 PM 1368 12
4:45 PM 1329 14
5:00 PM 1219 16
5:15 PM 892 9
5:30 PM 533 7
5:45 PM 226 3
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 620. Signal Warrants_Hollister_St Joseph_B aseline MUTCD Warrant 3

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Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 2 or More Lanes
Yes
No
Yes
No
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 61 293
7:00 AM 89 427
7:15 AM 119 499
7:30 AM 126 532
7:45 AM 130 500
8:00 AM 135 490
8:15 AM 98 355
8:30 AM 64 229
8:45 AM 33 133
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 0 0
3:30 PM 0 0
3:45 PM 0 0
4:00 PM 0 0
4:15 PM 0 0
4:30 PM 0 0
4:45 PM 0 0
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 624. Signal Warrants_Cathedral Oaks_Calle Real_Baseline MUTCD Warrant 3

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Major Street: 2 or More Lanes
Minor Street: 2 or More Lanes
Yes
No
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 125 88
3:30 PM 242 170
3:45 PM 387 253
4:00 PM 535 359
4:15 PM 552 361
4:30 PM 548 387
4:45 PM 547 377
5:00 PM 503 350
5:15 PM 361 260
5:30 PM 248 152
5:45 PM 104 79
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 636. Signal Warrants_Hollister_Cathedral O aks_Baseline MUTCD Warrant 3

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Major Street: 2 or More Lanes
Minor Street: 2 or More Lanes
Yes
Yes
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 370 42
3:30 PM 734 81
3:45 PM 1129 118
4:00 PM 1527 153
4:15 PM 1573 151
4:30 PM 1624 147
4:45 PM 1631 148
5:00 PM 1599 157
5:15 PM 1183 117
5:30 PM 768 82
5:45 PM 366 44
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

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Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
No
Yes
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 174 7
3:30 PM 336 15
3:45 PM 519 22
4:00 PM 764 25
4:15 PM 791 21
4:30 PM 865 23
4:45 PM 885 35
5:00 PM 802 54
5:15 PM 601 51
5:30 PM 365 41
5:45 PM 162 22
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 1141. Signal Warrants_Sperling Preserve_Ho llister Ave_Baseline MUTCD Warrant 3

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Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
Yes
No
Yes
Total Number of Unique Hours Met
On Figure 4C-4
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 361 16
3:30 PM 707 35
3:45 PM 1067 52
4:00 PM 1427 64
4:15 PM 1387 58
4:30 PM 1451 46
4:45 PM 1458 39
5:00 PM 1394 35
5:15 PM 1073 20
5:30 PM 663 11
5:45 PM 296 4
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
Yes
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 1159. Signal Warrants_Hollister_David Love Pl_Baseline MUTCD Warrant 3

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0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach -VPH
Major Street -Total of Both Approaches -Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour

GOLETA DIF UPDATE • TRAFFIC SIGNAL AND RO UNDABOUT WARRANT ANALYSIS • MARCH 2026 10

ATTACHMENT B: SIGNAL WARRANT WORKSHEETS

FUTURE SCENARIO

MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
No
Yes
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 870 45
7:00 AM 1160 60
7:15 AM 870 45
7:30 AM 580 30
7:45 AM 290 15
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 0 0
3:30 PM 0 0
3:45 PM 0 0
4:00 PM 0 0
4:15 PM 0 0
4:30 PM 0 0
4:45 PM 0 0
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 164. Signal Warrants_Cathedral Oaks_La Pat era_Future MUTCD Warrant 3

Page 3 of 3 ends

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Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 169. Signal Warrants_Carlo Dr_Catheral Oak s Rd_Future MUTCD Warrant 3

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Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
No
Yes
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 1017 48
7:00 AM 1356 64
7:15 AM 1017 48
7:30 AM 678 32
7:45 AM 339 16
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 0 0
3:30 PM 0 0
3:45 PM 0 0
4:00 PM 0 0
4:15 PM 0 0
4:30 PM 0 0
4:45 PM 0 0
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 179. Signal Warrants_Cathedral Oaks_San Ma rcosW_Future MUTCD Warrant 3

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Goleta City CouncilJuly 21, 2026

Goleta City Council
July 21, 2026