Lane Group EBR NBL NBT SBT
Lane Group Flow (vph) 854 307 907 2043
v/c Ratio 0.77 1.18 0.26 0.69
Control Delay 56.8 182.5 13.4 32.0
Queue Delay 0.0 0.0 0.0 13.5
Total Delay 56.8 182.5 13.4 45.5
Queue Length 50th (ft) 532 ~285 174 706
Queue Length 95th (ft) 629 #451 210 749
Internal Link Dist (ft) 154 662
Turn Bay Length (ft) 200
Base Capacity (vph) 1088 261 3517 2967
Starvation Cap Reductn 0 0 0 947
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.78 1.18 0.26 1.01
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis 2023 PayPal Wknd PM Egress 11: Coleman Ave Newhall Dr/Fire Sta. 03/27/2023
PM Egress Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 786 0 0 0 282 870 1 0 1768 116 Future Volume (vph) 0 0 786 0 0 0 282 870 1 0 1768 116
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 5.7 5.7 5.7
Lane Util. Factor 0.88 0.97 0.91 0.91
Frt 0.85 1.00 1.00 0.99
Flt Protected 1.00 0.95 1.00 1.00
Satd. Flow (prot) 2842 3467 5135 5090
Flt Permitted 1.00 0.95 1.00 1.00
Satd. Flow (perm) 2842 3467 5135 5090
Peak-hour factor, PHF 0.96 0.96 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 0.92 0.96 Adj. Flow (vph) 0 0 854 0 0 0 307 906 1 0 1922 121
RTOR Reduction (vph) 0 0 73 000000030
Lane Group Flow (vph) 0 0 781 0 0 0 307 907 0 0 2040 0
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 1% 1% 1%
Turn Type custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 76.3 15.8 143.8 122.3
Effective Green, g (s) 71.3 15.8 143.8 122.3
Actuated g/C Ratio 0.34 0.08 0.68 0.58
Clearance Time (s) 5.7 5.7 5.7
Vehicle Extension (s) 3.0 5.0 5.0
Lane Grp Cap (vph) 964 260 3516 2964
v/s Ratio Prot c0.27 c0.09 0.18 c0.40
v/s Ratio Perm
v/c Ratio 0.81 1.18 0.26 0.69
Uniform Delay, d1 63.2 97.1 12.7 30.6
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.2 113.7 0.2 1.3
Delay (s) 68.4 210.8 12.9 31.9
Level of Service E F B C
Approach Delay (s) 68.4 0.0 62.9 31.9
Approach LOS E A E C
Intersection Summary
HCM 2000 Control Delay 48.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 210.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
4ueues 2023 PayPal Wknd PM Ingress
11: Coleman Ave Newhall Dr/Fire Sta. 03/27/2023
PM Ingress Synchro 11 Report
Lane Group EBT EBR NBL NBT SBT
Lane Group Flow (vph) 306 452 567 1618 964
v/c Ratio 1.25 0.25 0.95 0.60 0.60
Control Delay 195.5 6.9 95.0 29.1 49.6
Queue Delay 0.0 0.0 0.0 1.5 0.0
Total Delay 195.5 6.9 95.0 30.6 49.6
Queue Length 50th (ft) ~423 53 326 449 327
Queue Length 95th (ft) #626 84 #443 495 377
Internal Link Dist (ft) 573 154 662
Turn Bay Length (ft) 200
Base Capacity (vph) 245 1836 597 2697 1620
Starvation Cap Reductn 0 0 0 827 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 1.25 0.25 0.95 0.87 0.60
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis 2023 PayPal Wknd PM Ingress 11: Coleman Ave Newhall Dr/Fire Sta. 03/27/2023
PM Ingress Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 294 0 434 0 0 0 544 1552 1 0 809 116 Future Volume (vph) 294 0 434 0 0 0 544 1552 1 0 809 116 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.88 0.97 0.91 0.91
Frt 1.00 0.85 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1805 2842 3467 5135 5039
Flt Permitted 0.76 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1439 2842 3467 5135 5039
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 306 0 452 0 0 0 567 1617 1 0 843 121
RTOR Reduction (vph) 0 0 100 0 0 0 0 0 0 0 11 0
Lane Group Flow (vph) 0 306 352 0 0 0 567 1618 0 0 953 0 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 1% 1% 1%
Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 29.0 104.3 29.3 89.3 54.3
Effective Green, g (s) 29.0 99.3 29.3 89.3 54.3
Actuated g/C Ratio 0.17 0.58 0.17 0.53 0.32
Clearance Time (s) 4.0 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 5.0 5.0
Lane Grp Cap (vph) 245 1660 597 2697 1609
v/s Ratio Prot c0.12 c0.16 c0.32 0.19
v/s Ratio Perm c0.21
v/c Ratio 1.25 0.21 0.95 0.60 0.59
Uniform Delay, d1 70.5 16.8 69.6 28.0 48.6
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 141.3 0.1 24.6 1.0 1.6
Delay (s) 211.8 16.8 94.3 29.0 50.2
Level of Service F B F C D
Approach Delay (s) 95.5 0.0 45.9 50.2
Approach LOS F A D D
Intersection Summary
HCM 2000 Control Delay 56.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 170.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
4ueues 2023 PayPal Wkdy PM Egress
11: Coleman Ave Newhall Dr/Fire Sta. 03/27/2023
PM Egress Synchro 11 Report
KIE Page 1
Lane Group EBR WBL NBL NBT SBT
Lane Group Flow (vph) 854 2 306 728 2077
v/c Ratio 0.80 0.06 1.25 0.21 0.70
Control Delay 60.4 103.5 209.8 13.1 32.4
Queue Delay 0.0 0.0 0.0 0.0 16.8
Total Delay 60.4 103.5 209.8 13.1 49.3
Queue Length 50th (ft) 540 3 ~304 137 726
Queue Length 95th (ft) 689 15 #453 166 769
Internal Link Dist (ft) 154 662
Turn Bay Length (ft) 200
Base Capacity (vph) 1061 34 244 3461 2959
Starvation Cap Reductn 0 0 0 0 928
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.80 0.06 1.25 0.21 1.02
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis 2023 PayPal Wkdy PM Egress 11: Coleman Ave Newhall Dr/Fire Sta. 03/27/2023
PM Egress Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 770 2 0 0 276 670 1 0 1733 144 Future Volume (vph) 0 0 770 2 0 0 276 670 1 0 1733 144
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 4.0 5.7 5.7 5.7
Lane Util. Factor 0.88 1.00 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.85 1.00 1.00 1.00 0.99
Flt Protected 1.00 0.95 0.95 1.00 1.00
Satd. Flow (prot) 2814 1203 3433 5084 5072
Flt Permitted 1.00 0.95 0.95 1.00 1.00
Satd. Flow (perm) 2814 1203 3433 5084 5072
Peak-hour factor, PHF 0.92 0.94 0.92 0.94 0.94 0.94 0.92 0.94 0.94 0.94 0.92 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 854 2 0 0 306 727 1 0 1921 156
RTOR Reduction (vph) 0 0 68 000000050
Lane Group Flow (vph) 0 0 786 2 0 0 306 728 0 0 2072 0
Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 1% 50% 50% 50% 2% 2% 2% 1% 1% 1% Turn Type custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 74.3 1.2 14.9 139.7 119.1
Effective Green, g (s) 69.3 1.2 14.9 139.7 119.1
Actuated g/C Ratio 0.33 0.01 0.07 0.67 0.57
Clearance Time (s) 4.0 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 5.0 5.0
Lane Grp Cap (vph) 928 6 243 3382 2876
v/s Ratio Prot c0.28 c0.09 0.14 c0.41
v/s Ratio Perm c0.00
v/c Ratio 0.85 0.33 1.26 0.22 0.72
Uniform Delay, d1 65.4 104.0 97.5 13.7 33.3
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 7.2 30.0 145.5 0.1 1.6
Delay (s) 72.6 134.0 243.1 13.9 34.9
Level of Service E F F B C
Approach Delay (s) 72.6 134.0 81.7 34.9
Approach LOS E F F C
Intersection Summary
HCM 2000 Control Delay 55.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 210.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
4ueues 2023 PayPal Wkdy PM Ingress
11: Coleman Ave Newhall Dr/Fire Sta. 03/27/2023
PM Ingress Synchro 11 Report
KIE Page 1
Lane Group EBT EBR WBL NBL NBT SBL SBT
Lane Group Flow (vph) 336 500 2 898 728 3 1091
v/c Ratio 1.22 0.27 0.04 2.01 0.32 0.05 0.73
Control Delay 177.1 7.2 71.0 495.0 27.5 72.0 49.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 177.1 7.2 71.0 495.0 27.5 72.0 49.6
Queue Length 50th (ft) ~402 56 2 ~705 161 3 344
Queue Length 95th (ft) #605 105 12 #838 220 15 400
Internal Link Dist (ft) 573 154 662
Turn Bay Length (ft) 200 175
Base Capacity (vph) 275 1823 50 446 2281 59 1494
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 1.22 0.27 0.04 2.01 0.32 0.05 0.73
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis 2023 PayPal Wkdy PM Ingress 11: Coleman Ave Newhall Dr/Fire Sta. 03/27/2023
PM Ingress Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 303 0 451 2 0 0 810 670 1 3 821 163 Future Volume (vph) 303 0 451 2 0 0 810 670 1 3 821 163 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 2814 1203 3467 5084 1787 4996
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1424 2814 1267 3467 5084 1787 4996
Peak-hour factor, PHF 0.92 0.94 0.92 0.94 0.94 0.94 0.92 0.94 0.94 0.94 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 336 0 500 2 0 0 898 727 1 3 910 181
RTOR Reduction (vph) 0 0 100 0 0 0 0 0 0 0 20 0
Lane Group Flow (vph) 0 336 400 2 0 0 898 728 0 3 1071 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 1% 50% 50% 50% 1% 2% 2% 1% 1% 1% Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 32.2 92.3 1.2 19.3 60.1 1.0 41.1
Effective Green, g (s) 32.2 87.3 1.2 19.3 60.1 1.0 41.1 Actuated g/C Ratio 0.21 0.58 0.01 0.13 0.40 0.01 0.27
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 305 1637 10 446 2036 11 1368
v/s Ratio Prot c0.14 c0.26 0.14 0.00 c0.21
v/s Ratio Perm c0.24 c0.00
v/c Ratio 1.10 0.24 0.20 2.01 0.36 0.27 0.78
Uniform Delay, d1 58.9 15.3 73.9 65.3 31.4 74.1 50.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 81.6 0.1 9.6 463.9 0.5 13.0 4.5
Delay (s) 140.5 15.4 83.6 529.3 31.9 87.1 54.9
Level of Service F B F F C F D
Approach Delay (s) 65.7 83.6 306.6 54.9
Approach LOS E F F D
Intersection Summary
HCM 2000 Control Delay 172.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.89
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 86.9% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
4ueues 2023 PayPal+NHTrks Wkdy PM Egress
11: Coleman Ave Newhall Dr/Fire Sta. 03/27/2023
PM Egress Synchro 11 Report
KIE Page 1
Lane Group EBR WBL NBL NBT SBT
Lane Group Flow (vph) 865 2 317 732 2082
v/c Ratio 0.82 0.06 1.43 0.21 0.70
Control Delay 61.7 103.5 277.3 13.6 32.5
Queue Delay 0.0 0.0 0.0 0.0 17.5
Total Delay 61.7 103.5 277.3 13.6 50.0
Queue Length 50th (ft) 554 3 ~350 143 730
Queue Length 95th (ft) #730 15 #470 167 773
Internal Link Dist (ft) 154 662
Turn Bay Length (ft) 200
Base Capacity (vph) 1048 34 221 3430 2959
Starvation Cap Reductn 0 0 0 0 927
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.83 0.06 1.43 0.21 1.02
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis 2023 PayPal+NHTrks Wkdy PM Egress 11: Coleman Ave Newhall Dr/Fire Sta. 03/27/2023
PM Egress Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 780 2 0 0 286 674 1 0 1737 144 Future Volume (vph) 0 0 780 2 0 0 286 674 1 0 1737 144
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 4.0 5.7 5.7 5.7
Lane Util. Factor 0.88 1.00 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.85 1.00 1.00 1.00 0.99
Flt Protected 1.00 0.95 0.95 1.00 1.00
Satd. Flow (prot) 2787 1203 3400 5084 5072
Flt Permitted 1.00 0.95 0.95 1.00 1.00
Satd. Flow (perm) 2787 1203 3400 5084 5072
Peak-hour factor, PHF 0.92 0.94 0.92 0.94 0.94 0.94 0.92 0.94 0.94 0.94 0.92 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 865 2 0 0 317 731 1 0 1926 156
RTOR Reduction (vph) 0 0 68 000000050
Lane Group Flow (vph) 0 0 797 2 0 0 317 732 0 0 2077 0
Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 2% 1% 2% 50% 50% 50% 3% 2% 2% 1% 1% 1% Turn Type custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 74.3 1.2 13.7 138.5 119.1
Effective Green, g (s) 69.3 1.2 13.7 138.5 119.1
Actuated g/C Ratio 0.33 0.01 0.07 0.66 0.57
Clearance Time (s) 4.0 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 5.0 5.0
Lane Grp Cap (vph) 919 6 221 3353 2876
v/s Ratio Prot c0.29 c0.09 0.14 c0.41
v/s Ratio Perm c0.00
v/c Ratio 0.87 0.33 1.43 0.22 0.72
Uniform Delay, d1 66.0 104.0 98.2 14.2 33.3
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 8.7 30.0 219.4 0.1 1.6
Delay (s) 74.7 134.0 317.6 14.4 34.9
Level of Service E F F B C
Approach Delay (s) 74.7 134.0 106.0 34.9
Approach LOS E F F C
Intersection Summary
HCM 2000 Control Delay 62.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 210.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
4ueues 2023 PayPal+NHTrks Wkdy PM Ingress
11: Coleman Ave Newhall Dr/Fire Sta. 03/27/2023
PM Ingress Synchro 11 Report
KIE Page 1
Lane Group EBT EBR WBL NBL NBT SBL SBT
Lane Group Flow (vph) 336 511 2 909 732 3 1096
v/c Ratio 1.24 0.28 0.04 2.06 0.32 0.05 0.74
Control Delay 182.0 7.4 71.0 515.7 27.6 72.0 50.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 182.0 7.4 71.0 515.7 27.6 72.0 50.0
Queue Length 50th (ft) ~405 59 2 ~719 162 3 347
Queue Length 95th (ft) #608 109 12 #853 221 15 404
Internal Link Dist (ft) 573 154 662
Turn Bay Length (ft) 200 175
Base Capacity (vph) 272 1806 50 441 2281 59 1480
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 1.24 0.28 0.04 2.06 0.32 0.05 0.74
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis 2023 PayPal+NHTrks Wkdy PM Ingress 11: Coleman Ave Newhall Dr/Fire Sta. 03/27/2023
PM Ingress Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 303 0 461 2 0 0 820 674 1 3 825 163 Future Volume (vph) 303 0 461 2 0 0 820 674 1 3 825 163 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 2787 1203 3433 5084 1787 4947
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1410 2787 1267 3433 5084 1787 4947
Peak-hour factor, PHF 0.92 0.94 0.92 0.94 0.94 0.94 0.92 0.94 0.94 0.94 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 336 0 511 2 0 0 909 731 1 3 915 181
RTOR Reduction (vph) 0 0 100 0 0 0 0 0 0 0 20 0
Lane Group Flow (vph) 0 336 411 2 0 0 909 732 0 3 1076 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 2% 1% 2% 50% 50% 50% 2% 2% 2% 1% 2% 2% Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 32.2 92.3 1.2 19.3 60.1 1.0 41.1
Effective Green, g (s) 32.2 87.3 1.2 19.3 60.1 1.0 41.1 Actuated g/C Ratio 0.21 0.58 0.01 0.13 0.40 0.01 0.27
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 302 1622 10 441 2036 11 1355
v/s Ratio Prot c0.15 c0.26 0.14 0.00 c0.22
v/s Ratio Perm c0.24 c0.00
v/c Ratio 1.11 0.25 0.20 2.06 0.36 0.27 0.79
Uniform Delay, d1 58.9 15.4 73.9 65.3 31.5 74.1 50.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 85.5 0.1 9.6 485.4 0.5 13.0 4.9
Delay (s) 144.4 15.5 83.6 550.7 32.0 87.1 55.4
Level of Service F B F F C F E
Approach Delay (s) 66.6 83.6 319.3 55.5
Approach LOS E F F E
Intersection Summary
HCM 2000 Control Delay 178.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.90
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 87.2% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
4ueues 2023 PayPal+NHTrks Wknd PM Egress
11: Coleman Ave Newhall Dr/Fire Sta. 03/27/2023
PM Egress Synchro 11 Report
Lane Group EBR NBL NBT SBT
Lane Group Flow (vph) 865 317 911 2047
v/c Ratio 0.79 1.36 0.26 0.69
Control Delay 58.1 248.8 13.8 32.0
Queue Delay 0.0 0.0 0.0 13.9
Total Delay 58.1 248.8 13.8 45.9
Queue Length 50th (ft) 546 ~332 182 708
Queue Length 95th (ft) 646 #471 212 752
Internal Link Dist (ft) 154 662
Turn Bay Length (ft) 200
Base Capacity (vph) 1091 233 3451 2967
Starvation Cap Reductn 0 0 0 946
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.79 1.36 0.26 1.01
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis 2023 PayPal+NHTrks Wknd PM Egress 11: Coleman Ave Newhall Dr/Fire Sta. 03/27/2023
PM Egress Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 796 0 0 0 292 874 1 0 1772 116 Future Volume (vph) 0 0 796 0 0 0 292 874 1 0 1772 116
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.7 5.7 5.7 5.7
Lane Util. Factor 0.88 0.97 0.91 0.91
Frt 0.85 1.00 1.00 0.99
Flt Protected 1.00 0.95 1.00 1.00
Satd. Flow (prot) 2814 3367 5085 5090
Flt Permitted 1.00 0.95 1.00 1.00
Satd. Flow (perm) 2814 3367 5085 5090
Peak-hour factor, PHF 0.96 0.96 0.92 0.96 0.96 0.96 0.92 0.96 0.96 0.96 0.92 0.96 Adj. Flow (vph) 0 0 865 0 0 0 317 910 1 0 1926 121
RTOR Reduction (vph) 0 0 72 000000030
Lane Group Flow (vph) 0 0 793 0 0 0 317 911 0 0 2044 0
Heavy Vehicles (%) 0% 0% 1% 0% 0% 0% 4% 2% 1% 1% 1% 1%
Turn Type custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 76.3 14.5 142.5 122.3
Effective Green, g (s) 71.3 14.5 142.5 122.3
Actuated g/C Ratio 0.34 0.07 0.68 0.58
Clearance Time (s) 5.7 5.7 5.7
Vehicle Extension (s) 3.0 5.0 5.0
Lane Grp Cap (vph) 955 232 3450 2964
v/s Ratio Prot c0.28 c0.09 0.18 c0.40
v/s Ratio Perm
v/c Ratio 0.83 1.37 0.26 0.69
Uniform Delay, d1 63.8 97.8 13.2 30.6
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 6.2 190.0 0.2 1.3
Delay (s) 70.0 287.7 13.4 31.9
Level of Service E F B C
Approach Delay (s) 70.0 0.0 84.2 31.9
Approach LOS E A F C
Intersection Summary
HCM 2000 Control Delay 55.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 210.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 74.2% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
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4ueues PayPal+NHTrks Wknd PM Ingress
11: Coleman Ave Newhall Dr/Fire Sta. 03/27/2023
PM Ingress Synchro 11 Report
Lane Group EBT EBR NBL NBT SBT
Lane Group Flow (vph) 306 463 577 1622 968
v/c Ratio 1.25 0.26 0.98 0.60 0.60
Control Delay 195.5 7.2 100.4 29.2 49.8
Queue Delay 0.0 0.0 0.0 1.5 0.0
Total Delay 195.5 7.2 100.4 30.7 49.8
Queue Length 50th (ft) ~423 57 334 450 329
Queue Length 95th (ft) #626 88 #460 497 380
Internal Link Dist (ft) 573 154 662
Turn Bay Length (ft) 200
Base Capacity (vph) 245 1802 591 2697 1606
Starvation Cap Reductn 0 0 0 826 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 1.25 0.26 0.98 0.87 0.60
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis PayPal+NHTrks Wknd PM Ingress 11: Coleman Ave Newhall Dr/Fire Sta. 03/27/2023
PM Ingress Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 294 0 444 0 0 0 554 1556 1 0 813 116 Future Volume (vph) 294 0 444 0 0 0 554 1556 1 0 813 116 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.88 0.97 0.91 0.91
Frt 1.00 0.85 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1805 2787 3433 5135 4996
Flt Permitted 0.76 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1439 2787 3433 5135 4996
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 306 0 462 0 0 0 577 1621 1 0 847 121
RTOR Reduction (vph) 0 0 99 0 0 0 0 0 0 0 11 0
Lane Group Flow (vph) 0 306 364 0 0 0 577 1622 0 0 957 0 Heavy Vehicles (%) 0% 0% 2% 0% 0% 0% 2% 1% 1% 1% 2% 1%
Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 29.0 104.3 29.3 89.3 54.3
Effective Green, g (s) 29.0 99.3 29.3 89.3 54.3
Actuated g/C Ratio 0.17 0.58 0.17 0.53 0.32
Clearance Time (s) 4.0 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 5.0 5.0
Lane Grp Cap (vph) 245 1627 591 2697 1595
v/s Ratio Prot c0.13 c0.17 c0.32 0.19
v/s Ratio Perm c0.21
v/c Ratio 1.25 0.22 0.98 0.60 0.60
Uniform Delay, d1 70.5 16.9 70.0 28.0 48.7
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 141.3 0.1 30.8 1.0 1.7
Delay (s) 211.8 17.0 100.8 29.0 50.4
Level of Service F B F C D
Approach Delay (s) 94.5 0.0 47.8 50.4
Approach LOS F A D D
Intersection Summary
HCM 2000 Control Delay 57.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 170.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
PM Peak Hour 5:00 PM 6:00 PM
Peak 15-Minutes 5:20 PM 5:35 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000101
Lights (Classes II & III) 0 60 0 347 0 0 1841 143 0 1 0 0 5325 652 03,374 Mediums (Classes IV, V & VI) 0 1 0 3 3 010 1 0 1 0 0 0 014 134 Articulated (Classes VII - XIII) 00000000000000404
Total 0 61 0 350 3 0 1851 144 0 2 0 0 5325 671 13,413
Total Motorized Vehicles 0 61 0 350 3 0 1851 144 0 2 0 0 5325 670 13,412 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 1.1%
Peak Hour Factor (PHF) 0.94
Pedestrians on Crosswalk 2
0.86 0.87 0.25 0.87
2 000
1.0% 0.7% 50.0% 1.9%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Peek Hour AUVenleles" 141 1 UI , fll
__ _J _. _ -'-L : ...._ J ,jJ I ,..L ,.,\... 1 _:1::, DII' I ..J ■ ... ( - '8 u ta _ ,,111 _ • r m - ta 11• M,I ,,, "\, ,.c-• 'l'J'UI
7 -•·1 F'· - I I I tll'QI • ... f t! I'll!
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San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
PM Peak Hour 5:30 PM 6:30 PM
Peak 15-Minutes 6:15 PM 6:30 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 03/04/2023
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 294 0 434 1 0 800 116 0 0 0 0 2540 1538 13,726 Mediums (Classes IV, V & VI) 0 0 0 0 0 0 9 0 0 0 0 0 0 213 024 Articulated (Classes VII - XIII) 00000000000000101
Total 0 294 0434 1 0809 116 0 0 0 0 2542 1552 1 3,751
Total Motorized Vehicles 0294 0434 1 0809 116 0 0 0 0 2542 1552 13,751 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 0.7%
Peak Hour Factor (PHF) 0.96
Pedestrians on Crosswalk 726
0.83 0.83 0.33 0.94
605 74 47 0
0.0% 1.0% 0.0% 0.8%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Peak Hour
Bii:::)'Ck!S on Rood Pedestrians
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> I I-~' ·. I' :
I • I 7 -~··,-I
D-4 SYNCHRO MODEL RESULTS
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim AM 3: Coleman Ave Champions Wy 05/26/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 5 5 2 1325 444 6
Future Volume (veh/h) 5 5 2 1325 444 6
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1856 1811 1811
Adj Flow Rate, veh/h 6 6 2 1553 521 7
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87
Percent Heavy Veh, % 0 0 3 3 6 6
Cap, veh/h 34 36 7 4598 3001 40
Arrive On Green 0.02 0.02 0.01 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5233 3567 47
Grp Volume(v), veh/h 6 6 2 1553 258 270
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1689 1721 1803
Q Serve(g_s), s 0.5 0.5 0.2 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.5 0.5 0.2 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 34 36 7 4598 1485 1556
V/C Ratio(X) 0.18 0.17 0.30 0.34 0.17 0.17
Avail Cap(c_a), veh/h 134 126 117 4598 1485 1556
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.98 0.98
Uniform Delay (d), s/veh 67.6 67.2 69.3 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.5 3.0 32.9 0.2 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.2 0.1 0.1 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.2 70.2 102.2 0.2 0.2 0.2
LnGrp LOS E E F A A A
Approach Vol, veh/h 12 1555 528
Approach Delay, s/veh 70.7 0.3 0.2
Approach LOS E A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.2 126.6 132.8 7.2
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 9.3 104.3 119.3 10.4
Max Q Clear Time (g_c+I1), s 2.2 2.0 2.0 2.5
Green Ext Time (p_c), s 0.0 12.3 74.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 0.7
HCM 6th LOS A
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim AM 13: Coleman Ave Airport Blvd 05/26/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 56 118 1567 345 53 346
Future Volume (veh/h) 56 118 1567 345 53 346
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1870 1870 1826 1826
Adj Flow Rate, veh/h 64 135 1796 0 61 397
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 4 4 2 2 5 5
Cap, veh/h 356 214 4716 109 4036
Arrive On Green 0.10 0.10 0.49 0.00 0.06 1.00
Sat Flow, veh/h 3401 1560 6696 1585 3374 5149
Grp Volume(v), veh/h 64 135 1796 0 61 397
Grp Sat Flow(s),veh/h/ln 1700 1560 1609 1585 1687 1662
Q Serve(g_s), s 2.4 11.4 24.5 0.0 2.5 0.0
Cycle Q Clear(g_c), s 2.4 11.4 24.5 0.0 2.5 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 356 214 4716 109 4036
V/C Ratio(X) 0.18 0.63 0.38 0.56 0.10
Avail Cap(c_a), veh/h 1062 537 4716 212 4036
HCM Platoon Ratio 1.00 1.00 0.67 0.67 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.84 0.00 1.00 1.00
Uniform Delay (d), s/veh 57.2 57.1 15.7 0.0 64.5 0.0
Incr Delay (d2), s/veh 0.3 4.3 0.2 0.0 4.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 10.0 9.8 0.0 1.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.5 61.4 15.9 0.0 68.9 0.0
LnGrp LOS E E B E A
Approach Vol, veh/h 199 1796 458
Approach Delay, s/veh 60.2 15.9 9.2
Approach LOS E B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 119.1 20.9 10.7 108.3
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 84.3 43.7 8.8 69.3
Max Q Clear Time (g_c+I1), s 2.0 13.4 4.5 26.5
Green Ext Time (p_c), s 11.1 1.2 0.0 38.5
Intersection Summary
HCM 6th Ctrl Delay 18.3
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim AM 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 254 267 1606 0 0 410
Future Volume (veh/h) 254 267 1606 0 0 410
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1796 1796 1870 0 0 1856
Adj Flow Rate, veh/h 270 284 1706 0 0 436
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 7 7 2 0 0 3
Cap, veh/h 713 327 3616 0 0 3587
Arrive On Green 0.21 0.21 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3319 1522 5443 0 0 5400
Grp Volume(v), veh/h 270 284 1706 0 0 436
Grp Sat Flow(s),veh/h/ln 1659 1522 1702 0 0 1689
Q Serve(g_s), s 9.7 25.2 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 9.7 25.2 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 713 327 3616 0 0 3587
V/C Ratio(X) 0.38 0.87 0.47 0.00 0.00 0.12
Avail Cap(c_a), veh/h 946 434 3616 0 0 3587
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00
Uniform Delay (d), s/veh 47.0 53.1 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.5 15.2 0.4 0.0 0.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.1 11.0 0.1 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.5 68.2 0.4 0.0 0.0 0.1
LnGrp LOS D E A A A A
Approach Vol, veh/h 554 1706 436
Approach Delay, s/veh 58.1 0.4 0.1
Approach LOS E A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 104.8 35.2 104.8
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 89.3 39.9 89.3
Max Q Clear Time (g_c+I1), s 2.0 27.2 2.0
Green Ext Time (p_c), s 10.3 2.8 68.1
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim AM 17: Coleman Ave Hedding St 05/26/2023
AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 237 181 99 58 246 290 81 933 47 136 328 138 Future Volume (veh/h) 237 181 99 58 246 290 81 933 47 136 328 138 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 260 199 109 64 270 0 89 1023 52 149 360 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 317 365 191 81 414 188 1954 99 194 2673
Arrive On Green 0.09 0.17 0.17 0.05 0.12 0.00 0.11 0.58 0.58 0.11 1.00 0.00 Sat Flow, veh/h 3401 2209 1155 1753 3589 0 1753 3386 172 3401 5191 0 Grp Volume(v), veh/h 260 156 152 64 270 0 89 528 547 149 360 0 Grp Sat Flow(s),veh/h/ln 1700 1749 1615 1753 1749 0 1753 1749 1810 1700 1675 0 Q Serve(g_s), s 10.5 11.4 12.2 5.1 10.3 0.0 6.7 25.6 25.6 6.0 0.0 0.0 Cycle Q Clear(g_c), s 10.5 11.4 12.2 5.1 10.3 0.0 6.7 25.6 25.6 6.0 0.0 0.0 Prop In Lane 1.00 0.72 1.00 0.00 1.00 0.10 1.00 0.00
Lane Grp Cap(c), veh/h 317 289 267 81 414 188 1009 1044 194 2673 V/C Ratio(X) 0.82 0.54 0.57 0.79 0.65 0.47 0.52 0.52 0.77 0.13 Avail Cap(c_a), veh/h 459 461 426 136 722 188 1009 1044 226 2673 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.99 0.99 0.00 Uniform Delay (d), s/veh 62.3 53.6 53.9 66.1 59.0 0.0 58.8 17.9 18.0 61.1 0.0 0.0 Incr Delay (d2), s/veh 7.6 1.6 1.9 15.1 1.7 0.0 8.3 1.9 1.9 12.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 5.1 5.1 2.6 4.7 0.0 3.4 10.5 10.8 2.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.9 55.1 55.8 81.2 60.7 0.0 67.1 19.9 19.8 73.7 0.1 0.0 LnGrp LOS E E E F E E B B E A
Approach Vol, veh/h 568 334 1164 509
Approach Delay, s/veh 62.1 64.6 23.5 21.6
Approach LOS E E C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.0 80.2 18.1 21.7 13.7 86.5 11.6 28.2 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 15.0 56.3 18.9 28.9 9.3 61.3 10.9 36.9 Max Q Clear Time (g_c+I1), s 8.7 2.0 12.5 12.3 8.0 27.6 7.1 14.2 Green Ext Time (p_c), s 0.1 6.4 0.5 0.9 0.1 19.3 0.0 3.2 Intersection Summary
HCM 6th Ctrl Delay 37.0
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 2: Coleman Ave Brokaw Rd 05/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 108 22 104 26 6 19 213 959 161 18 311 32 Future Volume (vph) 108 22 104 26 6 19 213 959 161 18 311 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.88 1.00 0.89 1.00 0.98 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1656 1503 1805 1666 1736 4880 1626 3252 1416 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1656 1503 1805 1666 1736 4880 1626 3252 1416 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 124 25 119 30 7 22 244 1099 185 21 356 37 RTOR Reduction (vph) 0 108 0 0 21 0 0 10 0 0 0 19
Lane Group Flow (vph) 124 36 0 30 8 0 244 1274 0 21 356 18 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 9% 9% 9% 0% 0% 0% 4% 4% 4% 11% 11% 11% Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 11.8 13.1 6.0 6.5 31.1 94.0 4.5 67.4 67.4 Effective Green, g (s) 11.8 13.1 6.0 6.5 31.1 94.0 4.5 67.4 67.4 Actuated g/C Ratio 0.08 0.09 0.04 0.05 0.22 0.67 0.03 0.48 0.48 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 139 140 77 77 385 3276 52 1565 681
v/s Ratio Prot c0.07 0.02 c0.14 c0.26 0.01 0.11
v/s Ratio Perm c0.02 0.00 0.01
v/c Ratio 0.89 0.26 0.39 0.10 0.63 0.39 0.40 0.23 0.03
Uniform Delay, d1 63.5 58.9 65.2 64.0 49.3 10.2 66.4 21.1 19.1 Progression Factor 1.00 1.00 1.00 1.00 0.76 1.01 1.00 1.00 1.00 Incremental Delay, d2 46.3 0.4 1.2 0.2 2.9 0.3 1.9 0.3 0.1 Delay (s) 109.8 59.3 66.4 64.2 40.2 10.7 68.3 21.5 19.1 Level of Service F E E E D B E C B
Approach Delay (s) 82.7 65.3 15.4 23.6
Approach LOS F E B C
Intersection Summary
HCM 2000 Control Delay 26.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 7: Coleman Ave Aviation Ave 05/26/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 6 0 12 9 0 11 9 1361 40 5 15 404
Future Volume (vph) 6 0 12 9 0 11 9 1361 40 5 15 404
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1406 1406 2330 1719 1538 3433 3539 1550 1719 4912 Flt Permitted 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1406 1480 2330 1810 1538 3433 3539 1550 1719 4912 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 7 0 13 10 0 12 10 1509 44 6 17 448
RTOR Reduction (vph) 0 0 0 0 12 0 0 0 10 0 0 1
Lane Group Flow (vph) 3 4 13 10 0 0 10 1509 34 0 23 463 Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 22% 22% 22% 5% 5% 5% 2% 2% 2% 5% 5% 5% Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 1.7 1.7 3.6 2.1 4.0 1.5 108.3 108.3 5.4 112.2 Effective Green, g (s) 1.7 1.7 3.6 2.1 4.0 1.5 108.3 108.3 5.4 112.2 Actuated g/C Ratio 0.01 0.01 0.03 0.02 0.03 0.01 0.77 0.77 0.04 0.80 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 17 17 59 27 43 36 2737 1199 66 3936
v/s Ratio Prot 0.00 c0.01 0.00 0.00 c0.43 c0.01 c0.09
v/s Ratio Perm 0.00 c0.01 0.02
v/c Ratio 0.18 0.24 0.22 0.37 0.01 0.28 0.55 0.03 0.35 0.12 Uniform Delay, d1 68.5 68.5 66.8 68.3 66.1 68.7 6.3 3.7 65.6 3.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.67 2.71 1.00 1.05 0.90 Incremental Delay, d2 6.7 9.5 1.9 11.3 0.1 5.4 0.8 0.0 3.7 0.1 Delay (s) 75.1 78.0 68.7 79.6 66.2 51.6 17.7 3.7 72.8 2.8 Level of Service E E E E E D B A E A
Approach Delay (s) 71.5 72.3 17.5 6.1
Approach LOS E E B A
Intersection Summary
HCM 2000 Control Delay 16.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 7: Coleman Ave Aviation Ave 05/26/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement SBR
Lane Configurations
Traffic Volume (vph) 14
Future Volume (vph) 14
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 102%
Adj. Flow (vph) 16
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 8: Coleman Ave Earthquakes Wy 05/26/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 6 25 12 41 1493 421 4
Future Volume (vph) 6 25 12 41 1493 421 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.90 0.85 1.00 1.00 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3168 1427 3400 5036 4841
Flt Permitted 0.98 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3168 1427 3400 5036 4841
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 7 28 13 45 1655 467 4
RTOR Reduction (vph) 13 13 00000
Lane Group Flow (vph) 8 1 0 58 1655 471 0
Confl. Peds. (#/hr) 1 1
Heavy Vehicles (%) 3% 3% 3% 3% 3% 7% 7%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 11.0 11.0 6.9 118.7 106.1
Effective Green, g (s) 11.0 11.0 6.9 118.7 106.1
Actuated g/C Ratio 0.08 0.08 0.05 0.85 0.76
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 248 112 167 4269 3668
v/s Ratio Prot c0.00 0.02 c0.33 0.10
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.35 0.39 0.13
Uniform Delay, d1 59.6 59.5 64.4 2.4 4.5
Progression Factor 1.00 1.00 1.30 0.16 1.11
Incremental Delay, d2 0.1 0.0 1.4 0.2 0.1
Delay (s) 59.7 59.5 85.4 0.6 5.1
Level of Service E E F A A
Approach Delay (s) 59.6 3.5 5.1
Approach LOS E A A
Intersection Summary
HCM 2000 Control Delay 4.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 11: Coleman Ave Newhall Dr/Fire Sta. 05/26/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 0 160 1 1 0 223 1445 3 0 373 66 Future Volume (vph) 76 0 160 1 1 0 223 1445 3 0 373 66
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 4.0 5.7 5.7 5.7
Lane Util. Factor 1.00 0.88 1.00 1.00 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1750 2760 1805 1900 3433 5084 4818
Flt Permitted 0.76 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1395 2760 1900 1900 3433 5084 4818
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 82 0 174 1 1 0 242 1568 3 0 405 72
RTOR Reduction (vph) 0 0 130 0 0 0 0 0 0 0 11 0
Lane Group Flow (vph) 0 82 44 1 1 0 242 1571 0 0 466 0
Confl. Peds. (#/hr) 1 1 2 2
Heavy Vehicles (%) 3% 3% 3% 0% 0% 0% 2% 2% 2% 5% 5% 5%
Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 14.9 40.3 1.4 7.6 15.2 103.8 82.9 Effective Green, g (s) 14.9 35.3 1.4 7.6 15.2 103.8 82.9 Actuated g/C Ratio 0.11 0.25 0.01 0.05 0.11 0.74 0.59
Clearance Time (s) 4.0 4.0 4.0 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 3.0 3.0 5.0 5.0
Lane Grp Cap (vph) 148 695 19 103 372 3769 2852
v/s Ratio Prot c0.02 0.00 c0.07 c0.31 0.10
v/s Ratio Perm c0.06 c0.00
v/c Ratio 0.55 0.06 0.05 0.01 0.65 0.42 0.16
Uniform Delay, d1 59.4 39.8 68.6 62.6 59.9 6.8 12.9
Progression Factor 1.00 1.00 1.00 1.00 1.11 0.61 0.49
Incremental Delay, d2 5.4 0.0 1.2 0.0 3.8 0.3 0.1
Delay (s) 64.8 39.8 69.8 62.7 70.2 4.5 6.5
Level of Service E D E E E A A
Approach Delay (s) 47.8 66.2 13.3 6.5
Approach LOS D E B A
Intersection Summary
HCM 2000 Control Delay 15.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.45
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 57.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 11 149 0 599 0 1127 336 139 456 28 Future Volume (vph) 0 0 11 149 0 599 0 1127 336 139 456 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 0.99
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1454 3467 2814 5204 1620 3335 4891
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1454 3467 2814 5204 1620 3335 4891
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 12 157 0 630 0 1185 353 146 480 29
RTOR Reduction (vph) 0 0 12 0 0 294 0 0 105 0 3 0
Lane Group Flow (vph) 0 0 0 157 0 336 0 1185 248 146 506 0 Confl. Peds. (#/hr) 1 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 5% 5% 5%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 3.8 15.2 24.2 87.0 87.0 13.4 106.1 Effective Green, g (s) 3.8 15.2 24.2 87.0 87.0 13.4 106.1 Actuated g/C Ratio 0.03 0.11 0.17 0.62 0.62 0.10 0.76
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 39 376 486 3233 1006 319 3706
v/s Ratio Prot 0.05 c0.12 c0.23 c0.04 0.10
v/s Ratio Perm 0.00 0.15
v/c Ratio 0.01 0.42 0.69 0.37 0.25 0.46 0.14
Uniform Delay, d1 66.3 58.3 54.4 13.0 11.8 59.9 4.6
Progression Factor 1.00 1.00 1.00 0.85 1.08 1.17 0.54
Incremental Delay, d2 0.1 0.8 4.2 0.2 0.4 2.2 0.1
Delay (s) 66.4 59.0 58.6 11.3 13.2 72.3 2.6
Level of Service E E E B B E A
Approach Delay (s) 66.4 58.7 11.7 18.1
Approach LOS EEBB
Intersection Summary
HCM 2000 Control Delay 25.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 AM Peak Synchro 11 Report
KIE Page 6
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Interim AM 52: Brokaw Rd Costco 05/26/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 1 11 33 214 211 3
Future Volume (Veh/h) 1 11 33 214 211 3
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Hourly flow rate (vph) 1 13 39 254 250 4
Pedestrians 1 4
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 297 58 44
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 297 58 44
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 74 100
cM capacity (veh/h) 1271 945 1021
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 14 39 254 254
Volume Left 1 0 0 250
Volume Right 0 0 254 4
cSH 1271 1700 1700 946
Volume to Capacity 0.00 0.02 0.15 0.27
Queue Length 95th (ft) 0 0 0 27
Control Delay (s) 0.6 0.0 0.0 10.2
Lane LOS A B
Approach Delay (s) 0.6 0.0 10.2
Approach LOS B
Intersection Summary
Average Delay 4.6
Intersection Capacity Utilization 23.9% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B AM 3: Coleman Ave Champions Wy 05/30/2023
AM peak Synchro 11 Report
KIE Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 5 5 2 1329 448 6
Future Volume (veh/h) 5 5 2 1329 448 6
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1856 1796 1811
Adj Flow Rate, veh/h 6 6 2 1558 525 7
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87
Percent Heavy Veh, % 0 0 3 3 7 6
Cap, veh/h 34 36 7 4598 2977 40
Arrive On Green 0.02 0.02 0.01 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5233 3538 46
Grp Volume(v), veh/h 6 6 2 1558 260 272
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1689 1706 1788
Q Serve(g_s), s 0.5 0.5 0.2 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.5 0.5 0.2 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 34 36 7 4598 1473 1544
V/C Ratio(X) 0.18 0.17 0.30 0.34 0.18 0.18
Avail Cap(c_a), veh/h 134 126 117 4598 1473 1544
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.98 0.98
Uniform Delay (d), s/veh 67.6 67.2 69.3 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.5 3.0 32.9 0.2 0.3 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.2 0.1 0.1 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.2 70.2 102.2 0.2 0.3 0.2
LnGrp LOS E E F A A A
Approach Vol, veh/h 12 1560 532
Approach Delay, s/veh 70.7 0.3 0.3
Approach LOS E A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.2 126.6 132.8 7.2
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 9.3 104.3 119.3 10.4
Max Q Clear Time (g_c+I1), s 2.2 2.0 2.0 2.5
Green Ext Time (p_c), s 0.0 12.5 75.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 0.7
HCM 6th LOS A
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B AM 13: Coleman Ave Airport Blvd 05/30/2023
AM peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 56 118 1581 345 53 360
Future Volume (veh/h) 56 118 1581 345 53 360
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1856 1870 1826 1781
Adj Flow Rate, veh/h 64 135 1812 0 61 413
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 4 4 3 2 5 8
Cap, veh/h 356 214 4679 109 3938
Arrive On Green 0.10 0.10 0.49 0.00 0.06 1.00
Sat Flow, veh/h 3401 1560 6643 1585 3374 5024
Grp Volume(v), veh/h 64 135 1812 0 61 413
Grp Sat Flow(s),veh/h/ln 1700 1560 1596 1585 1687 1621
Q Serve(g_s), s 2.4 11.4 25.0 0.0 2.5 0.0
Cycle Q Clear(g_c), s 2.4 11.4 25.0 0.0 2.5 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 356 214 4679 109 3938
V/C Ratio(X) 0.18 0.63 0.39 0.56 0.10
Avail Cap(c_a), veh/h 1062 537 4679 212 3938
HCM Platoon Ratio 1.00 1.00 0.67 0.67 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.83 0.00 1.00 1.00
Uniform Delay (d), s/veh 57.2 57.1 15.9 0.0 64.5 0.0
Incr Delay (d2), s/veh 0.3 4.3 0.2 0.0 4.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 10.0 9.9 0.0 1.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.5 61.4 16.1 0.0 68.9 0.1
LnGrp LOS E E B E A
Approach Vol, veh/h 199 1812 474
Approach Delay, s/veh 60.2 16.1 8.9
Approach LOS E B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 119.1 20.9 10.7 108.3
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 84.3 43.7 8.8 69.3
Max Q Clear Time (g_c+I1), s 2.0 13.4 4.5 27.0
Green Ext Time (p_c), s 11.7 1.2 0.0 38.2
Intersection Summary
HCM 6th Ctrl Delay 18.2
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B AM 14: Coleman Ave I-880 SB Off Ramp 05/30/2023
AM peak Synchro 11 Report
KIE Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 254 281 1606 0 0 424
Future Volume (veh/h) 254 281 1606 0 0 424
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1796 1767 1870 0 0 1811
Adj Flow Rate, veh/h 270 299 1706 0 0 450
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 7 9 2 0 0 6
Cap, veh/h 752 339 3555 0 0 3443
Arrive On Green 0.23 0.23 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3319 1497 5443 0 0 5270
Grp Volume(v), veh/h 270 299 1706 0 0 450
Grp Sat Flow(s),veh/h/ln 1659 1497 1702 0 0 1648
Q Serve(g_s), s 9.6 27.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 9.6 27.0 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 752 339 3555 0 0 3443
V/C Ratio(X) 0.36 0.88 0.48 0.00 0.00 0.13
Avail Cap(c_a), veh/h 946 427 3555 0 0 3443
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00
Uniform Delay (d), s/veh 45.6 52.3 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.4 17.4 0.5 0.0 0.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.0 11.7 0.2 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.0 69.7 0.5 0.0 0.0 0.1
LnGrp LOS D E A A A A
Approach Vol, veh/h 569 1706 450
Approach Delay, s/veh 58.5 0.5 0.1
Approach LOS E A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 103.2 36.8 103.2
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 89.3 39.9 89.3
Max Q Clear Time (g_c+I1), s 2.0 29.0 2.0
Green Ext Time (p_c), s 10.7 2.7 68.1
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B AM 17: Coleman Ave Hedding St 05/30/2023
AM peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 237 181 99 58 246 290 81 933 47 136 328 138 Future Volume (veh/h) 237 181 99 58 246 290 81 933 47 136 328 138 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 260 199 109 64 270 0 89 1023 52 149 360 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 317 365 191 81 414 188 1954 99 194 2673
Arrive On Green 0.09 0.17 0.17 0.05 0.12 0.00 0.11 0.58 0.58 0.11 1.00 0.00 Sat Flow, veh/h 3401 2209 1155 1753 3589 0 1753 3386 172 3401 5191 0 Grp Volume(v), veh/h 260 156 152 64 270 0 89 528 547 149 360 0 Grp Sat Flow(s),veh/h/ln 1700 1749 1615 1753 1749 0 1753 1749 1810 1700 1675 0 Q Serve(g_s), s 10.5 11.4 12.2 5.1 10.3 0.0 6.7 25.6 25.6 6.0 0.0 0.0 Cycle Q Clear(g_c), s 10.5 11.4 12.2 5.1 10.3 0.0 6.7 25.6 25.6 6.0 0.0 0.0 Prop In Lane 1.00 0.72 1.00 0.00 1.00 0.10 1.00 0.00
Lane Grp Cap(c), veh/h 317 289 267 81 414 188 1009 1044 194 2673 V/C Ratio(X) 0.82 0.54 0.57 0.79 0.65 0.47 0.52 0.52 0.77 0.13 Avail Cap(c_a), veh/h 459 461 426 136 722 188 1009 1044 226 2673 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.99 0.99 0.00 Uniform Delay (d), s/veh 62.3 53.6 53.9 66.1 59.0 0.0 58.8 17.9 18.0 61.1 0.0 0.0 Incr Delay (d2), s/veh 7.6 1.6 1.9 15.1 1.7 0.0 8.3 1.9 1.9 12.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 5.1 5.1 2.6 4.7 0.0 3.4 10.5 10.8 2.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.9 55.1 55.8 81.2 60.7 0.0 67.1 19.9 19.8 73.7 0.1 0.0 LnGrp LOS E E E F E E B B E A
Approach Vol, veh/h 568 334 1164 509
Approach Delay, s/veh 62.1 64.6 23.5 21.6
Approach LOS E E C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.0 80.2 18.1 21.7 13.7 86.5 11.6 28.2 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 15.0 56.3 18.9 28.9 9.3 61.3 10.9 36.9 Max Q Clear Time (g_c+I1), s 8.7 2.0 12.5 12.3 8.0 27.6 7.1 14.2 Green Ext Time (p_c), s 0.1 6.4 0.5 0.9 0.1 19.3 0.0 3.2 Intersection Summary
HCM 6th Ctrl Delay 37.0
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 2: Coleman Ave Brokaw Rd 05/30/2023
AM peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 108 22 108 26 6 19 217 959 161 18 311 32 Future Volume (vph) 108 22 108 26 6 19 217 959 161 18 311 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.88 1.00 0.89 1.00 0.98 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1656 1479 1805 1666 1703 4880 1626 3252 1416 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1656 1479 1805 1666 1703 4880 1626 3252 1416 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 124 25 124 30 7 22 249 1099 185 21 356 37 RTOR Reduction (vph) 0 112 0 0 21 0 0 10 0 0 0 20
Lane Group Flow (vph) 124 37 0 30 8 0 249 1274 0 21 356 17 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 9% 9% 11% 0% 0% 0% 6% 4% 4% 11% 11% 11% Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 11.8 13.1 6.0 6.5 33.0 94.0 4.5 65.5 65.5 Effective Green, g (s) 11.8 13.1 6.0 6.5 33.0 94.0 4.5 65.5 65.5 Actuated g/C Ratio 0.08 0.09 0.04 0.05 0.24 0.67 0.03 0.47 0.47 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 139 138 77 77 401 3276 52 1521 662
v/s Ratio Prot c0.07 0.02 c0.15 c0.26 0.01 0.11
v/s Ratio Perm c0.02 0.00 0.01
v/c Ratio 0.89 0.27 0.39 0.10 0.62 0.39 0.40 0.23 0.03
Uniform Delay, d1 63.5 59.0 65.2 64.0 47.9 10.2 66.4 22.3 20.1 Progression Factor 1.00 1.00 1.00 1.00 0.75 1.01 1.00 1.00 1.00 Incremental Delay, d2 46.3 0.4 1.2 0.2 2.5 0.3 1.9 0.4 0.1 Delay (s) 109.8 59.4 66.4 64.2 38.5 10.7 68.3 22.6 20.1 Level of Service F E E E D B E C C
Approach Delay (s) 82.3 65.3 15.2 24.7
Approach LOS F E B C
Intersection Summary
HCM 2000 Control Delay 26.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 7: Coleman Ave Aviation Ave 05/30/2023
AM peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 6 0 12 9 0 11 9 1365 40 5 15 408
Future Volume (vph) 6 0 12 9 0 11 9 1365 40 5 15 408
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1406 1406 2330 1719 1538 3433 3505 1550 1719 4867 Flt Permitted 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1406 1480 2330 1810 1538 3433 3505 1550 1719 4867 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 7 0 13 10 0 12 10 1513 44 6 17 452
RTOR Reduction (vph) 0 0 0 0 12 0 0 0 10 0 0 1
Lane Group Flow (vph) 3 4 13 10 0 0 10 1513 34 0 23 467 Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 22% 22% 22% 5% 5% 5% 2% 3% 2% 5% 5% 6% Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 1.7 1.7 3.6 2.1 4.0 1.5 108.3 108.3 5.4 112.2 Effective Green, g (s) 1.7 1.7 3.6 2.1 4.0 1.5 108.3 108.3 5.4 112.2 Actuated g/C Ratio 0.01 0.01 0.03 0.02 0.03 0.01 0.77 0.77 0.04 0.80 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 17 17 59 27 43 36 2711 1199 66 3900
v/s Ratio Prot 0.00 c0.01 0.00 0.00 c0.43 c0.01 c0.10
v/s Ratio Perm 0.00 c0.01 0.02
v/c Ratio 0.18 0.24 0.22 0.37 0.01 0.28 0.56 0.03 0.35 0.12 Uniform Delay, d1 68.5 68.5 66.8 68.3 66.1 68.7 6.3 3.7 65.6 3.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.66 2.71 1.00 1.04 0.91 Incremental Delay, d2 6.7 9.5 1.9 11.3 0.1 5.4 0.8 0.0 3.7 0.1 Delay (s) 75.1 78.0 68.7 79.6 66.2 50.7 17.9 3.7 72.0 2.8 Level of Service E E E E E D B A E A
Approach Delay (s) 71.5 72.3 17.7 6.1
Approach LOS E E B A
Intersection Summary
HCM 2000 Control Delay 16.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 7: Coleman Ave Aviation Ave 05/30/2023
AM peak Synchro 11 Report
KIE Page 2
Movement SBR
Lane Configurations
Traffic Volume (vph) 14
Future Volume (vph) 14
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 102%
Adj. Flow (vph) 16
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 8: Coleman Ave Earthquakes Wy 05/30/2023
AM peak Synchro 11 Report
KIE Page 3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 6 25 12 41 1497 425 4
Future Volume (vph) 6 25 12 41 1497 425 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.90 0.85 1.00 1.00 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3168 1427 3400 5036 4797
Flt Permitted 0.98 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3168 1427 3400 5036 4797
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 7 28 13 45 1660 471 4
RTOR Reduction (vph) 13 13 00000
Lane Group Flow (vph) 8 1 0 58 1660 475 0
Confl. Peds. (#/hr) 1 1
Heavy Vehicles (%) 3% 3% 3% 3% 3% 8% 7%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 11.0 11.0 6.9 118.7 106.1
Effective Green, g (s) 11.0 11.0 6.9 118.7 106.1
Actuated g/C Ratio 0.08 0.08 0.05 0.85 0.76
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 248 112 167 4269 3635
v/s Ratio Prot c0.00 0.02 c0.33 0.10
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.35 0.39 0.13
Uniform Delay, d1 59.6 59.5 64.4 2.4 4.6
Progression Factor 1.00 1.00 1.31 0.16 1.09
Incremental Delay, d2 0.1 0.0 1.4 0.3 0.1
Delay (s) 59.7 59.5 85.9 0.6 5.0
Level of Service E E F A A
Approach Delay (s) 59.6 3.5 5.0
Approach LOS E A A
Intersection Summary
HCM 2000 Control Delay 4.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.38
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 46.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
AM peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 0 170 1 1 0 233 1449 3 0 377 66 Future Volume (vph) 76 0 170 1 1 0 233 1449 3 0 377 66
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 4.0 5.7 5.7 5.7
Lane Util. Factor 1.00 0.88 1.00 1.00 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1750 2608 1805 1900 3273 5035 4780
Flt Permitted 0.76 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1395 2608 1900 1900 3273 5035 4780
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 82 0 184 1 1 0 253 1572 3 0 409 72
RTOR Reduction (vph) 0 0 136 0 0 0 0 0 0 0 11 0
Lane Group Flow (vph) 0 82 48 1 1 0 253 1575 0 0 470 0
Confl. Peds. (#/hr) 1 1 2 2
Heavy Vehicles (%) 3% 3% 9% 0% 0% 0% 7% 3% 2% 5% 6% 5%
Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 14.9 41.5 1.4 7.6 16.4 103.8 81.7 Effective Green, g (s) 14.9 36.5 1.4 7.6 16.4 103.8 81.7 Actuated g/C Ratio 0.11 0.26 0.01 0.05 0.12 0.74 0.58
Clearance Time (s) 4.0 4.0 4.0 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 3.0 3.0 5.0 5.0
Lane Grp Cap (vph) 148 679 19 103 383 3733 2789
v/s Ratio Prot c0.02 0.00 c0.08 c0.31 0.10
v/s Ratio Perm c0.06 c0.00
v/c Ratio 0.55 0.07 0.05 0.01 0.66 0.42 0.17
Uniform Delay, d1 59.4 39.0 68.6 62.6 59.1 6.8 13.5
Progression Factor 1.00 1.00 1.00 1.00 1.13 0.61 0.49
Incremental Delay, d2 5.4 0.0 1.2 0.0 4.0 0.3 0.1
Delay (s) 64.8 39.0 69.8 62.7 70.8 4.5 6.7
Level of Service E D E E E A A
Approach Delay (s) 47.0 66.2 13.7 6.7
Approach LOS D E B A
Intersection Summary
HCM 2000 Control Delay 15.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 57.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/30/2023 AM peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 11 149 0 599 0 1127 336 153 456 28 Future Volume (vph) 0 0 11 149 0 599 0 1127 336 153 456 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 0.99
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1454 3467 2814 5204 1620 3099 4891
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1454 3467 2814 5204 1620 3099 4891
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 12 157 0 630 0 1185 353 161 480 29
RTOR Reduction (vph) 0 0 12 0 0 294 0 0 107 0 3 0
Lane Group Flow (vph) 0 0 0 157 0 336 0 1185 246 161 506 0 Confl. Peds. (#/hr) 1 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 13% 5% 5% Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 3.8 15.2 24.2 85.9 85.9 14.5 106.1 Effective Green, g (s) 3.8 15.2 24.2 85.9 85.9 14.5 106.1 Actuated g/C Ratio 0.03 0.11 0.17 0.61 0.61 0.10 0.76
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 39 376 486 3193 993 320 3706
v/s Ratio Prot 0.05 c0.12 c0.23 c0.05 0.10
v/s Ratio Perm 0.00 0.15
v/c Ratio 0.01 0.42 0.69 0.37 0.25 0.50 0.14
Uniform Delay, d1 66.3 58.3 54.4 13.5 12.3 59.3 4.6
Progression Factor 1.00 1.00 1.00 0.84 1.05 1.17 0.52
Incremental Delay, d2 0.1 0.8 4.2 0.3 0.5 2.6 0.1
Delay (s) 66.4 59.0 58.6 11.6 13.4 71.9 2.5
Level of Service E E E B B E A
Approach Delay (s) 66.4 58.7 12.0 19.2
Approach LOS EEBB
Intersection Summary
HCM 2000 Control Delay 26.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/30/2023 AM peak Synchro 11 Report
KIE Page 6
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B AM 52: Brokaw Rd Costco 05/30/2023
AM peak Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 1 15 37 214 211 3
Future Volume (Veh/h) 1 15 37 214 211 3
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Hourly flow rate (vph) 1 18 44 254 250 4
Pedestrians 1 4
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 302 68 49
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 302 68 49
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 73 100
cM capacity (veh/h) 1266 933 1015
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 19 44 254 254
Volume Left 1 0 0 250
Volume Right 0 0 254 4
cSH 1266 1700 1700 934
Volume to Capacity 0.00 0.03 0.15 0.27
Queue Length 95th (ft) 0 0 0 28
Control Delay (s) 0.4 0.0 0.0 10.3
Lane LOS A B
Approach Delay (s) 0.4 0.0 10.3
Approach LOS B
Intersection Summary
Average Delay 4.6
Intersection Capacity Utilization 23.9% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B AM 3: Coleman Ave Champions Wy 05/30/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 5 5 2 1334 453 6
Future Volume (veh/h) 5 5 2 1334 453 6
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1841 1781 1811
Adj Flow Rate, veh/h 6 6 2 1564 531 7
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87
Percent Heavy Veh, % 0 0 3 4 8 6
Cap, veh/h 34 36 7 4562 2953 39
Arrive On Green 0.02 0.02 0.01 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5191 3510 45
Grp Volume(v), veh/h 6 6 2 1564 263 275
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1675 1692 1773
Q Serve(g_s), s 0.5 0.5 0.2 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.5 0.5 0.2 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.03
Lane Grp Cap(c), veh/h 34 36 7 4562 1461 1531
V/C Ratio(X) 0.18 0.17 0.30 0.34 0.18 0.18
Avail Cap(c_a), veh/h 134 126 117 4562 1461 1531
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.98 0.98
Uniform Delay (d), s/veh 67.6 67.2 69.3 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.5 3.0 32.9 0.2 0.3 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.2 0.1 0.1 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.2 70.2 102.2 0.2 0.3 0.3
LnGrp LOS E E F A A A
Approach Vol, veh/h 12 1566 538
Approach Delay, s/veh 70.7 0.3 0.3
Approach LOS E A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.2 126.6 132.8 7.2
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 9.3 104.3 119.3 10.4
Max Q Clear Time (g_c+I1), s 2.2 2.0 2.0 2.5
Green Ext Time (p_c), s 0.0 12.7 75.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 0.7
HCM 6th LOS A
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B AM 13: Coleman Ave Airport Blvd 05/30/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 56 118 1601 345 53 380
Future Volume (veh/h) 56 118 1601 345 53 380
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1870 1826 1707
Adj Flow Rate, veh/h 64 135 1835 0 61 436
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Percent Heavy Veh, % 4 4 4 2 5 13
Cap, veh/h 356 214 4641 109 3774
Arrive On Green 0.10 0.10 0.49 0.00 0.06 1.00
Sat Flow, veh/h 3401 1560 6590 1585 3374 4815
Grp Volume(v), veh/h 64 135 1835 0 61 436
Grp Sat Flow(s),veh/h/ln 1700 1560 1583 1585 1687 1554
Q Serve(g_s), s 2.4 11.4 25.6 0.0 2.5 0.0
Cycle Q Clear(g_c), s 2.4 11.4 25.6 0.0 2.5 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 356 214 4641 109 3774
V/C Ratio(X) 0.18 0.63 0.40 0.56 0.12
Avail Cap(c_a), veh/h 1062 537 4641 212 3774
HCM Platoon Ratio 1.00 1.00 0.67 0.67 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.81 0.00 1.00 1.00
Uniform Delay (d), s/veh 57.2 57.1 16.0 0.0 64.5 0.0
Incr Delay (d2), s/veh 0.3 4.3 0.2 0.0 4.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 10.0 10.1 0.0 1.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.5 61.4 16.2 0.0 68.9 0.1
LnGrp LOS E E B E A
Approach Vol, veh/h 199 1835 497
Approach Delay, s/veh 60.2 16.2 8.5
Approach LOS E B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 119.1 20.9 10.7 108.3
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 84.3 43.7 8.8 69.3
Max Q Clear Time (g_c+I1), s 2.0 13.4 4.5 27.6
Green Ext Time (p_c), s 12.5 1.2 0.0 37.9
Intersection Summary
HCM 6th Ctrl Delay 18.2
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B AM 14: Coleman Ave I-880 SB Off Ramp 05/30/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 254 301 1606 0 0 444
Future Volume (veh/h) 254 301 1606 0 0 444
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1796 1678 1870 0 0 1752
Adj Flow Rate, veh/h 270 320 1706 0 0 472
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 7 15 2 0 0 10
Cap, veh/h 824 353 3444 0 0 3226
Arrive On Green 0.25 0.25 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3319 1422 5443 0 0 5098
Grp Volume(v), veh/h 270 320 1706 0 0 472
Grp Sat Flow(s),veh/h/ln 1659 1422 1702 0 0 1594
Q Serve(g_s), s 9.3 30.6 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 9.3 30.6 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 824 353 3444 0 0 3226
V/C Ratio(X) 0.33 0.91 0.50 0.00 0.00 0.15
Avail Cap(c_a), veh/h 946 405 3444 0 0 3226
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00
Uniform Delay (d), s/veh 43.1 51.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.3 22.7 0.5 0.0 0.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.9 13.0 0.2 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.4 73.8 0.5 0.0 0.0 0.1
LnGrp LOS D E A A A A
Approach Vol, veh/h 590 1706 472
Approach Delay, s/veh 59.9 0.5 0.1
Approach LOS E A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 100.1 39.9 100.1
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 89.3 39.9 89.3
Max Q Clear Time (g_c+I1), s 2.0 32.6 2.0
Green Ext Time (p_c), s 11.4 2.2 68.1
Intersection Summary
HCM 6th Ctrl Delay 13.1
HCM 6th LOS B
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B AM 17: Coleman Ave Hedding St 05/30/2023
AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 237 181 99 58 246 290 81 933 47 136 328 138 Future Volume (veh/h) 237 181 99 58 246 290 81 933 47 136 328 138 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 260 199 109 64 270 0 89 1023 52 149 360 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 317 365 191 81 414 188 1954 99 194 2673
Arrive On Green 0.09 0.17 0.17 0.05 0.12 0.00 0.11 0.58 0.58 0.11 1.00 0.00 Sat Flow, veh/h 3401 2209 1155 1753 3589 0 1753 3386 172 3401 5191 0 Grp Volume(v), veh/h 260 156 152 64 270 0 89 528 547 149 360 0 Grp Sat Flow(s),veh/h/ln 1700 1749 1615 1753 1749 0 1753 1749 1810 1700 1675 0 Q Serve(g_s), s 10.5 11.4 12.2 5.1 10.3 0.0 6.7 25.6 25.6 6.0 0.0 0.0 Cycle Q Clear(g_c), s 10.5 11.4 12.2 5.1 10.3 0.0 6.7 25.6 25.6 6.0 0.0 0.0 Prop In Lane 1.00 0.72 1.00 0.00 1.00 0.10 1.00 0.00
Lane Grp Cap(c), veh/h 317 289 267 81 414 188 1009 1044 194 2673 V/C Ratio(X) 0.82 0.54 0.57 0.79 0.65 0.47 0.52 0.52 0.77 0.13 Avail Cap(c_a), veh/h 459 461 426 136 722 188 1009 1044 226 2673 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.99 0.99 0.00 Uniform Delay (d), s/veh 62.3 53.6 53.9 66.1 59.0 0.0 58.8 17.9 18.0 61.1 0.0 0.0 Incr Delay (d2), s/veh 7.6 1.6 1.9 15.1 1.7 0.0 8.3 1.9 1.9 12.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 5.1 5.1 2.6 4.7 0.0 3.4 10.5 10.8 2.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.9 55.1 55.8 81.2 60.7 0.0 67.1 19.9 19.8 73.7 0.1 0.0 LnGrp LOS E E E F E E B B E A
Approach Vol, veh/h 568 334 1164 509
Approach Delay, s/veh 62.1 64.6 23.5 21.6
Approach LOS E E C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.0 80.2 18.1 21.7 13.7 86.5 11.6 28.2 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 15.0 56.3 18.9 28.9 9.3 61.3 10.9 36.9 Max Q Clear Time (g_c+I1), s 8.7 2.0 12.5 12.3 8.0 27.6 7.1 14.2 Green Ext Time (p_c), s 0.1 6.4 0.5 0.9 0.1 19.3 0.0 3.2 Intersection Summary
HCM 6th Ctrl Delay 37.0
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B AM 2: Coleman Ave Brokaw Rd 05/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 108 22 113 26 6 19 222 959 161 18 311 32 Future Volume (vph) 108 22 113 26 6 19 222 959 161 18 311 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.87 1.00 0.89 1.00 0.98 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1656 1434 1805 1666 1671 4880 1626 3252 1416 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1656 1434 1805 1666 1671 4880 1626 3252 1416 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 124 25 130 30 7 22 254 1099 185 21 356 37 RTOR Reduction (vph) 0 118 0 0 21 0 0 10 0 0 0 20
Lane Group Flow (vph) 124 37 0 30 8 0 254 1274 0 21 356 17 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 9% 9% 15% 0% 0% 0% 8% 4% 4% 11% 11% 11% Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 11.8 13.3 6.0 6.7 34.8 93.8 4.5 63.5 63.5 Effective Green, g (s) 11.8 13.3 6.0 6.7 34.8 93.8 4.5 63.5 63.5 Actuated g/C Ratio 0.08 0.10 0.04 0.05 0.25 0.67 0.03 0.45 0.45 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 139 136 77 79 415 3269 52 1475 642
v/s Ratio Prot c0.07 0.02 c0.15 c0.26 0.01 0.11
v/s Ratio Perm c0.03 0.00 0.01
v/c Ratio 0.89 0.27 0.39 0.10 0.61 0.39 0.40 0.24 0.03
Uniform Delay, d1 63.5 58.9 65.2 63.8 46.6 10.3 66.4 23.5 21.2 Progression Factor 1.00 1.00 1.00 1.00 0.76 1.01 1.00 1.00 1.00 Incremental Delay, d2 46.3 0.4 1.2 0.2 2.2 0.3 1.9 0.4 0.1 Delay (s) 109.8 59.3 66.4 64.0 37.4 10.8 68.3 23.9 21.2 Level of Service F E E E D B E C C
Approach Delay (s) 81.7 65.2 15.2 25.9
Approach LOS F E B C
Intersection Summary
HCM 2000 Control Delay 26.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B AM 7: Coleman Ave Aviation Ave 05/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 6 0 12 9 0 11 9 1370 40 5 15 413
Future Volume (vph) 6 0 12 9 0 11 9 1370 40 5 15 413
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1406 1406 2330 1719 1538 3433 3505 1550 1719 4823 Flt Permitted 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1406 1480 2330 1810 1538 3433 3505 1550 1719 4823 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 7 0 13 10 0 12 10 1519 44 6 17 458
RTOR Reduction (vph) 0 0 0 0 12 0 0 0 10 0 0 1
Lane Group Flow (vph) 3 4 13 10 0 0 10 1519 34 0 23 473 Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 22% 22% 22% 5% 5% 5% 2% 3% 2% 5% 5% 7% Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 1.7 1.7 3.6 2.1 4.0 1.5 108.3 108.3 5.4 112.2 Effective Green, g (s) 1.7 1.7 3.6 2.1 4.0 1.5 108.3 108.3 5.4 112.2 Actuated g/C Ratio 0.01 0.01 0.03 0.02 0.03 0.01 0.77 0.77 0.04 0.80 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 17 17 59 27 43 36 2711 1199 66 3865
v/s Ratio Prot 0.00 c0.01 0.00 0.00 c0.43 c0.01 c0.10
v/s Ratio Perm 0.00 c0.01 0.02
v/c Ratio 0.18 0.24 0.22 0.37 0.01 0.28 0.56 0.03 0.35 0.12 Uniform Delay, d1 68.5 68.5 66.8 68.3 66.1 68.7 6.3 3.7 65.6 3.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.67 2.73 1.00 1.02 0.93 Incremental Delay, d2 6.7 9.5 1.9 11.3 0.1 5.3 0.8 0.0 3.7 0.1 Delay (s) 75.1 78.0 68.7 79.6 66.2 51.3 18.1 3.7 70.6 2.9 Level of Service E E E E E D B A E A
Approach Delay (s) 71.5 72.3 17.9 6.0
Approach LOS E E B A
Intersection Summary
HCM 2000 Control Delay 16.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B AM 7: Coleman Ave Aviation Ave 05/30/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement SBR
Lane Configurations
Traffic Volume (vph) 14
Future Volume (vph) 14
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 102%
Adj. Flow (vph) 16
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B AM 8: Coleman Ave Earthquakes Wy 05/30/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 6 25 12 41 1502 430 4
Future Volume (vph) 6 25 12 41 1502 430 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.90 0.85 1.00 1.00 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3168 1427 3400 4988 4753
Flt Permitted 0.98 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3168 1427 3400 4988 4753
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 7 28 13 45 1665 477 4
RTOR Reduction (vph) 13 13 00000
Lane Group Flow (vph) 8 1 0 58 1665 481 0
Confl. Peds. (#/hr) 1 1
Heavy Vehicles (%) 3% 3% 3% 3% 4% 9% 7%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 11.0 11.0 6.9 118.7 106.1
Effective Green, g (s) 11.0 11.0 6.9 118.7 106.1
Actuated g/C Ratio 0.08 0.08 0.05 0.85 0.76
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 248 112 167 4229 3602
v/s Ratio Prot c0.00 0.02 c0.33 0.10
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.35 0.39 0.13
Uniform Delay, d1 59.6 59.5 64.4 2.4 4.6
Progression Factor 1.00 1.00 1.31 0.16 1.08
Incremental Delay, d2 0.1 0.0 1.4 0.3 0.1
Delay (s) 59.7 59.5 85.7 0.6 5.0
Level of Service E E F A A
Approach Delay (s) 59.6 3.5 5.0
Approach LOS E A A
Intersection Summary
HCM 2000 Control Delay 4.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.38
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 46.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B AM 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 0 185 1 1 0 248 1454 3 0 382 66 Future Volume (vph) 76 0 185 1 1 0 248 1454 3 0 382 66
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 4.0 5.7 5.7 5.7
Lane Util. Factor 1.00 0.88 1.00 1.00 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1750 2429 1805 1900 3099 5035 4743
Flt Permitted 0.76 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1395 2429 1900 1900 3099 5035 4743
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 82 0 201 1 1 0 269 1578 3 0 415 72
RTOR Reduction (vph) 0 0 145 0 0 0 0 0 0 0 11 0
Lane Group Flow (vph) 0 82 56 1 1 0 269 1581 0 0 476 0
Confl. Peds. (#/hr) 1 1 2 2
Heavy Vehicles (%) 3% 3% 17% 0% 0% 0% 13% 3% 2% 5% 7% 5% Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 14.9 43.8 1.4 7.6 18.7 103.8 79.4 Effective Green, g (s) 14.9 38.8 1.4 7.6 18.7 103.8 79.4 Actuated g/C Ratio 0.11 0.28 0.01 0.05 0.13 0.74 0.57
Clearance Time (s) 4.0 4.0 4.0 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 3.0 3.0 5.0 5.0
Lane Grp Cap (vph) 148 673 19 103 413 3733 2689
v/s Ratio Prot c0.02 0.00 c0.09 c0.31 0.10
v/s Ratio Perm c0.06 c0.00
v/c Ratio 0.55 0.08 0.05 0.01 0.65 0.42 0.18
Uniform Delay, d1 59.4 37.4 68.6 62.6 57.6 6.8 14.6
Progression Factor 1.00 1.00 1.00 1.00 1.17 0.59 0.49
Incremental Delay, d2 5.4 0.1 1.2 0.0 3.4 0.3 0.1
Delay (s) 64.8 37.5 69.8 62.7 70.7 4.4 7.2
Level of Service E D E E E A A
Approach Delay (s) 45.4 66.2 14.0 7.2
Approach LOS D E B A
Intersection Summary
HCM 2000 Control Delay 16.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/30/2023 AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 11 149 0 599 0 1127 336 173 456 28 Future Volume (vph) 0 0 11 149 0 599 0 1127 336 173 456 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 0.99
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1644 3467 2814 5204 1620 2847 4891
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1644 3467 2814 5204 1620 2847 4891
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 12 157 0 630 0 1185 353 182 480 29
RTOR Reduction (vph) 0 0 12 0 0 294 0 0 111 0 3 0
Lane Group Flow (vph) 0 0 0 157 0 336 0 1185 242 182 506 0 Confl. Peds. (#/hr) 1 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 23% 5% 5% Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 3.8 15.2 24.2 84.1 84.1 16.3 106.1 Effective Green, g (s) 3.8 15.2 24.2 84.1 84.1 16.3 106.1 Actuated g/C Ratio 0.03 0.11 0.17 0.60 0.60 0.12 0.76
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 44 376 486 3126 973 331 3706
v/s Ratio Prot 0.05 c0.12 c0.23 c0.06 0.10
v/s Ratio Perm 0.00 0.15
v/c Ratio 0.01 0.42 0.69 0.38 0.25 0.55 0.14
Uniform Delay, d1 66.3 58.3 54.4 14.5 13.1 58.4 4.6
Progression Factor 1.00 1.00 1.00 0.83 1.01 1.15 0.49
Incremental Delay, d2 0.1 0.8 4.2 0.3 0.5 3.2 0.1
Delay (s) 66.3 59.0 58.6 12.2 13.8 70.6 2.3
Level of Service E E E B B E A
Approach Delay (s) 66.3 58.7 12.6 20.3
Approach LOS E E B C
Intersection Summary
HCM 2000 Control Delay 26.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B AM 52: Brokaw Rd Costco 05/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 1 20 42 214 211 3
Future Volume (Veh/h) 1 20 42 214 211 3
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Hourly flow rate (vph) 1 24 50 254 250 4
Pedestrians 1 4
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 308 80 55
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 308 80 55
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 73 100
cM capacity (veh/h) 1259 918 1007
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 25 50 254 254
Volume Left 1 0 0 250
Volume Right 0 0 254 4
cSH 1259 1700 1700 919
Volume to Capacity 0.00 0.03 0.15 0.28
Queue Length 95th (ft) 0 0 0 28
Control Delay (s) 0.3 0.0 0.0 10.4
Lane LOS A B
Approach Delay (s) 0.3 0.0 10.4
Approach LOS B
Intersection Summary
Average Delay 4.5
Intersection Capacity Utilization 23.9% ICU Level of Service A Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 3: Coleman Ave Champions Wy 05/26/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 102 5 112 1184 877 6
Future Volume (vph) 102 5 112 1184 877 6
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 1.00 1.00 0.91 0.91
Frt 1.00 0.85 1.00 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1805 1615 1752 5036 5030
Flt Permitted 0.95 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1805 1615 1752 5036 5030
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor (vph) 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 115 6 127 1338 991 7
RTOR Reduction (vph) 050000
Lane Group Flow (vph) 115 1 127 1338 998 0
Heavy Vehicles (%) 0% 0% 3% 3% 3% 6%
Turn Type Prot pm+ov Prot NA NA
Protected Phases 3 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 15.2 16.4 16.4 114.5 92.4
Effective Green, g (s) 15.2 16.4 16.4 114.5 92.4
Actuated g/C Ratio 0.11 0.12 0.12 0.82 0.66
Clearance Time (s) 4.6 5.7 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 4.0 5.0 5.0
Lane Grp Cap (vph) 195 189 205 4118 3319
v/s Ratio Prot c0.06 0.00 c0.07 c0.27 0.20
v/s Ratio Perm
v/c Ratio 0.59 0.00 0.62 0.32 0.30
Uniform Delay, d1 59.4 54.6 58.8 3.2 10.1
Progression Factor 1.00 1.00 1.07 1.73 0.46
Incremental Delay, d2 5.3 0.0 5.4 0.2 0.2
Delay (s) 64.7 54.6 68.2 5.7 4.9
Level of Service E D E A A
Approach Delay (s) 64.2 11.1 4.9
Approach LOS E B A
Intersection Summary
HCM 2000 Control Delay 11.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
_____ "i 7' "i ;;; ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 13: Coleman Ave Airport Blvd 05/26/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 56 141 1751 345 68 582
Future Volume (vph) 56 141 1751 345 68 582
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.3 6.2 5.7 5.7 6.2 5.7
Lane Util. Factor 0.97 1.00 0.86 1.00 0.97 0.91
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 3367 1553 6471 1583 3335 5036
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 3367 1553 6471 1583 3335 5036
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor (vph) 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 63 159 1979 390 77 658
RTOR Reduction (vph) 0 3 0 100 0 0
Lane Group Flow (vph) 63 156 1979 290 77 658
Heavy Vehicles (%) 4% 4% 1% 2% 5% 3%
Turn Type Prot pm+ov NA Perm Prot NA
Protected Phases 4 5 6 5 2
Permitted Phases 4 6
Actuated Green, G (s) 7.6 19.3 102.5 102.5 11.7 120.4
Effective Green, g (s) 7.6 19.3 102.5 102.5 11.7 120.4
Actuated g/C Ratio 0.05 0.14 0.73 0.73 0.08 0.86
Clearance Time (s) 6.3 6.2 5.7 5.7 6.2 5.7
Vehicle Extension (s) 4.0 3.0 5.0 5.0 3.0 5.0
Lane Grp Cap (vph) 182 214 4737 1158 278 4330
v/s Ratio Prot 0.02 c0.06 c0.31 0.02 0.13
v/s Ratio Perm 0.04 0.18
v/c Ratio 0.35 0.73 0.42 0.25 0.28 0.15
Uniform Delay, d1 63.8 57.8 7.2 6.2 60.2 1.6
Progression Factor 1.00 1.00 0.37 0.00 0.97 0.70
Incremental Delay, d2 1.6 11.6 0.2 0.4 0.5 0.1
Delay (s) 65.4 69.4 2.9 0.4 59.1 1.2
Level of Service E E A A E A
Approach Delay (s) 68.3 2.5 7.2
Approach LOS E A A
Intersection Summary
HCM 2000 Control Delay 8.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 18.2 Intersection Capacity Utilization 45.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 254 318 1740 0 0 646
Future Volume (vph) 254 318 1740 0 0 646
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.1 5.1 5.7 5.7
Lane Util. Factor 0.97 1.00 0.91 0.91
Frt 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00
Satd. Flow (prot) 3273 1524 5085 5085
Flt Permitted 0.95 1.00 1.00 1.00
Satd. Flow (perm) 3273 1524 5085 5085
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Growth Factor (vph) 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 287 359 1967 0 0 730
RTOR Reduction (vph) 050000
Lane Group Flow (vph) 287 354 1967 0 0 730
Heavy Vehicles (%) 7% 6% 2% 2% 3% 2%
Turn Type Prot Perm NA NA
Protected Phases 4 6 2
Permitted Phases 4
Actuated Green, G (s) 40.0 40.0 89.2 89.2
Effective Green, g (s) 40.0 40.0 89.2 89.2
Actuated g/C Ratio 0.29 0.29 0.64 0.64
Clearance Time (s) 5.1 5.1 5.7 5.7
Vehicle Extension (s) 4.0 4.0 5.0 5.0
Lane Grp Cap (vph) 935 435 3239 3239
v/s Ratio Prot 0.09 c0.39 0.14
v/s Ratio Perm c0.23
v/c Ratio 0.31 0.81 0.61 0.23
Uniform Delay, d1 39.1 46.5 15.0 10.8
Progression Factor 1.00 1.00 0.77 1.27
Incremental Delay, d2 0.3 11.7 0.8 0.2
Delay (s) 39.4 58.2 12.3 13.8
Level of Service D E B B
Approach Delay (s) 49.8 12.3 13.8
Approach LOS D B B
Intersection Summary
HCM 2000 Control Delay 19.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 10.8 Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
;;; --------
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 17: Coleman Ave Hedding St 05/26/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 244 181 99 58 246 299 81 994 47 148 447 150 Future Volume (vph) 244 181 99 58 246 299 81 994 47 148 447 150 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.1 5.1 5.1 5.1 5.0 5.7 5.7 5.7
Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 0.95 0.97 0.91 Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 0.92 1.00 0.99 1.00 0.96
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3367 3262 1736 3162 1736 3448 3367 4780 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3367 3262 1736 3162 1736 3448 3367 4780 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 276 205 112 66 278 338 92 1124 53 167 505 170 RTOR Reduction (vph) 0 53 0 0 146 0 0 2 0 0 44 0
Lane Group Flow (vph) 276 264 0 66 470 0 92 1175 0 167 631 0 Confl. Peds. (#/hr) 1 7 7 1 2 2
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 3 8 7 4 1 6 5 2
Permitted Phases
Actuated Green, G (s) 14.4 32.2 8.8 26.6 21.8 66.0 11.4 56.3 Effective Green, g (s) 14.4 32.2 8.8 26.6 21.8 66.0 11.4 56.3 Actuated g/C Ratio 0.10 0.23 0.06 0.19 0.16 0.47 0.08 0.40 Clearance Time (s) 5.1 5.1 5.1 5.1 5.0 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 346 750 109 600 270 1625 274 1922
v/s Ratio Prot c0.08 0.08 0.04 c0.15 0.05 c0.34 c0.05 0.13 v/s Ratio Perm
v/c Ratio 0.80 0.35 0.61 0.78 0.34 0.72 0.61 0.33
Uniform Delay, d1 61.4 45.2 63.9 54.0 52.7 29.7 62.1 28.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1.12 Incremental Delay, d2 12.1 0.3 9.2 6.6 3.4 2.8 3.8 0.5
Delay (s) 73.4 45.4 73.1 60.6 56.1 32.5 65.1 32.6
Level of Service E D E E E C E C
Approach Delay (s) 58.5 61.8 34.2 39.1
Approach LOS E E C D
Intersection Summary
HCM 2000 Control Delay 45.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 21.6 Intersection Capacity Utilization 77.1% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 2: Coleman Ave Brokaw Rd 05/26/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 274 22 144 26 6 19 213 1070 161 18 477 32 Future Volume (vph) 274 22 144 26 6 19 213 1070 161 18 477 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1573 1588 1482 1715 1751 1615 1736 4890 1626 4673 1416 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1573 1588 1482 1715 1751 1615 1736 4890 1626 4673 1416 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 310 25 163 29 7 21 241 1210 182 20 539 36 RTOR Reduction (vph) 0 0 98 0 0 20 0 9 0 0 0 20
Lane Group Flow (vph) 167 168 65 18 18 1 241 1383 0 20 539 16 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 9% 9% 9% 0% 0% 0% 4% 4% 4% 11% 11% 11% Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 19.4 19.4 56.2 4.9 4.9 4.9 30.6 88.1 4.4 61.9 61.9 Effective Green, g (s) 19.4 19.4 56.2 4.9 4.9 4.9 30.6 88.1 4.4 61.9 61.9 Actuated g/C Ratio 0.14 0.14 0.40 0.04 0.04 0.04 0.22 0.63 0.03 0.44 0.44 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 217 220 594 60 61 56 379 3077 51 2066 626 v/s Ratio Prot c0.11 0.11 0.04 c0.01 0.01 0.00 c0.14 c0.28 0.01 0.12 v/s Ratio Perm 0.01
v/c Ratio 0.77 0.76 0.11 0.30 0.30 0.01 0.64 0.45 0.39 0.26 0.03 Uniform Delay, d1 58.1 58.1 26.2 65.9 65.9 65.2 49.6 13.4 66.5 24.6 22.0 Progression Factor 1.16 1.16 1.75 1.00 1.00 1.00 1.20 0.36 1.00 1.00 1.00 Incremental Delay, d2 13.2 12.6 0.0 1.0 1.0 0.0 3.0 0.5 1.8 0.3 0.1 Delay (s) 80.6 79.9 45.8 66.9 66.9 65.2 62.4 5.3 68.3 24.9 22.1 Level of Service F E D E E E E A E C C
Approach Delay (s) 69.0 66.3 13.7 26.2
Approach LOS E E B C
Intersection Summary
HCM 2000 Control Delay 27.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 61.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 7: Coleman Ave Aviation Ave 05/26/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 22 0 47 9 0 11 258 1317 40 5 15 714 Future Volume (vph) 22 0 47 9 0 11 258 1317 40 5 15 714 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.98
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1406 1406 2330 1719 1538 3433 3539 1550 1719 4887 Flt Permitted 0.95 0.75 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1406 1109 2330 1810 1538 3433 3539 1550 1719 4887 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 25 0 53 10 0 12 292 1489 45 6 17 807
RTOR Reduction (vph) 0 0 0 0 11 0 0 0 12 0 0 16
Lane Group Flow (vph) 12 13 53 10 1 0 292 1489 33 0 23 945 Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 22% 22% 22% 5% 5% 5% 2% 2% 2% 5% 5% 3% Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 6.7 6.7 10.4 2.3 6.0 18.1 101.7 101.7 5.0 88.6 Effective Green, g (s) 6.7 6.7 10.4 2.3 6.0 18.1 101.7 101.7 5.0 88.6 Actuated g/C Ratio 0.05 0.05 0.07 0.02 0.04 0.13 0.73 0.73 0.04 0.63 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 67 53 173 29 65 443 2570 1125 61 3092 v/s Ratio Prot 0.01 c0.02 0.00 c0.09 c0.42 0.01 0.19
v/s Ratio Perm 0.01 c0.01 0.02
v/c Ratio 0.18 0.25 0.31 0.34 0.01 0.66 0.58 0.03 0.38 0.31 Uniform Delay, d1 64.0 64.2 61.4 68.1 64.2 58.0 9.0 5.4 66.0 11.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.86 1.34 1.00 0.68 2.32 Incremental Delay, d2 1.8 3.3 1.0 9.5 0.1 3.6 0.9 0.0 4.4 0.2 Delay (s) 65.8 67.5 62.4 77.6 64.2 53.3 13.0 5.4 49.3 27.4 Level of Service E E E E E D B A D C
Approach Delay (s) 63.8 70.3 19.3 27.9
Approach LOS E E B C
Intersection Summary
HCM 2000 Control Delay 23.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.57
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 7: Coleman Ave Aviation Ave 05/26/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 136
Future Volume (vph) 136
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 104%
Adj. Flow (vph) 154
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 8: Coleman Ave Earthquakes Wy 05/26/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 6 25 12 41 1700 766 4
Future Volume (vph) 6 25 12 41 1700 766 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.90 0.85 1.00 1.00 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3168 1427 3400 5036 4982
Flt Permitted 0.98 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3168 1427 3400 5036 4982
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 7 28 14 46 1922 866 5
RTOR Reduction (vph) 13 13 00000
Lane Group Flow (vph) 8 1 0 60 1922 871 0
Confl. Peds. (#/hr) 1 1
Heavy Vehicles (%) 3% 3% 3% 3% 3% 4% 7%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 11.0 11.0 7.1 118.7 105.9
Effective Green, g (s) 11.0 11.0 7.1 118.7 105.9
Actuated g/C Ratio 0.08 0.08 0.05 0.85 0.76
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 248 112 172 4269 3768
v/s Ratio Prot c0.00 0.02 c0.38 0.17
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.35 0.45 0.23
Uniform Delay, d1 59.6 59.5 64.2 2.6 5.0
Progression Factor 1.00 1.00 1.33 0.12 0.86
Incremental Delay, d2 0.1 0.0 1.3 0.3 0.1
Delay (s) 59.7 59.5 87.0 0.6 4.5
Level of Service E E F A A
Approach Delay (s) 59.6 3.2 4.5
Approach LOS E A A
Intersection Summary
HCM 2000 Control Delay 4.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 51.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 11: Coleman Ave Newhall Dr/Fire Sta. 05/26/2023
AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 0 160 1 1 0 223 1652 3 0 718 66 Future Volume (vph) 76 0 160 1 1 0 223 1652 3 0 718 66
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 4.0 5.7 5.7 5.7
Lane Util. Factor 1.00 0.88 1.00 1.00 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1750 2760 1805 1900 3433 5084 4958
Flt Permitted 0.76 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1395 2760 1900 1900 3433 5084 4958
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 86 0 181 1 1 0 252 1867 3 0 812 75
RTOR Reduction (vph) 0 0 134 000000050
Lane Group Flow (vph) 0 86 47 1 1 0 252 1870 0 0 882 0
Confl. Peds. (#/hr) 1 1 2 2
Heavy Vehicles (%) 3% 3% 3% 0% 0% 0% 2% 2% 2% 5% 3% 5%
Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 15.4 41.2 1.4 7.6 15.6 103.3 82.0 Effective Green, g (s) 15.4 36.2 1.4 7.6 15.6 103.3 82.0 Actuated g/C Ratio 0.11 0.26 0.01 0.05 0.11 0.74 0.59
Clearance Time (s) 4.0 4.0 4.0 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 3.0 3.0 5.0 5.0
Lane Grp Cap (vph) 153 713 19 103 382 3751 2903
v/s Ratio Prot c0.02 0.00 c0.07 c0.37 0.18
v/s Ratio Perm c0.06 c0.00
v/c Ratio 0.56 0.07 0.05 0.01 0.66 0.50 0.30
Uniform Delay, d1 59.1 39.1 68.6 62.6 59.7 7.6 14.6
Progression Factor 1.00 1.00 1.00 1.00 1.21 0.57 0.29
Incremental Delay, d2 5.6 0.0 1.2 0.0 3.8 0.4 0.3
Delay (s) 64.7 39.2 69.8 62.7 76.1 4.8 4.5
Level of Service E D E E E A A
Approach Delay (s) 47.4 66.2 13.2 4.5
Approach LOS D E B A
Intersection Summary
HCM 2000 Control Delay 13.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 AM Peak Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 11 149 0 658 0 1203 336 232 600 28 Future Volume (vph) 0 0 11 149 0 658 0 1203 336 232 600 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 0.99
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1454 3467 2814 5204 1620 3367 4901
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1454 3467 2814 5204 1620 3367 4901
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 0 0 12 168 0 744 0 1360 380 262 678 32
RTOR Reduction (vph) 0 0 12 0 0 453 0 0 95 0 2 0
Lane Group Flow (vph) 0 0 0 168 0 291 0 1360 285 262 708 0 Confl. Peds. (#/hr) 1 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 4% 5% 5%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 2.9 13.9 22.0 84.6 84.6 18.0 108.3 Effective Green, g (s) 2.9 13.9 22.0 84.6 84.6 18.0 108.3 Actuated g/C Ratio 0.02 0.10 0.16 0.60 0.60 0.13 0.77
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 30 344 442 3144 978 432 3791
v/s Ratio Prot 0.05 c0.10 c0.26 c0.08 0.14
v/s Ratio Perm 0.00 0.18
v/c Ratio 0.01 0.49 0.66 0.43 0.29 0.61 0.19
Uniform Delay, d1 67.1 59.7 55.5 14.8 13.3 57.7 4.2
Progression Factor 1.00 1.00 1.00 0.81 0.81 0.98 0.82
Incremental Delay, d2 0.1 1.1 3.5 0.3 0.5 3.5 0.1
Delay (s) 67.3 60.8 59.0 12.3 11.2 60.0 3.5
Level of Service E E E B B E A
Approach Delay (s) 67.3 59.3 12.1 18.8
Approach LOS EEBB
Intersection Summary
HCM 2000 Control Delay 25.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 AM Peak Synchro 11 Report
KIE Page 7
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background AM 52: Brokaw Rd Costco 05/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 1 83 0 41 50 214 0 0 141 211 5 3
Future Volume (vph) 1 83 0 41 50 214 0 0 141 211 5 3
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.88 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1796 1598 1770 1558 1611 1774
Flt Permitted 0.54 1.00 0.70 1.00 1.00 0.95
Satd. Flow (perm) 1028 1598 1297 1558 1611 1774
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 1 94 0 46 57 242 0 0 159 239 6 3
RTOR Reduction (vph) 0 0 0 0 115 0 0 147 0 0 1 0
Lane Group Flow (vph) 1 94 0 46 184 0 0 12 0 0 247 0
Confl. Peds. (#/hr) 4 4 1
Heavy Vehicles (%) 0% 7% 2% 2% 8% 4% 2% 2% 2% 2% 2% 2%
Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 36.6 36.6 36.6 36.6 5.5 14.4
Effective Green, g (s) 36.6 36.6 36.6 36.6 5.5 14.4
Actuated g/C Ratio 0.52 0.52 0.52 0.52 0.08 0.21
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 537 835 678 814 126 364
v/s Ratio Prot 0.06 c0.12 c0.01 c0.14
v/s Ratio Perm 0.00 0.04
v/c Ratio 0.00 0.11 0.07 0.23 0.10 0.68
Uniform Delay, d1 8.0 8.5 8.3 9.0 29.9 25.7
Progression Factor 1.00 1.00 0.31 1.11 1.00 1.00
Incremental Delay, d2 0.0 0.3 0.2 0.6 0.3 5.0
Delay (s) 8.0 8.7 2.7 10.6 30.3 30.6
Level of Service A A A B C C
Approach Delay (s) 8.7 9.6 30.3 30.6
Approach LOS A A C C
Intersection Summary
HCM 2000 Control Delay 19.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 49.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B AM 3: Coleman Ave Champions Wy 05/26/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 102 5 112 1188 881 6
Future Volume (veh/h) 102 5 112 1188 881 6
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1841 1856 1811
Adj Flow Rate, veh/h 115 6 127 1343 996 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 0 3 4 3 6
Cap, veh/h 144 270 155 4255 3727 26
Arrive On Green 0.08 0.08 0.12 1.00 0.48 0.48
Sat Flow, veh/h 1810 1610 1767 5191 5357 36
Grp Volume(v), veh/h 115 6 127 1343 648 355
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1675 1689 1849
Q Serve(g_s), s 8.7 0.4 9.8 0.0 16.0 16.0
Cycle Q Clear(g_c), s 8.7 0.4 9.8 0.0 16.0 16.0
Prop In Lane 1.00 1.00 1.00 0.02
Lane Grp Cap(c), veh/h 144 270 155 4255 2425 1328
V/C Ratio(X) 0.80 0.02 0.82 0.32 0.27 0.27
Avail Cap(c_a), veh/h 367 468 420 4255 2425 1328
HCM Platoon Ratio 1.00 1.00 1.33 1.33 0.67 0.67
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.98 0.98
Uniform Delay (d), s/veh 63.3 48.7 60.7 0.0 14.4 14.4
Incr Delay (d2), s/veh 13.2 0.0 13.8 0.2 0.3 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.6 0.2 4.8 0.1 6.8 7.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.5 48.7 74.5 0.2 14.6 14.9
LnGrp LOS E D E A B B
Approach Vol, veh/h 121 1470 1003
Approach Delay, s/veh 75.2 6.6 14.7
Approach LOS E A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 18.0 106.2 124.2 15.8
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 33.3 62.3 101.3 28.4
Max Q Clear Time (g_c+I1), s 11.8 18.0 2.0 10.7
Green Ext Time (p_c), s 0.6 23.8 54.8 0.5
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B
_____ "i 7' "i ;;; ttf+
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B AM 13: Coleman Ave Airport Blvd 05/26/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 56 141 1765 345 68 596
Future Volume (veh/h) 56 141 1765 345 68 596
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1856 1870 1826 1841
Adj Flow Rate, veh/h 63 159 1995 0 77 674
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 4 3 2 5 4
Cap, veh/h 407 242 4564 119 3993
Arrive On Green 0.12 0.12 1.00 0.00 0.07 1.00
Sat Flow, veh/h 3401 1560 6643 1585 3374 5191
Grp Volume(v), veh/h 63 159 1995 0 77 674
Grp Sat Flow(s),veh/h/ln 1700 1560 1596 1585 1687 1675
Q Serve(g_s), s 2.3 13.4 0.0 0.0 3.1 0.0
Cycle Q Clear(g_c), s 2.3 13.4 0.0 0.0 3.1 0.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 407 242 4564 119 3993
V/C Ratio(X) 0.15 0.66 0.44 0.65 0.17
Avail Cap(c_a), veh/h 1045 534 4564 260 3993
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 0.71 0.00 1.00 1.00
Uniform Delay (d), s/veh 55.3 55.7 0.0 0.0 64.2 0.0
Incr Delay (d2), s/veh 0.2 4.3 0.2 0.0 5.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 11.7 0.1 0.0 1.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.5 59.9 0.2 0.0 70.0 0.1
LnGrp LOS E E A E A
Approach Vol, veh/h 222 1995 751
Approach Delay, s/veh 58.7 0.2 7.3
Approach LOS E A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 116.9 23.1 11.1 105.8
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 85.0 43.0 10.8 68.0
Max Q Clear Time (g_c+I1), s 2.0 15.4 5.1 2.0
Green Ext Time (p_c), s 22.0 1.3 0.1 60.0
Intersection Summary
HCM 6th Ctrl Delay 6.4
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B AM 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 254 332 1740 0 0 660
Future Volume (veh/h) 254 332 1740 0 0 660
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1796 1796 1870 0 0 1841
Adj Flow Rate, veh/h 287 375 1967 0 0 746
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 7 7 2 0 0 4
Cap, veh/h 928 426 3285 0 0 3233
Arrive On Green 0.28 0.28 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3319 1522 5443 0 0 5356
Grp Volume(v), veh/h 287 375 1967 0 0 746
Grp Sat Flow(s),veh/h/ln 1659 1522 1702 0 0 1675
Q Serve(g_s), s 9.5 33.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 9.5 33.0 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 928 426 3285 0 0 3233
V/C Ratio(X) 0.31 0.88 0.60 0.00 0.00 0.23
Avail Cap(c_a), veh/h 1278 586 3285 0 0 3233
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.99
Uniform Delay (d), s/veh 39.8 48.2 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.3 12.7 0.8 0.0 0.0 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.9 13.9 0.2 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.0 60.9 0.8 0.0 0.0 0.2
LnGrp LOS D E A A A A
Approach Vol, veh/h 662 1967 746
Approach Delay, s/veh 51.9 0.8 0.2
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 95.8 44.2 95.8
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 75.3 53.9 75.3
Max Q Clear Time (g_c+I1), s 2.0 35.0 2.0
Green Ext Time (p_c), s 20.2 4.2 65.5
Intersection Summary
HCM 6th Ctrl Delay 10.7
HCM 6th LOS B
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B AM 17: Coleman Ave Hedding St 05/26/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 244 181 99 58 246 299 81 994 47 148 447 150 Future Volume (veh/h) 244 181 99 58 246 299 81 994 47 148 447 150 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 276 205 112 66 278 0 92 1124 53 167 505 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 325 372 194 84 422 188 1927 91 214 2651
Arrive On Green 0.10 0.17 0.17 0.05 0.12 0.00 0.11 0.57 0.57 0.13 1.00 0.00 Sat Flow, veh/h 3401 2210 1154 1753 3589 0 1753 3400 160 3401 5191 0 Grp Volume(v), veh/h 276 160 157 66 278 0 92 578 599 167 505 0 Grp Sat Flow(s),veh/h/ln 1700 1749 1616 1753 1749 0 1753 1749 1812 1700 1675 0 Q Serve(g_s), s 11.2 11.7 12.5 5.2 10.6 0.0 6.9 29.9 30.0 6.7 0.0 0.0 Cycle Q Clear(g_c), s 11.2 11.7 12.5 5.2 10.6 0.0 6.9 29.9 30.0 6.7 0.0 0.0 Prop In Lane 1.00 0.71 1.00 0.00 1.00 0.09 1.00 0.00
Lane Grp Cap(c), veh/h 325 294 272 84 422 188 991 1027 214 2651 V/C Ratio(X) 0.85 0.54 0.58 0.79 0.66 0.49 0.58 0.58 0.78 0.19 Avail Cap(c_a), veh/h 362 431 398 154 797 188 991 1027 275 2651 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.98 0.98 0.00 Uniform Delay (d), s/veh 62.3 53.3 53.6 65.9 58.8 0.0 58.9 19.6 19.6 60.3 0.0 0.0 Incr Delay (d2), s/veh 15.9 1.6 1.9 14.7 1.8 0.0 8.9 2.5 2.4 10.3 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 5.3 5.2 2.7 4.8 0.0 3.5 12.3 12.8 3.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.2 54.9 55.6 80.6 60.6 0.0 67.8 22.1 22.1 70.6 0.2 0.0 LnGrp LOS E D E F E E C C E A
Approach Vol, veh/h 593 344 1269 672
Approach Delay, s/veh 65.9 64.4 25.4 17.7
Approach LOS E E C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.0 79.5 18.5 22.0 14.5 85.1 11.8 28.6 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 15.0 57.3 14.9 31.9 11.3 60.3 12.3 34.5 Max Q Clear Time (g_c+I1), s 8.9 2.0 13.2 12.6 8.7 32.0 7.2 14.5 Green Ext Time (p_c), s 0.1 9.5 0.2 1.0 0.1 18.9 0.1 3.1 Intersection Summary
HCM 6th Ctrl Delay 36.6
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 2: Coleman Ave Brokaw Rd 05/26/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 274 22 148 26 6 19 217 1070 161 18 477 32 Future Volume (vph) 274 22 148 26 6 19 217 1070 161 18 477 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1573 1588 1495 1715 1751 1615 1703 4890 1626 4673 1416 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1573 1588 1495 1715 1751 1615 1703 4890 1626 4673 1416 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 310 25 167 29 7 21 245 1210 182 20 539 36 RTOR Reduction (vph) 0 0 98 0 0 20 0 9 0 0 0 20
Lane Group Flow (vph) 167 168 69 18 18 1 245 1383 0 20 539 16 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 9% 9% 8% 0% 0% 0% 6% 4% 4% 11% 11% 11% Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 19.4 19.4 57.8 4.9 4.9 4.9 32.2 88.1 4.4 60.3 60.3 Effective Green, g (s) 19.4 19.4 57.8 4.9 4.9 4.9 32.2 88.1 4.4 60.3 60.3 Actuated g/C Ratio 0.14 0.14 0.41 0.04 0.04 0.04 0.23 0.63 0.03 0.43 0.43 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 217 220 617 60 61 56 391 3077 51 2012 609 v/s Ratio Prot c0.11 0.11 0.05 c0.01 0.01 0.00 c0.14 c0.28 0.01 0.12 v/s Ratio Perm 0.01
v/c Ratio 0.77 0.76 0.11 0.30 0.30 0.01 0.63 0.45 0.39 0.27 0.03 Uniform Delay, d1 58.1 58.1 25.3 65.9 65.9 65.2 48.5 13.4 66.5 25.6 22.9 Progression Factor 1.05 1.05 1.43 1.00 1.00 1.00 1.14 0.31 1.00 1.00 1.00 Incremental Delay, d2 13.2 12.6 0.0 1.0 1.0 0.0 2.6 0.5 1.8 0.3 0.1 Delay (s) 74.3 73.7 36.3 66.9 66.9 65.2 58.0 4.7 68.3 26.0 23.0 Level of Service E E D E E E E A E C C
Approach Delay (s) 61.5 66.3 12.6 27.2
Approach LOS E E B C
Intersection Summary
HCM 2000 Control Delay 25.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 62.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 7: Coleman Ave Aviation Ave 05/26/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 22 0 47 9 0 11 258 1321 40 5 15 718 Future Volume (vph) 22 0 47 9 0 11 258 1321 40 5 15 718 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.98
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1406 1406 2330 1719 1538 3433 3505 1550 1719 4887 Flt Permitted 0.95 0.75 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1406 1109 2330 1810 1538 3433 3505 1550 1719 4887 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 25 0 53 10 0 12 292 1493 45 6 17 812
RTOR Reduction (vph) 0 0 0 0 11 0 0 0 12 0 0 16
Lane Group Flow (vph) 12 13 53 10 1 0 292 1493 33 0 23 950 Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 22% 22% 22% 5% 5% 5% 2% 3% 2% 5% 5% 3% Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 6.7 6.7 10.4 2.3 6.0 18.1 101.7 101.7 5.0 88.6 Effective Green, g (s) 6.7 6.7 10.4 2.3 6.0 18.1 101.7 101.7 5.0 88.6 Actuated g/C Ratio 0.05 0.05 0.07 0.02 0.04 0.13 0.73 0.73 0.04 0.63 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 67 53 173 29 65 443 2546 1125 61 3092 v/s Ratio Prot 0.01 c0.02 0.00 c0.09 c0.43 0.01 0.19
v/s Ratio Perm 0.01 c0.01 0.02
v/c Ratio 0.18 0.25 0.31 0.34 0.01 0.66 0.59 0.03 0.38 0.31 Uniform Delay, d1 64.0 64.2 61.4 68.1 64.2 58.0 9.1 5.4 66.0 11.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.05 0.81 1.00 0.69 2.31 Incremental Delay, d2 1.8 3.3 1.0 9.5 0.1 3.6 0.9 0.0 4.4 0.3 Delay (s) 65.8 67.5 62.4 77.6 64.2 64.3 8.3 5.4 49.8 27.3 Level of Service E E E E E E A A D C
Approach Delay (s) 63.8 70.3 17.2 27.9
Approach LOS E E B C
Intersection Summary
HCM 2000 Control Delay 22.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 7: Coleman Ave Aviation Ave 05/26/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 136
Future Volume (vph) 136
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 104%
Adj. Flow (vph) 154
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 8: Coleman Ave Earthquakes Wy 05/26/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 6 25 12 41 1704 770 4
Future Volume (vph) 6 25 12 41 1704 770 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.90 0.85 1.00 1.00 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3168 1427 3400 5036 4982
Flt Permitted 0.98 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3168 1427 3400 5036 4982
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 7 28 14 46 1926 870 5
RTOR Reduction (vph) 13 13 00000
Lane Group Flow (vph) 8 1 0 60 1926 875 0
Confl. Peds. (#/hr) 1 1
Heavy Vehicles (%) 3% 3% 3% 3% 3% 4% 7%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 11.0 11.0 7.1 118.7 105.9
Effective Green, g (s) 11.0 11.0 7.1 118.7 105.9
Actuated g/C Ratio 0.08 0.08 0.05 0.85 0.76
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 248 112 172 4269 3768
v/s Ratio Prot c0.00 0.02 c0.38 0.18
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.35 0.45 0.23
Uniform Delay, d1 59.6 59.5 64.2 2.6 5.0
Progression Factor 1.00 1.00 1.15 0.08 0.26
Incremental Delay, d2 0.1 0.0 1.3 0.3 0.1
Delay (s) 59.7 59.5 75.4 0.5 1.4
Level of Service E E E A A
Approach Delay (s) 59.6 2.8 1.4
Approach LOS E A A
Intersection Summary
HCM 2000 Control Delay 3.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 11: Coleman Ave Newhall Dr/Fire Sta. 05/26/2023
AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 0 170 1 1 0 233 1656 3 0 722 66 Future Volume (vph) 76 0 170 1 1 0 233 1656 3 0 722 66
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 4.0 5.7 5.7 5.7
Lane Util. Factor 1.00 0.88 1.00 1.00 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1750 2584 1805 1900 3273 5084 4958
Flt Permitted 0.76 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1395 2584 1900 1900 3273 5084 4958
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 86 0 192 1 1 0 263 1872 3 0 816 75
RTOR Reduction (vph) 0 0 141 000000050
Lane Group Flow (vph) 0 86 51 1 1 0 263 1875 0 0 886 0
Confl. Peds. (#/hr) 1 1 2 2
Heavy Vehicles (%) 3% 3% 10% 0% 0% 0% 7% 2% 2% 5% 3% 5% Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 15.4 42.5 1.4 7.6 16.9 103.3 80.7 Effective Green, g (s) 15.4 37.5 1.4 7.6 16.9 103.3 80.7 Actuated g/C Ratio 0.11 0.27 0.01 0.05 0.12 0.74 0.58
Clearance Time (s) 4.0 4.0 4.0 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 3.0 3.0 5.0 5.0
Lane Grp Cap (vph) 153 692 19 103 395 3751 2857
v/s Ratio Prot c0.02 0.00 c0.08 c0.37 0.18
v/s Ratio Perm c0.06 c0.00
v/c Ratio 0.56 0.07 0.05 0.01 0.67 0.50 0.31
Uniform Delay, d1 59.1 38.3 68.6 62.6 58.9 7.6 15.3
Progression Factor 1.00 1.00 1.00 1.00 1.10 0.63 0.15
Incremental Delay, d2 5.6 0.0 1.2 0.0 3.9 0.4 0.3
Delay (s) 64.7 38.3 69.8 62.7 68.3 5.2 2.6
Level of Service E D E E E A A
Approach Delay (s) 46.5 66.2 13.0 2.6
Approach LOS D E B A
Intersection Summary
HCM 2000 Control Delay 13.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 AM Peak Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 11 149 0 658 0 1203 336 246 600 28 Future Volume (vph) 0 0 11 149 0 658 0 1203 336 246 600 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 0.99
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1454 3467 2814 5204 1620 3242 4901
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1454 3467 2814 5204 1620 3242 4901
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 0 0 12 168 0 744 0 1360 380 278 678 32
RTOR Reduction (vph) 0 0 12 0 0 490 0 0 94 0 2 0
Lane Group Flow (vph) 0 0 0 168 0 254 0 1360 286 278 708 0 Confl. Peds. (#/hr) 1 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 8% 5% 5%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 2.5 13.0 20.7 84.8 84.8 19.1 109.6 Effective Green, g (s) 2.5 13.0 20.7 84.8 84.8 19.1 109.6 Actuated g/C Ratio 0.02 0.09 0.15 0.61 0.61 0.14 0.78
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 25 321 416 3152 981 442 3836
v/s Ratio Prot 0.05 c0.09 c0.26 c0.09 0.14
v/s Ratio Perm 0.00 0.18
v/c Ratio 0.01 0.52 0.61 0.43 0.29 0.63 0.18
Uniform Delay, d1 67.5 60.5 55.9 14.7 13.2 57.1 3.9
Progression Factor 1.00 1.00 1.00 0.65 0.59 0.98 1.33
Incremental Delay, d2 0.1 1.5 2.6 0.3 0.5 3.9 0.1
Delay (s) 67.7 62.1 58.5 9.9 8.3 59.6 5.2
Level of Service E E E A A E A
Approach Delay (s) 67.7 59.2 9.6 20.6
Approach LOS E E A C
Intersection Summary
HCM 2000 Control Delay 25.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 AM Peak Synchro 11 Report
KIE Page 7
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B AM 52: Brokaw Rd Costco 05/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 1 87 0 41 54 214 0 0 141 211 5 3
Future Volume (vph) 1 87 0 41 54 214 0 0 141 211 5 3
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.88 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1796 1541 1770 1543 1611 1774
Flt Permitted 0.54 1.00 0.69 1.00 1.00 0.95
Satd. Flow (perm) 1021 1541 1292 1543 1611 1774
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 1 98 0 46 61 242 0 0 159 239 6 3
RTOR Reduction (vph) 0 0 0 0 115 0 0 147 0 0 1 0
Lane Group Flow (vph) 1 98 0 46 188 0 0 12 0 0 247 0
Confl. Peds. (#/hr) 4 4 1
Heavy Vehicles (%) 0% 11% 2% 2% 14% 4% 2% 2% 2% 2% 2% 2% Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 36.6 36.6 36.6 36.6 5.5 14.4
Effective Green, g (s) 36.6 36.6 36.6 36.6 5.5 14.4
Actuated g/C Ratio 0.52 0.52 0.52 0.52 0.08 0.21
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 533 805 675 806 126 364
v/s Ratio Prot 0.06 c0.12 c0.01 c0.14
v/s Ratio Perm 0.00 0.04
v/c Ratio 0.00 0.12 0.07 0.23 0.10 0.68
Uniform Delay, d1 8.0 8.5 8.3 9.1 29.9 25.7
Progression Factor 1.00 1.00 0.76 3.64 1.00 1.00
Incremental Delay, d2 0.0 0.3 0.2 0.6 0.3 5.0
Delay (s) 8.0 8.8 6.5 33.6 30.3 30.6
Level of Service A A A C C C
Approach Delay (s) 8.8 30.0 30.3 30.6
Approach LOS A C C C
Intersection Summary
HCM 2000 Control Delay 27.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 50.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B AM 3: Coleman Ave Champions Wy 05/26/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 102 5 112 1193 886 6
Future Volume (veh/h) 102 5 112 1193 886 6
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1841 1841 1811
Adj Flow Rate, veh/h 115 6 127 1349 1002 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 0 3 4 4 6
Cap, veh/h 144 268 154 4255 3702 26
Arrive On Green 0.08 0.08 0.17 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5191 5314 36
Grp Volume(v), veh/h 115 6 127 1349 652 357
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1675 1675 1834
Q Serve(g_s), s 8.7 0.4 9.7 0.0 0.0 0.0
Cycle Q Clear(g_c), s 8.7 0.4 9.7 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.02
Lane Grp Cap(c), veh/h 144 268 154 4255 2409 1319
V/C Ratio(X) 0.80 0.02 0.83 0.32 0.27 0.27
Avail Cap(c_a), veh/h 367 467 408 4255 2409 1319
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.97 0.97
Uniform Delay (d), s/veh 63.3 48.8 56.8 0.0 0.0 0.0
Incr Delay (d2), s/veh 13.2 0.0 14.5 0.2 0.3 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.6 0.2 4.6 0.1 0.1 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.5 48.8 71.3 0.2 0.3 0.5
LnGrp LOS E D E A A A
Approach Vol, veh/h 121 1476 1009
Approach Delay, s/veh 75.2 6.3 0.3
Approach LOS E A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 17.9 106.4 124.2 15.8
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 32.3 63.3 101.3 28.4
Max Q Clear Time (g_c+I1), s 11.7 2.0 2.0 10.7
Green Ext Time (p_c), s 0.6 28.2 55.1 0.5
Intersection Summary
HCM 6th Ctrl Delay 7.2
HCM 6th LOS A
_____ "i 7' "i ;;; ttf+
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B AM 13: Coleman Ave Airport Blvd 05/26/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 56 141 1785 345 68 616
Future Volume (veh/h) 56 141 1785 345 68 616
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1870 1826 1781
Adj Flow Rate, veh/h 63 159 2018 0 77 696
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 4 4 2 5 8
Cap, veh/h 407 242 4526 120 3864
Arrive On Green 0.12 0.12 1.00 0.00 0.04 0.79
Sat Flow, veh/h 3401 1560 6590 1585 3374 5024
Grp Volume(v), veh/h 63 159 2018 0 77 696
Grp Sat Flow(s),veh/h/ln 1700 1560 1583 1585 1687 1621
Q Serve(g_s), s 2.3 13.4 0.0 0.0 3.2 4.8
Cycle Q Clear(g_c), s 2.3 13.4 0.0 0.0 3.2 4.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 407 242 4526 120 3864
V/C Ratio(X) 0.15 0.66 0.45 0.64 0.18
Avail Cap(c_a), veh/h 1045 535 4526 260 3864
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.68 0.00 1.00 1.00
Uniform Delay (d), s/veh 55.3 55.6 0.0 0.0 66.6 3.4
Incr Delay (d2), s/veh 0.2 4.3 0.2 0.0 5.6 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 11.7 0.1 0.0 1.4 1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.5 59.9 0.2 0.0 72.3 3.5
LnGrp LOS E E A E A
Approach Vol, veh/h 222 2018 773
Approach Delay, s/veh 58.6 0.2 10.4
Approach LOS E A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 116.9 23.1 11.2 105.8
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 85.0 43.0 10.8 68.0
Max Q Clear Time (g_c+I1), s 6.8 15.4 5.2 2.0
Green Ext Time (p_c), s 22.8 1.3 0.1 60.4
Intersection Summary
HCM 6th Ctrl Delay 7.1
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B AM 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 254 352 1740 0 0 640
Future Volume (veh/h) 254 352 1740 0 0 640
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1796 1722 1870 0 0 1796
Adj Flow Rate, veh/h 287 398 1967 0 0 723
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 7 12 2 0 0 7
Cap, veh/h 1014 446 3152 0 0 3027
Arrive On Green 0.31 0.31 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3319 1459 5443 0 0 5227
Grp Volume(v), veh/h 287 398 1967 0 0 723
Grp Sat Flow(s),veh/h/ln 1659 1459 1702 0 0 1635
Q Serve(g_s), s 9.2 36.5 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 9.2 36.5 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1014 446 3152 0 0 3027
V/C Ratio(X) 0.28 0.89 0.62 0.00 0.00 0.24
Avail Cap(c_a), veh/h 1349 593 3152 0 0 3027
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.99
Uniform Delay (d), s/veh 37.0 46.4 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.2 14.1 0.9 0.0 0.0 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.8 14.8 0.3 0.0 0.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.2 60.6 0.9 0.0 0.0 0.2
LnGrp LOS D E A A A A
Approach Vol, veh/h 685 1967 723
Approach Delay, s/veh 50.8 0.9 0.2
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 92.1 47.9 92.1
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 72.3 56.9 72.3
Max Q Clear Time (g_c+I1), s 2.0 38.5 2.0
Green Ext Time (p_c), s 19.3 4.3 63.1
Intersection Summary
HCM 6th Ctrl Delay 10.9
HCM 6th LOS B
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B AM 17: Coleman Ave Hedding St 05/26/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 244 181 99 58 246 299 81 994 47 148 447 150 Future Volume (veh/h) 244 181 99 58 246 299 81 994 47 148 447 150 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 276 205 112 66 278 0 92 1124 53 167 505 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 325 372 194 84 422 188 1924 91 217 2651
Arrive On Green 0.10 0.17 0.17 0.05 0.12 0.00 0.11 0.57 0.57 0.04 0.35 0.00 Sat Flow, veh/h 3401 2210 1154 1753 3589 0 1753 3400 160 3401 5191 0 Grp Volume(v), veh/h 276 160 157 66 278 0 92 578 599 167 505 0 Grp Sat Flow(s),veh/h/ln 1700 1749 1616 1753 1749 0 1753 1749 1812 1700 1675 0 Q Serve(g_s), s 11.2 11.7 12.5 5.2 10.6 0.0 6.9 30.0 30.0 6.8 9.8 0.0 Cycle Q Clear(g_c), s 11.2 11.7 12.5 5.2 10.6 0.0 6.9 30.0 30.0 6.8 9.8 0.0 Prop In Lane 1.00 0.71 1.00 0.00 1.00 0.09 1.00 0.00
Lane Grp Cap(c), veh/h 325 294 272 84 422 188 990 1025 217 2651 V/C Ratio(X) 0.85 0.54 0.58 0.79 0.66 0.49 0.58 0.58 0.77 0.19 Avail Cap(c_a), veh/h 362 431 398 154 797 188 990 1025 275 2651 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.98 0.98 0.00 Uniform Delay (d), s/veh 62.3 53.3 53.6 65.9 58.8 0.0 58.9 19.7 19.7 66.0 24.5 0.0 Incr Delay (d2), s/veh 15.9 1.6 1.9 14.7 1.8 0.0 8.9 2.5 2.4 9.6 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 5.3 5.2 2.7 4.8 0.0 3.5 12.4 12.8 3.3 4.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.2 54.9 55.6 80.6 60.6 0.0 67.8 22.2 22.1 75.6 24.7 0.0 LnGrp LOS E D E F E E C C E C
Approach Vol, veh/h 593 344 1269 672
Approach Delay, s/veh 65.9 64.4 25.5 37.4
Approach LOS E E C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.0 79.5 18.5 22.0 14.6 84.9 11.8 28.6 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 15.0 57.3 14.9 31.9 11.3 60.3 12.3 34.5 Max Q Clear Time (g_c+I1), s 8.9 11.8 13.2 12.6 8.8 32.0 7.2 14.5 Green Ext Time (p_c), s 0.1 9.1 0.2 1.0 0.1 18.9 0.1 3.1 Intersection Summary
HCM 6th Ctrl Delay 41.2
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 2: Coleman Ave Brokaw Rd 05/26/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 274 22 153 26 6 19 222 1070 161 18 477 32 Future Volume (vph) 274 22 153 26 6 19 222 1070 161 18 477 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1573 1588 1455 1715 1751 1615 1671 4890 1626 4673 1416 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1573 1588 1455 1715 1751 1615 1671 4890 1626 4673 1416 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 310 25 173 29 7 21 251 1210 182 20 539 36 RTOR Reduction (vph) 0 0 99 0 0 20 0 9 0 0 0 21
Lane Group Flow (vph) 167 168 74 18 18 1 251 1383 0 20 539 15 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 9% 9% 11% 0% 0% 0% 8% 4% 4% 11% 11% 11% Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 19.4 19.4 59.7 4.9 4.9 4.9 34.1 88.1 4.4 58.4 58.4 Effective Green, g (s) 19.4 19.4 59.7 4.9 4.9 4.9 34.1 88.1 4.4 58.4 58.4 Actuated g/C Ratio 0.14 0.14 0.43 0.04 0.04 0.04 0.24 0.63 0.03 0.42 0.42 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 217 220 620 60 61 56 407 3077 51 1949 590 v/s Ratio Prot c0.11 0.11 0.05 c0.01 0.01 0.00 c0.15 c0.28 0.01 0.12 v/s Ratio Perm 0.01
v/c Ratio 0.77 0.76 0.12 0.30 0.30 0.01 0.62 0.45 0.39 0.28 0.03 Uniform Delay, d1 58.1 58.1 24.3 65.9 65.9 65.2 47.1 13.4 66.5 26.9 24.0 Progression Factor 0.87 0.87 2.29 1.00 1.00 1.00 1.26 0.54 1.00 1.00 1.00 Incremental Delay, d2 13.2 12.7 0.0 1.0 1.0 0.0 2.3 0.5 1.8 0.4 0.1 Delay (s) 63.8 63.2 55.5 66.9 66.9 65.2 61.8 7.7 68.3 27.2 24.1 Level of Service E E E E E E E A E C C
Approach Delay (s) 60.8 66.3 16.0 28.4
Approach LOS E E B C
Intersection Summary
HCM 2000 Control Delay 27.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 62.5% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 7: Coleman Ave Aviation Ave 05/26/2023
AM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 22 0 47 9 0 11 258 1326 40 5 15 723 Future Volume (vph) 22 0 47 9 0 11 258 1326 40 5 15 723 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 0.98
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1406 1406 2330 1719 1538 3433 3505 1550 1719 4849 Flt Permitted 0.95 0.75 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1406 1109 2330 1810 1538 3433 3505 1550 1719 4849 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 25 0 53 10 0 12 292 1499 45 6 17 817
RTOR Reduction (vph) 0 0 0 0 11 0 0 0 12 0 0 16
Lane Group Flow (vph) 12 13 53 10 1 0 292 1499 33 0 23 955 Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 22% 22% 22% 5% 5% 5% 2% 3% 2% 5% 5% 4% Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 6.7 6.7 10.4 2.3 6.0 18.0 101.7 101.7 5.0 88.7 Effective Green, g (s) 6.7 6.7 10.4 2.3 6.0 18.0 101.7 101.7 5.0 88.7 Actuated g/C Ratio 0.05 0.05 0.07 0.02 0.04 0.13 0.73 0.73 0.04 0.63 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 67 53 173 29 65 441 2546 1125 61 3072 v/s Ratio Prot 0.01 c0.02 0.00 c0.09 c0.43 0.01 0.20
v/s Ratio Perm 0.01 c0.01 0.02
v/c Ratio 0.18 0.25 0.31 0.34 0.01 0.66 0.59 0.03 0.38 0.31 Uniform Delay, d1 64.0 64.2 61.4 68.1 64.2 58.1 9.2 5.4 66.0 11.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.30 0.31 1.00 0.82 0.78 Incremental Delay, d2 1.8 3.3 1.0 9.5 0.1 3.7 0.9 0.0 4.4 0.3 Delay (s) 65.8 67.5 62.4 77.6 64.2 79.1 3.8 5.4 58.3 9.4 Level of Service E E E E E E A A E A
Approach Delay (s) 63.8 70.3 15.8 10.5
Approach LOS E E B B
Intersection Summary
HCM 2000 Control Delay 15.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 64.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 7: Coleman Ave Aviation Ave 05/26/2023
AM Peak Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 136
Future Volume (vph) 136
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 104%
Adj. Flow (vph) 154
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 3
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 8: Coleman Ave Earthquakes Wy 05/26/2023
AM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 6 25 12 41 1709 775 4
Future Volume (vph) 6 25 12 41 1709 775 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.90 0.85 1.00 1.00 1.00
Flt Protected 0.98 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3168 1427 3400 4988 4935
Flt Permitted 0.98 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3168 1427 3400 4988 4935
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 7 28 14 46 1932 876 5
RTOR Reduction (vph) 13 13 00000
Lane Group Flow (vph) 8 1 0 60 1932 881 0
Confl. Peds. (#/hr) 1 1
Heavy Vehicles (%) 3% 3% 3% 3% 4% 5% 7%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 11.0 11.0 7.1 118.7 105.9
Effective Green, g (s) 11.0 11.0 7.1 118.7 105.9
Actuated g/C Ratio 0.08 0.08 0.05 0.85 0.76
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 248 112 172 4229 3732
v/s Ratio Prot c0.00 0.02 c0.39 0.18
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.35 0.46 0.24
Uniform Delay, d1 59.6 59.5 64.2 2.6 5.1
Progression Factor 1.00 1.00 1.27 0.29 1.14
Incremental Delay, d2 0.1 0.0 1.3 0.3 0.1
Delay (s) 59.7 59.5 82.7 1.1 5.9
Level of Service E E F A A
Approach Delay (s) 59.6 3.5 5.9
Approach LOS E A A
Intersection Summary
HCM 2000 Control Delay 4.9 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.44
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 11: Coleman Ave Newhall Dr/Fire Sta. 05/26/2023
AM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 76 0 185 1 1 0 248 1661 3 0 727 66 Future Volume (vph) 76 0 185 1 1 0 248 1661 3 0 727 66
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 4.0 5.7 5.7 5.7
Lane Util. Factor 1.00 0.88 1.00 1.00 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1750 2389 1805 1900 3099 5035 4915
Flt Permitted 0.76 1.00 1.00 1.00 0.95 1.00 1.00
Satd. Flow (perm) 1395 2389 1900 1900 3099 5035 4915
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 86 0 209 1 1 0 280 1878 3 0 822 75
RTOR Reduction (vph) 0 0 149 000000050
Lane Group Flow (vph) 0 86 60 1 1 0 280 1881 0 0 892 0
Confl. Peds. (#/hr) 1 1 2 2
Heavy Vehicles (%) 3% 3% 19% 0% 0% 0% 13% 3% 2% 5% 4% 5% Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 15.4 45.2 1.4 7.6 19.6 103.3 78.0 Effective Green, g (s) 15.4 40.2 1.4 7.6 19.6 103.3 78.0 Actuated g/C Ratio 0.11 0.29 0.01 0.05 0.14 0.74 0.56
Clearance Time (s) 4.0 4.0 4.0 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 3.0 3.0 5.0 5.0
Lane Grp Cap (vph) 153 685 19 103 433 3715 2738
v/s Ratio Prot c0.03 0.00 c0.09 c0.37 0.18
v/s Ratio Perm c0.06 c0.00
v/c Ratio 0.56 0.09 0.05 0.01 0.65 0.51 0.33
Uniform Delay, d1 59.1 36.5 68.6 62.6 56.9 7.7 16.8
Progression Factor 1.00 1.00 1.00 1.00 1.23 0.44 0.95
Incremental Delay, d2 5.6 0.1 1.2 0.0 3.0 0.5 0.3
Delay (s) 64.7 36.5 69.8 62.7 72.8 3.8 16.3
Level of Service E D E E E A B
Approach Delay (s) 44.8 66.2 12.8 16.3
Approach LOS D E B B
Intersection Summary
HCM 2000 Control Delay 16.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 AM Peak Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 11 149 0 658 0 1203 336 266 600 28 Future Volume (vph) 0 0 11 149 0 658 0 1203 336 266 600 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 0.99
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1454 3467 2814 5204 1620 3045 4901
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1454 3467 2814 5204 1620 3045 4901
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 0 0 12 168 0 744 0 1360 380 301 678 32
RTOR Reduction (vph) 0 0 12 0 0 519 0 0 96 0 2 0
Lane Group Flow (vph) 0 0 0 168 0 225 0 1360 284 301 708 0 Confl. Peds. (#/hr) 1 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 15% 5% 5% Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 2.2 12.6 20.0 83.8 83.8 20.8 110.3 Effective Green, g (s) 2.2 12.6 20.0 83.8 83.8 20.8 110.3 Actuated g/C Ratio 0.02 0.09 0.14 0.60 0.60 0.15 0.79
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 22 312 402 3114 969 452 3861
v/s Ratio Prot 0.05 c0.08 c0.26 c0.10 0.14
v/s Ratio Perm 0.00 0.18
v/c Ratio 0.01 0.54 0.56 0.44 0.29 0.67 0.18
Uniform Delay, d1 67.8 60.9 55.9 15.3 13.7 56.3 3.7
Progression Factor 1.00 1.00 1.00 0.79 1.09 0.94 1.08
Incremental Delay, d2 0.2 1.8 1.7 0.3 0.5 4.8 0.1
Delay (s) 68.0 62.7 57.6 12.4 15.5 58.0 4.1
Level of Service E E E B B E A
Approach Delay (s) 68.0 58.5 13.1 20.1
Approach LOS E E B C
Intersection Summary
HCM 2000 Control Delay 26.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 AM Peak Synchro 11 Report
KIE Page 7
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B AM 52: Brokaw Rd Costco 05/30/2023
AM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 1 92 0 41 59 214 0 0 141 211 5 3
Future Volume (vph) 1 92 0 41 59 214 0 0 141 211 5 3
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.88 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1796 1474 1770 1523 1611 1774
Flt Permitted 0.53 1.00 0.69 1.00 1.00 0.95
Satd. Flow (perm) 1010 1474 1285 1523 1611 1774
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 1 104 0 46 67 242 0 0 159 239 6 3
RTOR Reduction (vph) 0 0 0 0 116 0 0 147 0 0 1 0
Lane Group Flow (vph) 1 104 0 46 193 0 0 12 0 0 247 0
Confl. Peds. (#/hr) 4 4 1
Heavy Vehicles (%) 0% 16% 2% 2% 21% 4% 2% 2% 2% 2% 2% 2% Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 36.5 36.5 36.5 36.5 5.5 14.5
Effective Green, g (s) 36.5 36.5 36.5 36.5 5.5 14.5
Actuated g/C Ratio 0.52 0.52 0.52 0.52 0.08 0.21
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 526 768 670 794 126 367
v/s Ratio Prot 0.07 c0.13 c0.01 c0.14
v/s Ratio Perm 0.00 0.04
v/c Ratio 0.00 0.14 0.07 0.24 0.10 0.67
Uniform Delay, d1 8.0 8.6 8.3 9.2 29.9 25.6
Progression Factor 1.00 1.00 1.05 1.66 1.00 1.00
Incremental Delay, d2 0.0 0.4 0.2 0.7 0.3 4.8
Delay (s) 8.0 9.0 8.9 15.9 30.3 30.4
Level of Service A A A B C C
Approach Delay (s) 9.0 15.0 30.3 30.4
Approach LOS A B C C
Intersection Summary
HCM 2000 Control Delay 21.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.34
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim MD at 3 Int 2: Coleman Ave Brokaw Rd 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 244 16 292 54 15 30 310 472 95 33 515 41 Future Volume (vph) 244 16 292 54 15 30 310 472 95 33 515 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.86 1.00 0.90 1.00 0.97 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1787 1587 1770 1659 1736 4843 1719 3438 1538 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1787 1587 1770 1659 1736 4843 1719 3438 1538 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 274 18 328 61 17 34 348 530 107 37 579 46 RTOR Reduction (vph) 0 275 0 0 30 0 0 18 0 0 0 35
Lane Group Flow (vph) 274 71 0 61 21 0 348 619 0 37 579 11 Confl. Peds. (#/hr) 4 6 6 4 1 1
Heavy Vehicles (%) 1% 1% 1% 2% 2% 2% 4% 4% 4% 5% 5% 5%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 11.8 17.7 8.1 13.2 35.0 56.9 4.9 26.8 26.8 Effective Green, g (s) 11.8 17.7 8.1 13.2 35.0 56.9 4.9 26.8 26.8 Actuated g/C Ratio 0.11 0.16 0.07 0.12 0.32 0.52 0.04 0.24 0.24 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 191 255 130 199 552 2505 76 837 374
v/s Ratio Prot c0.15 0.03 c0.20 0.13 0.02 c0.17
v/s Ratio Perm c0.04 0.01 0.01
v/c Ratio 1.43 0.28 0.47 0.11 0.63 0.25 0.49 0.69 0.03
Uniform Delay, d1 49.1 40.5 48.9 43.1 32.0 14.7 51.3 37.8 31.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 222.8 0.2 1.0 0.1 2.1 0.2 1.8 4.7 0.1 Delay (s) 271.9 40.8 49.9 43.2 34.0 14.9 53.1 42.5 31.8 Level of Service F D D D C B D D C
Approach Delay (s) 142.9 46.8 21.7 42.4
Approach LOS F D C D
Intersection Summary
HCM 2000 Control Delay 60.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim MD at 3 Int 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 97 0 346 1 0 0 388 845 2 6 790 139 Future Volume (vph) 97 0 346 1 0 0 388 845 2 6 790 139
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1764 2787 1805 3400 5034 1736 4860
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1406 2787 1900 3400 5034 1736 4860
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 101 0 360 1 0 0 404 880 2 6 823 145
RTOR Reduction (vph) 0 0 193 0 0 0 0 0 0 0 15 0
Lane Group Flow (vph) 0 101 167 1 0 0 404 882 0 6 953 0 Confl. Peds. (#/hr) 5 5 11 11
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 2% 2% 2% 0% 0% 0% 3% 3% 3% 4% 4% 4%
Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 11.0 29.3 0.7 9.7 47.8 0.7 38.1
Effective Green, g (s) 11.0 24.3 0.7 9.7 47.8 0.7 38.1
Actuated g/C Ratio 0.13 0.29 0.01 0.12 0.57 0.01 0.46
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 185 811 15 394 2881 14 2217
v/s Ratio Prot c0.06 c0.12 0.18 0.00 c0.20
v/s Ratio Perm c0.07 c0.00
v/c Ratio 0.55 0.21 0.07 1.03 0.31 0.43 0.43
Uniform Delay, d1 33.9 22.3 41.1 36.9 9.3 41.2 15.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.1 0.1 1.9 52.0 0.3 19.7 0.6
Delay (s) 38.0 22.5 43.0 88.9 9.5 60.9 16.0
Level of Service D C D F A E B
Approach Delay (s) 25.9 43.0 34.5 16.2
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 26.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 83.5 Sum of lost time (s) 20.4 Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Interim MD at 3 Int 52: Brokaw Rd Costco 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 7 38 16 340 516 7
Future Volume (Veh/h) 7 38 16 340 516 7
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 8 45 19 400 607 8
Pedestrians 2 7
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 1
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 426 87 28
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 426 87 28
tC, single (s) 4.2 6.4 6.2
tC, 2 stage (s)
tF (s) 2.3 3.5 3.3
p0 queue free % 99 33 99
cM capacity (veh/h) 1090 904 1041
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 53 19 400 615
Volume Left 8 0 0 607
Volume Right 0 0 400 8
cSH 1090 1700 1700 905
Volume to Capacity 0.01 0.01 0.24 0.68
Queue Length 95th (ft) 1 0 0 138
Control Delay (s) 1.3 0.0 0.0 17.0
Lane LOS A C
Approach Delay (s) 1.3 0.0 17.0
Approach LOS C
Intersection Summary
Average Delay 9.7
Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B MD at 3 Int 2: Coleman Ave Brokaw Rd 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 244 16 296 54 15 30 314 472 95 33 515 41 Future Volume (vph) 244 16 296 54 15 30 314 472 95 33 515 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.86 1.00 0.90 1.00 0.97 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1787 1558 1770 1659 1770 4843 1719 3438 1538 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1787 1558 1770 1659 1770 4843 1719 3438 1538 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 274 18 333 61 17 34 353 530 107 37 579 46 RTOR Reduction (vph) 0 279 0 0 30 0 0 18 0 0 0 35
Lane Group Flow (vph) 274 72 0 61 21 0 353 619 0 37 579 11 Confl. Peds. (#/hr) 4 6 6 4 1 1
Heavy Vehicles (%) 1% 1% 3% 2% 2% 2% 2% 4% 4% 5% 5% 5%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 11.8 17.7 8.1 13.2 34.7 56.9 4.9 27.1 27.1 Effective Green, g (s) 11.8 17.7 8.1 13.2 34.7 56.9 4.9 27.1 27.1 Actuated g/C Ratio 0.11 0.16 0.07 0.12 0.32 0.52 0.04 0.25 0.25 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 191 250 130 199 558 2505 76 846 378
v/s Ratio Prot c0.15 0.03 c0.20 0.13 0.02 c0.17
v/s Ratio Perm c0.05 0.01 0.01
v/c Ratio 1.43 0.29 0.47 0.11 0.63 0.25 0.49 0.68 0.03
Uniform Delay, d1 49.1 40.6 48.9 43.1 32.2 14.7 51.3 37.6 31.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 222.8 0.2 1.0 0.1 2.1 0.2 1.8 4.5 0.1 Delay (s) 271.9 40.8 49.9 43.2 34.3 14.9 53.1 42.0 31.6 Level of Service F D D D C B D D C
Approach Delay (s) 142.2 46.8 21.8 41.9
Approach LOS F D C D
Intersection Summary
HCM 2000 Control Delay 60.0 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 82.8% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B MD at 3 Int 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 97 0 356 1 0 0 398 849 2 6 794 139 Future Volume (vph) 97 0 356 1 0 0 398 849 2 6 794 139
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1764 2707 1805 3400 4939 1736 4821
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1406 2707 1900 3400 4939 1736 4821
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 101 0 371 1 0 0 415 884 2 6 827 145
RTOR Reduction (vph) 0 0 193 0 0 0 0 0 0 0 15 0
Lane Group Flow (vph) 0 101 178 1 0 0 415 886 0 6 957 0 Confl. Peds. (#/hr) 5 5 11 11
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 2% 2% 5% 0% 0% 0% 3% 5% 3% 4% 5% 4%
Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 11.0 29.3 0.7 9.7 47.8 0.7 38.1
Effective Green, g (s) 11.0 24.3 0.7 9.7 47.8 0.7 38.1
Actuated g/C Ratio 0.13 0.29 0.01 0.12 0.57 0.01 0.46
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 185 787 15 394 2827 14 2199
v/s Ratio Prot c0.07 c0.12 0.18 0.00 c0.20
v/s Ratio Perm c0.07 c0.00
v/c Ratio 0.55 0.23 0.07 1.05 0.31 0.43 0.44
Uniform Delay, d1 33.9 22.5 41.1 36.9 9.3 41.2 15.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.1 0.1 1.9 60.0 0.3 19.7 0.6
Delay (s) 38.0 22.6 43.0 96.9 9.6 60.9 16.0
Level of Service D C D F A E B
Approach Delay (s) 25.9 43.0 37.5 16.3
Approach LOS C D D B
Intersection Summary
HCM 2000 Control Delay 28.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 83.5 Sum of lost time (s) 20.4 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B MD at 3 Int 52: Brokaw Rd Costco 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 7 42 20 340 516 7
Future Volume (Veh/h) 7 42 20 340 516 7
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 8 49 24 400 607 8
Pedestrians 2 7
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 1
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 431 96 33
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 431 96 33
tC, single (s) 4.2 6.4 6.2
tC, 2 stage (s)
tF (s) 2.3 3.5 3.3
p0 queue free % 99 32 99
cM capacity (veh/h) 1085 893 1034
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 57 24 400 615
Volume Left 8 0 0 607
Volume Right 0 0 400 8
cSH 1085 1700 1700 895
Volume to Capacity 0.01 0.01 0.24 0.69
Queue Length 95th (ft) 1 0 0 142
Control Delay (s) 1.2 0.0 0.0 17.4
Lane LOS A C
Approach Delay (s) 1.2 0.0 17.4
Approach LOS C
Intersection Summary
Average Delay 9.8
Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B MD at 3 Int 2: Coleman Ave Brokaw Rd 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 244 16 301 54 15 30 319 472 95 33 515 41 Future Volume (vph) 244 16 301 54 15 30 319 472 95 33 515 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.86 1.00 0.90 1.00 0.97 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1787 1529 1770 1659 1752 4843 1719 3438 1538 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1787 1529 1770 1659 1752 4843 1719 3438 1538 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 274 18 338 61 17 34 358 530 107 37 579 46 RTOR Reduction (vph) 0 284 0 0 30 0 0 18 0 0 0 35
Lane Group Flow (vph) 274 72 0 61 21 0 358 619 0 37 579 11 Confl. Peds. (#/hr) 4 6 6 4 1 1
Heavy Vehicles (%) 1% 1% 5% 2% 2% 2% 3% 4% 4% 5% 5% 5%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 11.8 17.7 8.1 13.2 35.9 56.9 4.9 25.9 25.9 Effective Green, g (s) 11.8 17.7 8.1 13.2 35.9 56.9 4.9 25.9 25.9 Actuated g/C Ratio 0.11 0.16 0.07 0.12 0.33 0.52 0.04 0.24 0.24 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 191 246 130 199 571 2505 76 809 362
v/s Ratio Prot c0.15 0.03 c0.20 0.13 0.02 c0.17
v/s Ratio Perm c0.05 0.01 0.01
v/c Ratio 1.43 0.29 0.47 0.11 0.63 0.25 0.49 0.72 0.03
Uniform Delay, d1 49.1 40.6 48.9 43.1 31.4 14.7 51.3 38.7 32.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 222.8 0.2 1.0 0.1 1.9 0.2 1.8 5.4 0.2 Delay (s) 271.9 40.9 49.9 43.2 33.2 14.9 53.1 44.0 32.5 Level of Service F D D D C B D D C
Approach Delay (s) 141.4 46.8 21.5 43.7
Approach LOS F D C D
Intersection Summary
HCM 2000 Control Delay 60.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 83.4% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B MD at 3 Int 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 97 0 371 1 0 0 413 854 2 6 799 139 Future Volume (vph) 97 0 371 1 0 0 413 854 2 6 799 139
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1764 2632 1805 3273 4939 1736 4821
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1406 2632 1900 3273 4939 1736 4821
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 101 0 386 1 0 0 430 890 2 6 832 145
RTOR Reduction (vph) 0 0 191 0 0 0 0 0 0 0 15 0
Lane Group Flow (vph) 0 101 195 1 0 0 430 892 0 6 962 0 Confl. Peds. (#/hr) 5 5 11 11
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 2% 2% 8% 0% 0% 0% 7% 5% 3% 4% 5% 4%
Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 10.4 29.7 0.7 10.7 48.7 0.7 38.0
Effective Green, g (s) 10.4 24.7 0.7 10.7 48.7 0.7 38.0 Actuated g/C Ratio 0.12 0.29 0.01 0.13 0.58 0.01 0.45
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 174 775 15 417 2870 14 2186
v/s Ratio Prot c0.07 c0.13 0.18 0.00 c0.20
v/s Ratio Perm c0.07 c0.00
v/c Ratio 0.58 0.25 0.07 1.03 0.31 0.43 0.44
Uniform Delay, d1 34.6 22.5 41.2 36.5 9.0 41.4 15.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.7 0.2 1.9 52.3 0.3 19.7 0.6
Delay (s) 40.4 22.7 43.1 88.9 9.3 61.1 16.3
Level of Service D C D F A E B
Approach Delay (s) 26.3 43.1 35.1 16.6
Approach LOS C D D B
Intersection Summary
HCM 2000 Control Delay 27.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 83.8 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B MD at 3 Int 52: Brokaw Rd Costco 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 7 47 25 340 516 7
Future Volume (Veh/h) 7 47 25 340 516 7
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Hourly flow rate (vph) 8 55 29 400 607 8
Pedestrians 2 7
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 1
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 436 107 38
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 436 107 38
tC, single (s) 4.2 6.4 6.2
tC, 2 stage (s)
tF (s) 2.3 3.5 3.3
p0 queue free % 99 31 99
cM capacity (veh/h) 1080 880 1028
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 63 29 400 615
Volume Left 8 0 0 607
Volume Right 0 0 400 8
cSH 1080 1700 1700 882
Volume to Capacity 0.01 0.02 0.24 0.70
Queue Length 95th (ft) 1 0 0 147
Control Delay (s) 1.1 0.0 0.0 17.9
Lane LOS A C
Approach Delay (s) 1.1 0.0 17.9
Approach LOS C
Intersection Summary
Average Delay 10.0
Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background MD at 3 Int 2: Coleman Ave Brokaw Rd 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 414 16 333 54 15 30 273 586 95 33 685 41 Future Volume (vph) 414 16 333 54 15 30 273 586 95 33 685 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1698 1708 1583 1681 1720 1583 1736 4868 1719 4940 1538 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1698 1708 1583 1681 1720 1583 1736 4868 1719 4940 1538 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 474 18 382 62 17 34 313 672 109 38 785 47 RTOR Reduction (vph) 0 0 48 0 0 33 0 17 0 0 0 35
Lane Group Flow (vph) 246 246 334 39 40 1 313 764 0 38 785 12 Confl. Peds. (#/hr) 4 6 6 4 1 1
Heavy Vehicles (%) 1% 1% 2% 2% 2% 2% 4% 4% 4% 5% 5% 5%
Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 18.6 18.6 43.8 3.8 3.8 3.8 19.0 38.6 3.6 23.2 23.2 Effective Green, g (s) 18.6 18.6 43.8 3.8 3.8 3.8 19.0 38.6 3.6 23.2 23.2 Actuated g/C Ratio 0.21 0.21 0.50 0.04 0.04 0.04 0.22 0.44 0.04 0.26 0.26 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 359 361 789 72 74 68 375 2140 70 1305 406 v/s Ratio Prot c0.14 0.14 0.21 0.02 c0.02 0.00 c0.18 0.16 0.02 c0.16 v/s Ratio Perm 0.01
v/c Ratio 0.69 0.68 0.42 0.54 0.54 0.02 0.83 0.36 0.54 0.60 0.03 Uniform Delay, d1 31.9 31.9 14.0 41.1 41.1 40.2 32.9 16.3 41.3 28.3 24.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.3 4.2 0.1 4.4 4.3 0.0 14.5 0.0 4.5 0.5 0.0 Delay (s) 36.2 36.1 14.1 45.5 45.4 40.3 47.4 16.4 45.8 28.8 24.0 Level of Service D D B D D D D B D C C
Approach Delay (s) 26.5 43.9 25.3 29.3
Approach LOS CDCC
Intersection Summary
HCM 2000 Control Delay 27.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 87.8 Sum of lost time (s) 23.2 Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background MD at 3 Int 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 97 0 346 1 0 0 388 1056 2 6 1142 139 Future Volume (vph) 97 0 346 1 0 0 388 1056 2 6 1142 139 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1764 2787 1805 3400 5035 1736 4937
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1406 2787 1900 3400 5035 1736 4937
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 103 0 368 1 0 0 412 1122 2 6 1213 148
RTOR Reduction (vph) 0 0 178 000000090
Lane Group Flow (vph) 0 103 190 1 0 0 412 1124 0 6 1352 0 Confl. Peds. (#/hr) 5 5 11 11
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 2% 2% 2% 0% 0% 0% 3% 3% 3% 4% 3% 4%
Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 10.4 29.7 0.7 10.7 48.7 0.7 38.0
Effective Green, g (s) 10.4 24.7 0.7 10.7 48.7 0.7 38.0 Actuated g/C Ratio 0.12 0.29 0.01 0.13 0.58 0.01 0.45
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 174 821 15 434 2926 14 2238
v/s Ratio Prot c0.07 c0.12 0.22 0.00 c0.27
v/s Ratio Perm c0.07 c0.00
v/c Ratio 0.59 0.23 0.07 0.95 0.38 0.43 0.60
Uniform Delay, d1 34.7 22.4 41.2 36.3 9.5 41.4 17.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 6.2 0.1 1.9 30.2 0.4 19.7 1.2
Delay (s) 40.9 22.5 43.1 66.5 9.8 61.1 18.5
Level of Service D C D E A E B
Approach Delay (s) 26.5 43.1 25.0 18.6
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 22.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 83.8 Sum of lost time (s) 20.4 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background MD at 3 Int 52: Brokaw Rd Costco 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 112 0 42 34 340 0 0 147 516 0 7
Future Volume (vph) 8 112 0 42 34 340 0 0 147 516 0 7
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.86 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1648 1644 1771 1577 1627 1789
Flt Permitted 0.23 1.00 0.67 1.00 1.00 0.95
Satd. Flow (perm) 391 1644 1252 1577 1627 1789
Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 10 134 0 50 41 408 0 0 176 619 0 8
RTOR Reduction (vph) 0 0 0 0 287 0 0 160 0 0 49 0
Lane Group Flow (vph) 10 134 0 50 162 0 0 16 0 0 578 0
Confl. Peds. (#/hr) 7 6 6 7 2 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 9% 4% 9% 1% 0% 1% 33% 33% 1% 1% 0% 1% Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 19.0 19.0 19.0 19.0 5.8 25.8
Effective Green, g (s) 19.0 19.0 19.0 19.0 5.8 25.8
Actuated g/C Ratio 0.30 0.30 0.30 0.30 0.09 0.40
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 115 487 371 467 147 720
v/s Ratio Prot 0.08 c0.10 c0.01 c0.32
v/s Ratio Perm 0.03 0.04
v/c Ratio 0.09 0.28 0.13 0.35 0.11 0.80
Uniform Delay, d1 16.3 17.3 16.5 17.7 26.8 16.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.5 1.4 0.8 2.0 0.3 6.5
Delay (s) 17.8 18.7 17.3 19.7 27.1 23.4
Level of Service B B B B C C
Approach Delay (s) 18.6 19.5 27.1 23.4
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 22.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 64.1 Sum of lost time (s) 13.5 Intersection Capacity Utilization 74.1% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B MD at 3 Int 2: Coleman Ave Brokaw Rd 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 414 16 337 54 15 30 277 586 95 33 685 41 Future Volume (vph) 414 16 337 54 15 30 277 586 95 33 685 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1698 1708 1568 1681 1720 1583 1770 4868 1719 4940 1538 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1698 1708 1568 1681 1720 1583 1770 4868 1719 4940 1538 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 474 18 386 62 17 34 317 672 109 38 785 47 RTOR Reduction (vph) 0 0 48 0 0 33 0 17 0 0 0 35
Lane Group Flow (vph) 246 246 338 39 40 1 317 764 0 38 785 12 Confl. Peds. (#/hr) 4 6 6 4 1 1
Heavy Vehicles (%) 1% 1% 3% 2% 2% 2% 2% 4% 4% 5% 5% 5%
Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 18.6 18.6 43.8 3.8 3.8 3.8 19.0 38.6 3.6 23.2 23.2 Effective Green, g (s) 18.6 18.6 43.8 3.8 3.8 3.8 19.0 38.6 3.6 23.2 23.2 Actuated g/C Ratio 0.21 0.21 0.50 0.04 0.04 0.04 0.22 0.44 0.04 0.26 0.26 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 359 361 782 72 74 68 383 2140 70 1305 406 v/s Ratio Prot c0.14 0.14 0.22 0.02 c0.02 0.00 c0.18 0.16 0.02 c0.16 v/s Ratio Perm 0.01
v/c Ratio 0.69 0.68 0.43 0.54 0.54 0.02 0.83 0.36 0.54 0.60 0.03 Uniform Delay, d1 31.9 31.9 14.1 41.1 41.1 40.2 32.8 16.3 41.3 28.3 24.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.3 4.2 0.1 4.4 4.3 0.0 13.4 0.0 4.5 0.5 0.0 Delay (s) 36.2 36.1 14.2 45.5 45.4 40.3 46.2 16.4 45.8 28.8 24.0 Level of Service D D B D D D D B D C C
Approach Delay (s) 26.5 43.9 25.0 29.3
Approach LOS CDCC
Intersection Summary
HCM 2000 Control Delay 27.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 87.8 Sum of lost time (s) 23.2 Intersection Capacity Utilization 67.5% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B MD at 3 Int 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 97 0 356 1 0 0 398 1060 2 6 1146 139 Future Volume (vph) 97 0 356 1 0 0 398 1060 2 6 1146 139 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1764 2707 1805 3400 4986 1736 4937
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1406 2707 1900 3400 4986 1736 4937
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 103 0 378 1 0 0 423 1126 2 6 1218 148
RTOR Reduction (vph) 0 0 178 000000090
Lane Group Flow (vph) 0 103 200 1 0 0 423 1128 0 6 1357 0 Confl. Peds. (#/hr) 5 5 11 11
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 2% 2% 5% 0% 0% 0% 3% 4% 3% 4% 3% 4%
Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 10.4 29.7 0.7 10.7 48.7 0.7 38.0
Effective Green, g (s) 10.4 24.7 0.7 10.7 48.7 0.7 38.0 Actuated g/C Ratio 0.12 0.29 0.01 0.13 0.58 0.01 0.45
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 174 797 15 434 2897 14 2238
v/s Ratio Prot c0.07 c0.12 0.23 0.00 c0.27
v/s Ratio Perm c0.07 c0.00
v/c Ratio 0.59 0.25 0.07 0.97 0.39 0.43 0.61
Uniform Delay, d1 34.7 22.5 41.2 36.4 9.5 41.4 17.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 6.2 0.2 1.9 36.3 0.4 19.7 1.2
Delay (s) 40.9 22.7 43.1 72.7 9.9 61.1 18.5
Level of Service D C D E A E B
Approach Delay (s) 26.6 43.1 27.0 18.7
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 23.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 83.8 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B MD at 3 Int 52: Brokaw Rd Costco 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 116 0 42 38 340 0 0 147 516 0 7
Future Volume (vph) 8 116 0 42 38 340 0 0 147 516 0 7
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.87 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1648 1598 1771 1563 1627 1789
Flt Permitted 0.22 1.00 0.67 1.00 1.00 0.95
Satd. Flow (perm) 379 1598 1246 1563 1627 1789
Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 10 139 0 50 46 408 0 0 176 619 0 8
RTOR Reduction (vph) 0 0 0 0 287 0 0 160 0 0 49 0
Lane Group Flow (vph) 10 139 0 50 167 0 0 16 0 0 578 0
Confl. Peds. (#/hr) 7 6 6 7 2 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 9% 7% 9% 1% 11% 1% 33% 33% 1% 1% 0% 1% Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 19.0 19.0 19.0 19.0 5.8 25.8
Effective Green, g (s) 19.0 19.0 19.0 19.0 5.8 25.8
Actuated g/C Ratio 0.30 0.30 0.30 0.30 0.09 0.40
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 112 473 369 463 147 720
v/s Ratio Prot 0.09 c0.11 c0.01 c0.32
v/s Ratio Perm 0.03 0.04
v/c Ratio 0.09 0.29 0.14 0.36 0.11 0.80
Uniform Delay, d1 16.3 17.4 16.5 17.8 26.8 16.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.6 1.6 0.8 2.2 0.3 6.5
Delay (s) 17.9 19.0 17.3 19.9 27.1 23.4
Level of Service B B B B C C
Approach Delay (s) 18.9 19.7 27.1 23.4
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 22.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 64.1 Sum of lost time (s) 13.5 Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B MD at 3 Int 2: Coleman Ave Brokaw Rd 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 414 16 342 54 15 30 282 586 95 33 685 41 Future Volume (vph) 414 16 342 54 15 30 282 586 95 33 685 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1698 1708 1553 1681 1720 1583 1736 4868 1719 4940 1538 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1698 1708 1553 1681 1720 1583 1736 4868 1719 4940 1538 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 474 18 392 62 17 34 323 672 109 38 785 47 RTOR Reduction (vph) 0 0 48 0 0 33 0 17 0 0 0 35
Lane Group Flow (vph) 246 246 344 39 40 1 323 764 0 38 785 12 Confl. Peds. (#/hr) 4 6 6 4 1 1
Heavy Vehicles (%) 1% 1% 4% 2% 2% 2% 4% 4% 4% 5% 5% 5%
Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 18.6 18.6 43.8 3.8 3.8 3.8 19.0 38.6 3.6 23.2 23.2 Effective Green, g (s) 18.6 18.6 43.8 3.8 3.8 3.8 19.0 38.6 3.6 23.2 23.2 Actuated g/C Ratio 0.21 0.21 0.50 0.04 0.04 0.04 0.22 0.44 0.04 0.26 0.26 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 359 361 774 72 74 68 375 2140 70 1305 406 v/s Ratio Prot c0.14 0.14 0.22 0.02 c0.02 0.00 c0.19 0.16 0.02 c0.16 v/s Ratio Perm 0.01
v/c Ratio 0.69 0.68 0.44 0.54 0.54 0.02 0.86 0.36 0.54 0.60 0.03 Uniform Delay, d1 31.9 31.9 14.2 41.1 41.1 40.2 33.1 16.3 41.3 28.3 24.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.3 4.2 0.1 4.4 4.3 0.0 17.8 0.0 4.5 0.5 0.0 Delay (s) 36.2 36.1 14.3 45.5 45.4 40.3 50.9 16.4 45.8 28.8 24.0 Level of Service D D B D D D D B D C C
Approach Delay (s) 26.5 43.9 26.5 29.3
Approach LOS CDCC
Intersection Summary
HCM 2000 Control Delay 28.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 87.8 Sum of lost time (s) 23.2 Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B MD at 3 Int 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 97 0 361 1 0 0 413 1065 2 6 1151 139 Future Volume (vph) 97 0 361 1 0 0 413 1065 2 6 1151 139 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1764 2608 1805 3273 4986 1736 4895
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1406 2608 1900 3273 4986 1736 4895
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 103 0 384 1 0 0 439 1132 2 6 1223 148
RTOR Reduction (vph) 0 0 177 000000090
Lane Group Flow (vph) 0 103 207 1 0 0 439 1134 0 6 1362 0 Confl. Peds. (#/hr) 5 5 11 11
Confl. Bikes (#/hr) 1 2
Heavy Vehicles (%) 2% 2% 9% 0% 0% 0% 7% 4% 3% 4% 4% 4%
Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 9.6 29.9 0.7 11.7 49.7 0.7 38.0
Effective Green, g (s) 9.6 24.9 0.7 11.7 49.7 0.7 38.0
Actuated g/C Ratio 0.11 0.30 0.01 0.14 0.59 0.01 0.45
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 160 773 15 455 2950 14 2214
v/s Ratio Prot c0.08 c0.13 0.23 0.00 c0.28
v/s Ratio Perm c0.07 c0.00
v/c Ratio 0.64 0.27 0.07 0.96 0.38 0.43 0.62
Uniform Delay, d1 35.6 22.6 41.3 35.9 9.1 41.5 17.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 9.5 0.2 1.9 33.0 0.4 19.7 1.3
Delay (s) 45.1 22.8 43.2 68.9 9.4 61.2 18.7
Level of Service D C D E A E B
Approach Delay (s) 27.5 43.2 26.0 18.9
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 23.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 84.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B MD at 3 Int 52: Brokaw Rd Costco 05/30/2023
Weekday Mid-Day Synchro 11 Report
KIE Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 121 0 42 43 340 0 0 147 516 0 7
Future Volume (vph) 8 121 0 42 43 340 0 0 147 516 0 7
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.87 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1648 1541 1771 1548 1627 1789
Flt Permitted 0.21 1.00 0.66 1.00 1.00 0.95
Satd. Flow (perm) 365 1541 1239 1548 1627 1789
Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 10 145 0 50 52 408 0 0 176 619 0 8
RTOR Reduction (vph) 0 0 0 0 287 0 0 160 0 0 49 0
Lane Group Flow (vph) 10 145 0 50 173 0 0 16 0 0 578 0
Confl. Peds. (#/hr) 7 6 6 7 2 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 9% 11% 9% 1% 21% 1% 33% 33% 1% 1% 0% 1% Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 19.0 19.0 19.0 19.0 5.9 25.8
Effective Green, g (s) 19.0 19.0 19.0 19.0 5.9 25.8
Actuated g/C Ratio 0.30 0.30 0.30 0.30 0.09 0.40
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 108 456 366 458 149 718
v/s Ratio Prot 0.09 c0.11 c0.01 c0.32
v/s Ratio Perm 0.03 0.04
v/c Ratio 0.09 0.32 0.14 0.38 0.11 0.80
Uniform Delay, d1 16.4 17.6 16.6 17.9 26.7 17.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.7 1.8 0.8 2.4 0.3 6.5
Delay (s) 18.1 19.4 17.4 20.3 27.1 23.5
Level of Service B B B C C C
Approach Delay (s) 19.3 20.0 27.1 23.5
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 22.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 64.2 Sum of lost time (s) 13.5 Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim PM 3: Coleman Ave Champions Wy 05/26/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 5 5 9 758 1914 6
Future Volume (veh/h) 5 5 9 758 1914 6
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1856 1885 1885
Adj Flow Rate, veh/h 5 5 10 814 2055 6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 0 0 3 3 1 1
Cap, veh/h 30 53 29 4582 3093 9
Arrive On Green 0.02 0.02 0.03 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5233 3758 11
Grp Volume(v), veh/h 5 5 10 814 1004 1057
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1689 1791 1883
Q Serve(g_s), s 0.4 0.4 0.7 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.4 0.4 0.7 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 30 53 29 4582 1512 1590
V/C Ratio(X) 0.17 0.10 0.35 0.18 0.66 0.66
Avail Cap(c_a), veh/h 145 155 126 4582 1512 1590
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.09 0.09
Uniform Delay (d), s/veh 63.1 61.0 62.2 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.8 1.1 9.9 0.1 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.2 0.4 0.0 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.9 62.1 72.1 0.1 0.2 0.2
LnGrp LOS E E E A A A
Approach Vol, veh/h 10 824 2061
Approach Delay, s/veh 64.5 1.0 0.2
Approach LOS E A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.8 115.5 123.3 6.7
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 9.3 94.3 109.3 10.4
Max Q Clear Time (g_c+I1), s 2.7 2.0 2.0 2.4
Green Ext Time (p_c), s 0.0 87.2 24.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 0.6
HCM 6th LOS A
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim PM 13: Coleman Ave Airport Blvd 05/26/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 90 927 269 87 1416
Future Volume (veh/h) 87 90 927 269 87 1416
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1811 1811 1870 1870 1885 1885
Adj Flow Rate, veh/h 96 100 1028 0 96 1570
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 6 6 2 2 1 1
Cap, veh/h 286 196 4712 147 4231
Arrive On Green 0.09 0.09 0.24 0.00 0.04 0.82
Sat Flow, veh/h 3346 1535 6696 1585 3483 5316
Grp Volume(v), veh/h 96 100 1028 0 96 1570
Grp Sat Flow(s),veh/h/ln 1673 1535 1609 1585 1742 1716
Q Serve(g_s), s 3.5 7.9 16.6 0.0 3.5 10.1
Cycle Q Clear(g_c), s 3.5 7.9 16.6 0.0 3.5 10.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 286 196 4712 147 4231
V/C Ratio(X) 0.34 0.51 0.22 0.65 0.37
Avail Cap(c_a), veh/h 1125 581 4712 316 4231
HCM Platoon Ratio 1.00 1.00 0.33 0.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.95 0.00 1.00 1.00
Uniform Delay (d), s/veh 56.0 52.9 19.5 0.0 61.3 3.0
Incr Delay (d2), s/veh 1.0 2.9 0.1 0.0 4.9 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 6.9 7.2 0.0 1.6 2.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.9 55.8 19.6 0.0 66.2 3.2
LnGrp LOS E E B E A
Approach Vol, veh/h 196 1028 1666
Approach Delay, s/veh 56.4 19.6 6.8
Approach LOS E B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 112.6 17.4 11.7 100.9
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 74.3 43.7 11.8 56.3
Max Q Clear Time (g_c+I1), s 12.1 9.9 5.5 18.6
Green Ext Time (p_c), s 52.4 1.2 0.1 22.6
Intersection Summary
HCM 6th Ctrl Delay 14.7
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim PM 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 329 258 928 0 0 1510
Future Volume (veh/h) 329 258 928 0 0 1510
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1870 0 0 1885
Adj Flow Rate, veh/h 350 274 986 0 0 1604
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 4 4 2 0 0 1
Cap, veh/h 521 239 3900 0 0 3931
Arrive On Green 0.15 0.15 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3401 1560 5443 0 0 5486
Grp Volume(v), veh/h 350 274 986 0 0 1604
Grp Sat Flow(s),veh/h/ln 1700 1560 1702 0 0 1716
Q Serve(g_s), s 12.6 19.9 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 12.6 19.9 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 521 239 3900 0 0 3931
V/C Ratio(X) 0.67 1.15 0.25 0.00 0.00 0.41
Avail Cap(c_a), veh/h 521 239 3900 0 0 3931
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.94
Uniform Delay (d), s/veh 52.0 55.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.8 103.8 0.2 0.0 0.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.6 14.6 0.1 0.0 0.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.8 158.9 0.2 0.0 0.0 0.3
LnGrp LOS E F A A A A
Approach Vol, veh/h 624 986 1604
Approach Delay, s/veh 101.0 0.2 0.3
Approach LOS F A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 105.0 25.0 105.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 99.3 19.9 99.3
Max Q Clear Time (g_c+I1), s 2.0 21.9 2.0
Green Ext Time (p_c), s 69.0 0.0 32.8
Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim PM 17: Coleman Ave Hedding St 05/26/2023
PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 143 347 123 73 272 369 81 668 52 213 1145 124 Future Volume (veh/h) 143 347 123 73 272 369 81 668 52 213 1145 124 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 160 389 138 82 305 0 91 749 58 239 1283 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 1 1 1 1 2 2 2 2 2 2
Cap, veh/h 221 521 182 103 701 151 1633 126 297 2530
Arrive On Green 0.06 0.20 0.20 0.06 0.20 0.00 0.08 0.49 0.49 0.17 0.99 0.00 Sat Flow, veh/h 3483 2587 905 1795 3676 0 1781 3341 259 3456 5274 0 Grp Volume(v), veh/h 160 268 259 82 305 0 91 398 409 239 1283 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1701 1795 1791 0 1781 1777 1823 1728 1702 0 Q Serve(g_s), s 5.9 18.2 18.7 5.9 9.7 0.0 6.4 19.2 19.2 8.6 0.6 0.0 Cycle Q Clear(g_c), s 5.9 18.2 18.7 5.9 9.7 0.0 6.4 19.2 19.2 8.6 0.6 0.0 Prop In Lane 1.00 0.53 1.00 0.00 1.00 0.14 1.00 0.00
Lane Grp Cap(c), veh/h 221 361 343 103 701 151 869 891 297 2530 V/C Ratio(X) 0.72 0.74 0.76 0.79 0.44 0.60 0.46 0.46 0.80 0.51 Avail Cap(c_a), veh/h 506 522 496 137 796 151 869 891 486 2530 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.94 0.94 0.00 Uniform Delay (d), s/veh 59.8 48.7 48.9 60.5 46.0 0.0 57.4 21.9 21.9 52.8 0.3 0.0 Incr Delay (d2), s/veh 4.5 3.3 4.0 20.4 0.4 0.0 16.6 1.7 1.7 4.8 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 8.4 8.3 3.2 4.4 0.0 3.5 8.2 8.4 3.6 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.2 52.0 52.9 80.9 46.4 0.0 74.0 23.6 23.6 57.6 1.0 0.0 LnGrp LOS E D D F D E C C E A
Approach Vol, veh/h 687 387 898 1522
Approach Delay, s/veh 55.2 53.7 28.7 9.9
Approach LOS E D C A
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 70.1 13.3 30.5 16.9 69.2 12.6 31.3 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 11.0 50.3 18.9 28.9 18.3 42.3 9.9 37.9 Max Q Clear Time (g_c+I1), s 8.4 2.6 7.9 11.7 10.6 21.2 7.9 20.7 Green Ext Time (p_c), s 0.0 28.8 0.4 1.1 0.5 10.7 0.0 5.1 Intersection Summary
HCM 6th Ctrl Delay 28.5
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 2: Coleman Ave Brokaw Rd 05/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 247 13 368 157 28 12 245 464 44 10 1282 50 Future Volume (vph) 247 13 368 157 28 12 245 464 44 10 1282 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.86 1.00 0.95 1.00 0.99 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 1601 1787 1787 1770 5008 1787 3574 1548 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 1601 1787 1787 1770 5008 1787 3574 1548 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 265 14 395 169 30 13 263 498 47 11 1376 54 RTOR Reduction (vph) 0 177 0 0 11 0 0 6 0 0 0 38
Lane Group Flow (vph) 265 232 0 169 32 0 263 539 0 11 1376 16 Confl. Peds. (#/hr) 4 3 3 4 4 2 2 4
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 2% 2% 2% 1% 1% 1%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 19.3 24.2 15.6 19.7 30.3 65.3 2.5 37.5 37.5 Effective Green, g (s) 19.3 24.2 15.6 19.7 30.3 65.3 2.5 37.5 37.5 Actuated g/C Ratio 0.15 0.19 0.12 0.15 0.23 0.50 0.02 0.29 0.29 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 267 298 214 270 412 2515 34 1030 446 v/s Ratio Prot c0.15 0.09 c0.15 0.11 0.01 c0.38
v/s Ratio Perm c0.15 0.02 0.01
v/c Ratio 0.99 0.78 0.79 0.12 0.64 0.21 0.32 1.34 0.03
Uniform Delay, d1 55.3 50.4 55.6 47.6 44.9 18.0 62.9 46.2 33.2 Progression Factor 1.00 1.00 1.00 1.00 0.77 0.46 1.00 1.00 1.00 Incremental Delay, d2 52.8 11.2 16.2 0.1 2.8 0.2 2.0 157.8 0.1 Delay (s) 108.1 61.5 71.8 47.7 37.5 8.5 64.9 204.1 33.4 Level of Service F E E D D A E F C
Approach Delay (s) 79.8 66.9 18.0 196.6
Approach LOS E E B F
Intersection Summary
HCM 2000 Control Delay 116.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.00
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 102.4% ICU Level of Service G Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 7: Coleman Ave Aviation Ave 05/26/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 17 0 12 40 0 10 3 675 15 49 14 1810 Future Volume (vph) 17 0 12 40 0 10 3 675 15 49 14 1810 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1665 1665 2760 1757 1583 3433 3539 1548 1787 5135 Flt Permitted 0.95 0.75 1.00 0.48 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1665 1315 2760 891 1583 3433 3539 1548 1787 5135 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 19 0 13 44 0 11 3 748 17 54 16 2007
RTOR Reduction (vph) 0 0 0 0 10 0 0 0 6 0 0 0
Lane Group Flow (vph) 9 10 13 44 1 0 3 748 11 0 70 2009 Confl. Peds. (#/hr) 3 3 1 1
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 2% 2% 2% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 6.2 6.2 4.1 8.3 6.2 1.4 87.5 87.5 9.5 95.6 Effective Green, g (s) 6.2 6.2 4.1 8.3 6.2 1.4 87.5 87.5 9.5 95.6 Actuated g/C Ratio 0.05 0.05 0.03 0.06 0.05 0.01 0.67 0.67 0.07 0.74 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 79 62 87 56 75 36 2382 1041 130 3776 v/s Ratio Prot 0.01 0.00 0.00 0.00 0.21 c0.04 c0.39
v/s Ratio Perm c0.01 c0.05 0.01
v/c Ratio 0.11 0.16 0.15 0.79 0.01 0.08 0.31 0.01 0.54 0.53 Uniform Delay, d1 59.3 59.4 61.3 60.0 59.0 63.7 8.8 7.0 58.1 7.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.21 0.89 1.00 1.04 0.78 Incremental Delay, d2 0.9 1.7 0.8 52.7 0.1 1.3 0.3 0.0 3.8 0.4 Delay (s) 60.1 61.1 62.1 112.7 59.0 78.1 8.2 7.0 64.4 6.3 Level of Service E E E F E E A A E A
Approach Delay (s) 61.2 102.0 8.5 8.2
Approach LOS E F A A
Intersection Summary
HCM 2000 Control Delay 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 7: Coleman Ave Aviation Ave 05/26/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement SBR
Lane Configurations
Traffic Volume (vph) 2
Future Volume (vph) 2
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 102%
Adj. Flow (vph) 2
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 8: Coleman Ave Earthquakes Wy 05/26/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 10 85 8 20 700 1859 5
Future Volume (vph) 10 85 8 20 700 1859 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.88 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3176 1455 3400 5036 5134
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3176 1455 3400 5036 5134
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 11 93 9 22 768 2039 5
RTOR Reduction (vph) 42 41 00000
Lane Group Flow (vph) 16 5 0 31 768 2044 0
Confl. Peds. (#/hr) 2 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1% 1% 3% 3% 3% 1% 1%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 13.0 13.0 4.7 106.7 96.3
Effective Green, g (s) 13.0 13.0 4.7 106.7 96.3
Actuated g/C Ratio 0.10 0.10 0.04 0.82 0.74
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 317 145 122 4133 3803
v/s Ratio Prot c0.00 0.01 c0.15 c0.40
v/s Ratio Perm 0.00
v/c Ratio 0.05 0.03 0.25 0.19 0.54
Uniform Delay, d1 52.9 52.8 60.9 2.5 7.3
Progression Factor 1.00 1.00 0.94 0.48 1.04
Incremental Delay, d2 0.1 0.1 1.3 0.1 0.5
Delay (s) 53.0 52.9 58.5 1.3 8.1
Level of Service D D E A A
Approach Delay (s) 53.0 3.5 8.1
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 8.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 11: Coleman Ave Newhall Dr/Fire Sta. 05/26/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 61 0 350 2 0 0 330 670 1 3 1851 144 Future Volume (vph) 61 0 350 2 0 0 330 670 1 3 1851 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 2814 1203 3433 5084 1787 5075
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1787 2814 1267 3433 5084 1787 5075
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 66 0 380 2 0 0 358 727 1 3 2009 156
RTOR Reduction (vph) 0 0 271 000000050
Lane Group Flow (vph) 0 66 109 2 0 0 358 728 0 3 2160 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 1% 50% 50% 50% 2% 2% 2% 1% 1% 1% Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 16.9 42.2 1.7 27.0 97.1 1.3 70.7
Effective Green, g (s) 16.9 37.2 1.7 27.0 97.1 1.3 70.7 Actuated g/C Ratio 0.13 0.29 0.01 0.21 0.75 0.01 0.54
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 232 805 16 713 3797 17 2760
v/s Ratio Prot 0.04 c0.10 0.14 0.00 c0.43
v/s Ratio Perm c0.04 0.00
v/c Ratio 0.28 0.14 0.12 0.50 0.19 0.18 0.78
Uniform Delay, d1 51.1 34.5 63.4 45.6 4.9 63.8 23.6
Progression Factor 1.00 1.00 1.00 1.10 0.63 0.94 0.60
Incremental Delay, d2 0.9 0.1 3.5 0.6 0.1 4.4 2.0
Delay (s) 52.0 34.5 66.9 50.7 3.2 64.1 16.1
Level of Service D C E D A E B
Approach Delay (s) 37.1 66.9 18.9 16.2
Approach LOS D E B B
Intersection Summary
HCM 2000 Control Delay 19.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 8 143 0 407 0 783 361 445 1327 13 Future Volume (vph) 0 0 8 143 0 407 0 783 361 445 1327 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 0.88 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1285 3467 2814 5307 1652 3467 5127
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1285 3467 2814 5307 1652 3467 5127
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 9 159 0 451 0 868 400 493 1471 14
RTOR Reduction (vph) 0 0 9 0 0 393 0 0 176 0 1 0
Lane Group Flow (vph) 0 0 0 159 0 58 0 868 224 493 1484 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.1 10.5 16.8 72.7 72.7 25.1 103.5 Effective Green, g (s) 1.1 10.5 16.8 72.7 72.7 25.1 103.5 Actuated g/C Ratio 0.01 0.08 0.13 0.56 0.56 0.19 0.80
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 10 280 363 2967 923 669 4081
v/s Ratio Prot c0.05 c0.02 0.16 c0.14 c0.29
v/s Ratio Perm 0.00 0.14
v/c Ratio 0.01 0.57 0.16 0.29 0.24 0.74 0.36
Uniform Delay, d1 63.9 57.6 50.3 15.1 14.6 49.3 3.8
Progression Factor 1.00 1.00 1.00 0.88 0.95 0.79 1.62
Incremental Delay, d2 0.3 2.6 0.2 0.2 0.5 4.7 0.2
Delay (s) 64.2 60.2 50.5 13.5 14.4 43.8 6.4
Level of Service E E D B B D A
Approach Delay (s) 64.2 53.1 13.8 15.7
Approach LOS E D B B
Intersection Summary
HCM 2000 Control Delay 21.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Interim PM 52: Brokaw Rd Costco 05/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 3 50 12 309 552 9
Future Volume (Veh/h) 3 50 12 309 552 9
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Hourly flow rate (vph) 3 55 13 339 605 10
Pedestrians 1 3
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 355 77 17
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 355 77 17
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 34 99
cM capacity (veh/h) 1200 924 1061
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 58 13 339 615
Volume Left 3 0 0 605
Volume Right 0 0 339 10
cSH 1200 1700 1700 925
Volume to Capacity 0.00 0.01 0.20 0.66
Queue Length 95th (ft) 0 0 0 131
Control Delay (s) 0.4 0.0 0.0 16.2
Lane LOS A C
Approach Delay (s) 0.4 0.0 16.2
Approach LOS C
Intersection Summary
Average Delay 9.8
Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B PM 3: Coleman Ave Champions Wy 05/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 5 5 9 813 1958 6
Future Volume (veh/h) 5 5 9 813 1958 6
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1856 1885 1885
Adj Flow Rate, veh/h 5 5 10 873 2102 6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 0 0 3 3 1 1
Cap, veh/h 30 53 29 4582 3093 9
Arrive On Green 0.02 0.02 0.03 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5233 3758 10
Grp Volume(v), veh/h 5 5 10 873 1027 1081
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1689 1791 1883
Q Serve(g_s), s 0.4 0.4 0.7 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.4 0.4 0.7 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 30 53 29 4582 1512 1590
V/C Ratio(X) 0.17 0.10 0.35 0.19 0.68 0.68
Avail Cap(c_a), veh/h 145 155 126 4582 1512 1590
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.09 0.09
Uniform Delay (d), s/veh 63.1 61.0 62.2 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.8 1.1 9.9 0.1 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.2 0.4 0.0 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.9 62.1 72.1 0.1 0.2 0.2
LnGrp LOS E E E A A A
Approach Vol, veh/h 10 883 2108
Approach Delay, s/veh 64.5 0.9 0.2
Approach LOS E A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.8 115.5 123.3 6.7
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 9.3 94.3 109.3 10.4
Max Q Clear Time (g_c+I1), s 2.7 2.0 2.0 2.4
Green Ext Time (p_c), s 0.0 88.0 27.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 0.6
HCM 6th LOS A
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B PM 13: Coleman Ave Airport Blvd 05/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 96 1015 269 95 1489
Future Volume (veh/h) 87 96 1015 269 95 1489
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1811 1811 1856 1870 1885 1870
Adj Flow Rate, veh/h 96 106 1125 0 105 1651
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 6 6 3 2 1 2
Cap, veh/h 299 206 4632 157 4179
Arrive On Green 0.09 0.09 0.24 0.00 0.05 0.82
Sat Flow, veh/h 3346 1535 6643 1585 3483 5274
Grp Volume(v), veh/h 96 106 1125 0 105 1651
Grp Sat Flow(s),veh/h/ln 1673 1535 1596 1585 1742 1702
Q Serve(g_s), s 3.5 8.3 18.5 0.0 3.9 11.3
Cycle Q Clear(g_c), s 3.5 8.3 18.5 0.0 3.9 11.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 299 206 4632 157 4179
V/C Ratio(X) 0.32 0.51 0.24 0.67 0.40
Avail Cap(c_a), veh/h 1125 585 4632 316 4179
HCM Platoon Ratio 1.00 1.00 0.33 0.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.92 0.00 1.00 1.00
Uniform Delay (d), s/veh 55.5 52.3 20.6 0.0 61.1 3.2
Incr Delay (d2), s/veh 0.9 2.8 0.1 0.0 4.8 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 7.3 7.9 0.0 1.8 2.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.4 55.1 20.7 0.0 65.9 3.4
LnGrp LOS E E C E A
Approach Vol, veh/h 202 1125 1756
Approach Delay, s/veh 55.7 20.7 7.2
Approach LOS E C A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 112.1 17.9 12.1 100.0
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 74.3 43.7 11.8 56.3
Max Q Clear Time (g_c+I1), s 13.3 10.3 5.9 20.5
Green Ext Time (p_c), s 53.3 1.3 0.1 23.8
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B PM 14: Coleman Ave I-880 SB Off Ramp 05/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 329 291 983 0 0 1583
Future Volume (veh/h) 329 291 983 0 0 1583
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1781 1870 0 0 1870
Adj Flow Rate, veh/h 350 309 1044 0 0 1682
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 4 8 2 0 0 2
Cap, veh/h 521 231 3900 0 0 3900
Arrive On Green 0.15 0.15 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3401 1510 5443 0 0 5443
Grp Volume(v), veh/h 350 309 1044 0 0 1682
Grp Sat Flow(s),veh/h/ln 1700 1510 1702 0 0 1702
Q Serve(g_s), s 12.6 19.9 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 12.6 19.9 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 521 231 3900 0 0 3900
V/C Ratio(X) 0.67 1.34 0.27 0.00 0.00 0.43
Avail Cap(c_a), veh/h 521 231 3900 0 0 3900
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.93
Uniform Delay (d), s/veh 52.0 55.0 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.8 178.0 0.2 0.0 0.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.6 18.9 0.1 0.0 0.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.8 233.1 0.2 0.0 0.0 0.3
LnGrp LOS E F A A A A
Approach Vol, veh/h 659 1044 1682
Approach Delay, s/veh 138.9 0.2 0.3
Approach LOS F A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 105.0 25.0 105.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 99.3 19.9 99.3
Max Q Clear Time (g_c+I1), s 2.0 21.9 2.0
Green Ext Time (p_c), s 72.9 0.0 36.1
Intersection Summary
HCM 6th Ctrl Delay 27.3
HCM 6th LOS C
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B PM 17: Coleman Ave Hedding St 05/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 145 347 123 73 272 373 81 690 52 218 1172 127 Future Volume (veh/h) 145 347 123 73 272 373 81 690 52 218 1172 127 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 163 389 138 82 305 0 91 773 58 244 1314 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 1 1 1 1 2 2 2 2 2 2
Cap, veh/h 218 506 177 104 683 178 1655 124 299 2481
Arrive On Green 0.06 0.20 0.20 0.06 0.19 0.00 0.10 0.49 0.49 0.17 0.97 0.00 Sat Flow, veh/h 3483 2587 905 1795 3676 0 1781 3350 251 3456 5274 0 Grp Volume(v), veh/h 163 268 259 82 305 0 91 410 421 244 1314 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1700 1795 1791 0 1781 1777 1824 1728 1702 0 Q Serve(g_s), s 6.0 18.4 18.8 5.9 9.8 0.0 6.3 19.7 19.7 8.8 2.0 0.0 Cycle Q Clear(g_c), s 6.0 18.4 18.8 5.9 9.8 0.0 6.3 19.7 19.7 8.8 2.0 0.0 Prop In Lane 1.00 0.53 1.00 0.00 1.00 0.14 1.00 0.00
Lane Grp Cap(c), veh/h 218 350 332 104 683 178 878 901 299 2481 V/C Ratio(X) 0.75 0.76 0.78 0.79 0.45 0.51 0.47 0.47 0.82 0.53 Avail Cap(c_a), veh/h 308 448 425 178 934 178 878 901 420 2481 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.93 0.93 0.00 Uniform Delay (d), s/veh 59.9 49.5 49.6 60.5 46.5 0.0 55.5 21.6 21.6 52.8 1.0 0.0 Incr Delay (d2), s/veh 6.1 5.8 7.0 12.4 0.5 0.0 10.1 1.8 1.7 7.8 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 8.7 8.6 3.0 4.4 0.0 3.3 8.4 8.6 3.8 0.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.0 55.3 56.6 72.8 47.0 0.0 65.6 23.4 23.4 60.6 1.7 0.0 LnGrp LOS E E E E D E C C E A
Approach Vol, veh/h 690 387 922 1558
Approach Delay, s/veh 58.3 52.5 27.6 10.9
Approach LOS E D C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.0 68.9 13.2 29.9 16.9 69.9 12.6 30.5 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 13.0 50.7 11.5 33.9 15.8 47.2 12.9 32.5 Max Q Clear Time (g_c+I1), s 8.3 4.0 8.0 11.8 10.8 21.7 7.9 20.8 Green Ext Time (p_c), s 0.1 29.2 0.2 1.2 0.4 12.3 0.1 4.0 Intersection Summary
HCM 6th Ctrl Delay 29.0
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B PM 2: Coleman Ave Brokaw Rd 05/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 247 13 372 157 28 12 249 515 44 10 1322 50 Future Volume (vph) 247 13 372 157 28 12 249 515 44 10 1322 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.86 1.00 0.95 1.00 0.99 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 1586 1787 1787 1770 5015 1787 3574 1548 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 1586 1787 1787 1770 5015 1787 3574 1548 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 265 14 399 169 30 13 267 553 47 11 1419 54 RTOR Reduction (vph) 0 176 0 0 11 0 0 6 0 0 0 39
Lane Group Flow (vph) 265 237 0 169 32 0 267 594 0 11 1419 15 Confl. Peds. (#/hr) 4 3 3 4 4 2 2 4
Heavy Vehicles (%) 0% 0% 1% 1% 1% 1% 2% 2% 2% 1% 1% 1%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 19.4 24.6 15.6 20.0 30.2 64.9 2.5 37.2 37.2 Effective Green, g (s) 19.4 24.6 15.6 20.0 30.2 64.9 2.5 37.2 37.2 Actuated g/C Ratio 0.15 0.19 0.12 0.15 0.23 0.50 0.02 0.29 0.29 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 269 300 214 274 411 2503 34 1022 442 v/s Ratio Prot c0.15 0.09 c0.15 0.12 0.01 c0.40
v/s Ratio Perm c0.15 0.02 0.01
v/c Ratio 0.99 0.79 0.79 0.12 0.65 0.24 0.32 1.39 0.03
Uniform Delay, d1 55.2 50.2 55.6 47.4 45.1 18.5 62.9 46.4 33.5 Progression Factor 1.00 1.00 1.00 1.00 0.79 0.44 1.00 1.00 1.00 Incremental Delay, d2 50.5 12.4 16.2 0.1 3.1 0.2 2.0 180.9 0.1 Delay (s) 105.6 62.6 71.8 47.5 38.9 8.3 64.9 227.3 33.6 Level of Service F E E D D A E F C
Approach Delay (s) 79.4 66.9 17.7 219.0
Approach LOS E E B F
Intersection Summary
HCM 2000 Control Delay 126.0 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.02
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 104.0% ICU Level of Service G Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B PM 7: Coleman Ave Aviation Ave 05/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 17 0 12 40 0 10 3 730 15 49 14 1854 Future Volume (vph) 17 0 12 40 0 10 3 730 15 49 14 1854 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1665 1665 2760 1757 1583 3433 3505 1548 1787 5135 Flt Permitted 0.95 0.75 1.00 0.48 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1665 1315 2760 891 1583 3433 3505 1548 1787 5135 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 19 0 13 44 0 11 3 809 17 54 16 2056
RTOR Reduction (vph) 0 0 0 0 10 0 0 0 6 0 0 0
Lane Group Flow (vph) 9 10 13 44 1 0 3 809 11 0 70 2058 Confl. Peds. (#/hr) 3 3 1 1
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 2% 3% 2% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 6.2 6.2 4.1 8.3 6.2 1.4 87.5 87.5 9.5 95.6 Effective Green, g (s) 6.2 6.2 4.1 8.3 6.2 1.4 87.5 87.5 9.5 95.6 Actuated g/C Ratio 0.05 0.05 0.03 0.06 0.05 0.01 0.67 0.67 0.07 0.74 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 79 62 87 56 75 36 2359 1041 130 3776 v/s Ratio Prot 0.01 0.00 0.00 0.00 0.23 c0.04 c0.40
v/s Ratio Perm c0.01 c0.05 0.01
v/c Ratio 0.11 0.16 0.15 0.79 0.01 0.08 0.34 0.01 0.54 0.55 Uniform Delay, d1 59.3 59.4 61.3 60.0 59.0 63.7 9.0 7.0 58.1 7.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.28 0.79 1.00 1.05 0.78 Incremental Delay, d2 0.9 1.7 0.8 52.7 0.1 1.3 0.4 0.0 3.7 0.4 Delay (s) 60.1 61.1 62.1 112.7 59.0 82.7 7.6 7.0 64.5 6.4 Level of Service E E E F E F A A E A
Approach Delay (s) 61.2 102.0 7.8 8.3
Approach LOS E F A A
Intersection Summary
HCM 2000 Control Delay 10.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.57
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 63.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B PM 7: Coleman Ave Aviation Ave 05/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 2
Future Volume (vph) 2
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 102%
Adj. Flow (vph) 2
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B PM 8: Coleman Ave Earthquakes Wy 05/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 10 85 8 20 755 1903 5
Future Volume (vph) 10 85 8 20 755 1903 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.88 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3176 1455 3400 5036 5134
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3176 1455 3400 5036 5134
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 11 93 9 22 828 2087 5
RTOR Reduction (vph) 42 41 00000
Lane Group Flow (vph) 16 5 0 31 828 2092 0
Confl. Peds. (#/hr) 2 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1% 1% 3% 3% 3% 1% 1%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 13.0 13.0 4.7 106.7 96.3
Effective Green, g (s) 13.0 13.0 4.7 106.7 96.3
Actuated g/C Ratio 0.10 0.10 0.04 0.82 0.74
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 317 145 122 4133 3803
v/s Ratio Prot c0.00 0.01 c0.16 c0.41
v/s Ratio Perm 0.00
v/c Ratio 0.05 0.03 0.25 0.20 0.55
Uniform Delay, d1 52.9 52.8 60.9 2.5 7.4
Progression Factor 1.00 1.00 0.97 0.55 1.02
Incremental Delay, d2 0.1 0.1 1.3 0.1 0.5
Delay (s) 53.0 52.9 60.2 1.5 8.0
Level of Service D D E A A
Approach Delay (s) 53.0 3.6 8.0
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 8.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B PM 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 112 0 462 2 0 0 420 674 1 3 1855 184 Future Volume (vph) 112 0 462 2 0 0 420 674 1 3 1855 184 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 2760 1203 3433 5035 1787 5059
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1787 2760 1267 3433 5035 1787 5059
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 122 0 501 2 0 0 456 731 1 3 2013 200
RTOR Reduction (vph) 0 0 282 000000060
Lane Group Flow (vph) 0 122 219 2 0 0 456 732 0 3 2207 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 3% 50% 50% 50% 2% 3% 2% 1% 1% 1% Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 24.6 51.6 1.7 28.7 89.4 1.3 61.3
Effective Green, g (s) 24.6 46.6 1.7 28.7 89.4 1.3 61.3 Actuated g/C Ratio 0.19 0.36 0.01 0.22 0.69 0.01 0.47
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 338 989 16 757 3462 17 2385
v/s Ratio Prot 0.08 c0.13 0.15 0.00 c0.44
v/s Ratio Perm c0.07 0.00
v/c Ratio 0.36 0.22 0.12 0.60 0.21 0.18 0.93
Uniform Delay, d1 45.9 29.1 63.4 45.5 7.4 63.8 32.2
Progression Factor 1.00 1.00 1.00 1.27 0.49 1.14 0.45
Incremental Delay, d2 0.9 0.1 3.5 1.3 0.1 4.3 6.8
Delay (s) 46.8 29.2 66.9 59.1 3.8 76.9 21.4
Level of Service D C E E A E C
Approach Delay (s) 32.6 66.9 25.0 21.5
Approach LOS C E C C
Intersection Summary
HCM 2000 Control Delay 24.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B PM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/30/2023 PM Peak Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 8 143 0 434 0 811 361 483 1362 13 Future Volume (vph) 0 0 8 143 0 434 0 811 361 483 1362 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 0.88 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1285 3467 2814 5307 1652 3367 5127
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1285 3467 2814 5307 1652 3367 5127
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 9 159 0 481 0 899 400 536 1510 14
RTOR Reduction (vph) 0 0 9 0 0 419 0 0 183 0 1 0
Lane Group Flow (vph) 0 0 0 159 0 62 0 899 217 536 1523 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 4% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.1 10.5 16.8 70.4 70.4 27.4 103.5 Effective Green, g (s) 1.1 10.5 16.8 70.4 70.4 27.4 103.5 Actuated g/C Ratio 0.01 0.08 0.13 0.54 0.54 0.21 0.80
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 10 280 363 2873 894 709 4081
v/s Ratio Prot c0.05 c0.02 0.17 c0.16 c0.30
v/s Ratio Perm 0.00 0.13
v/c Ratio 0.01 0.57 0.17 0.31 0.24 0.76 0.37
Uniform Delay, d1 63.9 57.6 50.4 16.4 15.7 48.2 3.8
Progression Factor 1.00 1.00 1.00 0.87 0.97 1.02 0.75
Incremental Delay, d2 0.3 2.6 0.2 0.2 0.5 5.0 0.2
Delay (s) 64.2 60.2 50.6 14.5 15.7 54.1 3.1
Level of Service E E D B B D A
Approach Delay (s) 64.2 53.0 14.9 16.4
Approach LOS E D B B
Intersection Summary
HCM 2000 Control Delay 21.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B PM 52: Brokaw Rd Costco 05/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 3 54 16 309 552 9
Future Volume (Veh/h) 3 54 16 309 552 9
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Hourly flow rate (vph) 3 59 18 339 605 10
Pedestrians 1 3
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 360 86 22
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 360 86 22
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 34 99
cM capacity (veh/h) 1195 913 1054
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 62 18 339 615
Volume Left 3 0 0 605
Volume Right 0 0 339 10
cSH 1195 1700 1700 915
Volume to Capacity 0.00 0.01 0.20 0.67
Queue Length 95th (ft) 0 0 0 135
Control Delay (s) 0.4 0.0 0.0 16.6
Lane LOS A C
Approach Delay (s) 0.4 0.0 16.6
Approach LOS C
Intersection Summary
Average Delay 9.9
Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B PM 3: Coleman Ave Champions Wy 05/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 5 5 9 818 1963 6
Future Volume (veh/h) 5 5 9 818 1963 6
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1841 1885 1885
Adj Flow Rate, veh/h 5 5 10 878 2108 6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 0 0 3 4 1 1
Cap, veh/h 30 53 29 4545 3093 9
Arrive On Green 0.02 0.02 0.03 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5191 3758 10
Grp Volume(v), veh/h 5 5 10 878 1030 1084
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1675 1791 1883
Q Serve(g_s), s 0.4 0.4 0.7 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.4 0.4 0.7 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 30 53 29 4545 1512 1590
V/C Ratio(X) 0.17 0.10 0.35 0.19 0.68 0.68
Avail Cap(c_a), veh/h 145 155 126 4545 1512 1590
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.09 0.09
Uniform Delay (d), s/veh 63.1 61.0 62.2 0.0 0.0 0.0
Incr Delay (d2), s/veh 3.8 1.1 9.9 0.1 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.2 0.4 0.0 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.9 62.1 72.1 0.1 0.2 0.2
LnGrp LOS E E E A A A
Approach Vol, veh/h 10 888 2114
Approach Delay, s/veh 64.5 0.9 0.2
Approach LOS E A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.8 115.5 123.3 6.7
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 9.3 94.3 109.3 10.4
Max Q Clear Time (g_c+I1), s 2.7 2.0 2.0 2.4
Green Ext Time (p_c), s 0.0 88.1 27.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 0.6
HCM 6th LOS A
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B PM 13: Coleman Ave Airport Blvd 05/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 96 1035 269 95 1509
Future Volume (veh/h) 87 96 1035 269 95 1509
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1811 1811 1826 1870 1885 1856
Adj Flow Rate, veh/h 96 106 1148 0 105 1673
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 6 6 5 2 1 3
Cap, veh/h 299 206 4558 157 4146
Arrive On Green 0.09 0.09 0.24 0.00 0.05 0.82
Sat Flow, veh/h 3346 1535 6537 1585 3483 5233
Grp Volume(v), veh/h 96 106 1148 0 105 1673
Grp Sat Flow(s),veh/h/ln 1673 1535 1570 1585 1742 1689
Q Serve(g_s), s 3.5 8.3 19.2 0.0 3.9 11.6
Cycle Q Clear(g_c), s 3.5 8.3 19.2 0.0 3.9 11.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 299 206 4558 157 4146
V/C Ratio(X) 0.32 0.51 0.25 0.67 0.40
Avail Cap(c_a), veh/h 1125 585 4558 316 4146
HCM Platoon Ratio 1.00 1.00 0.33 0.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.91 0.00 1.00 1.00
Uniform Delay (d), s/veh 55.5 52.3 20.9 0.0 61.1 3.2
Incr Delay (d2), s/veh 0.9 2.8 0.1 0.0 4.8 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 7.3 8.1 0.0 1.8 2.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.4 55.1 21.0 0.0 65.9 3.5
LnGrp LOS E E C E A
Approach Vol, veh/h 202 1148 1778
Approach Delay, s/veh 55.7 21.0 7.2
Approach LOS E C A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 112.1 17.9 12.1 100.0
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 74.3 43.7 11.8 56.3
Max Q Clear Time (g_c+I1), s 13.6 10.3 5.9 21.2
Green Ext Time (p_c), s 53.4 1.3 0.1 23.9
Intersection Summary
HCM 6th Ctrl Delay 15.4
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B PM 14: Coleman Ave I-880 SB Off Ramp 05/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 329 311 983 0 0 1603
Future Volume (veh/h) 329 311 983 0 0 1603
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1693 1870 0 0 1856
Adj Flow Rate, veh/h 350 330 1044 0 0 1703
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 4 14 2 0 0 3
Cap, veh/h 651 275 3704 0 0 3675
Arrive On Green 0.19 0.19 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3401 1434 5443 0 0 5400
Grp Volume(v), veh/h 350 330 1044 0 0 1703
Grp Sat Flow(s),veh/h/ln 1700 1434 1702 0 0 1689
Q Serve(g_s), s 12.1 24.9 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 12.1 24.9 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 651 275 3704 0 0 3675
V/C Ratio(X) 0.54 1.20 0.28 0.00 0.00 0.46
Avail Cap(c_a), veh/h 651 275 3704 0 0 3675
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.92
Uniform Delay (d), s/veh 47.4 52.5 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 1.1 120.0 0.2 0.0 0.0 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.2 18.0 0.1 0.0 0.0 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.5 172.6 0.2 0.0 0.0 0.4
LnGrp LOS D F A A A A
Approach Vol, veh/h 680 1044 1703
Approach Delay, s/veh 108.7 0.2 0.4
Approach LOS F A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 100.0 30.0 100.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 94.3 24.9 94.3
Max Q Clear Time (g_c+I1), s 2.0 26.9 2.0
Green Ext Time (p_c), s 71.0 0.0 35.5
Intersection Summary
HCM 6th Ctrl Delay 21.8
HCM 6th LOS C
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B PM 17: Coleman Ave Hedding St 05/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 145 347 123 73 272 373 81 690 52 218 1172 127 Future Volume (veh/h) 145 347 123 73 272 373 81 690 52 218 1172 127 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 163 389 138 82 305 0 91 773 58 244 1314 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 1 1 1 1 2 2 2 2 2 2
Cap, veh/h 224 521 182 103 698 151 1633 122 302 2530
Arrive On Green 0.06 0.20 0.20 0.06 0.19 0.00 0.08 0.49 0.49 0.17 0.99 0.00 Sat Flow, veh/h 3483 2587 905 1795 3676 0 1781 3350 251 3456 5274 0 Grp Volume(v), veh/h 163 268 259 82 305 0 91 410 421 244 1314 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1701 1795 1791 0 1781 1777 1824 1728 1702 0 Q Serve(g_s), s 6.0 18.2 18.7 5.9 9.7 0.0 6.4 20.0 20.0 8.8 0.6 0.0 Cycle Q Clear(g_c), s 6.0 18.2 18.7 5.9 9.7 0.0 6.4 20.0 20.0 8.8 0.6 0.0 Prop In Lane 1.00 0.53 1.00 0.00 1.00 0.14 1.00 0.00
Lane Grp Cap(c), veh/h 224 361 343 103 698 151 866 889 302 2530 V/C Ratio(X) 0.73 0.74 0.76 0.79 0.44 0.60 0.47 0.47 0.81 0.52 Avail Cap(c_a), veh/h 506 522 496 137 796 151 866 889 486 2530 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.93 0.93 0.00 Uniform Delay (d), s/veh 59.7 48.7 48.9 60.5 46.1 0.0 57.4 22.2 22.2 52.6 0.3 0.0 Incr Delay (d2), s/veh 4.5 3.3 4.0 20.4 0.4 0.0 16.6 1.9 1.8 4.8 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 8.4 8.3 3.2 4.4 0.0 3.5 8.5 8.8 3.7 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.2 52.0 52.9 80.9 46.5 0.0 74.0 24.1 24.0 57.4 1.0 0.0 LnGrp LOS E D D F D E C C E A
Approach Vol, veh/h 690 387 922 1558
Approach Delay, s/veh 55.2 53.8 29.0 9.8
Approach LOS E D C A
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 70.1 13.5 30.4 17.1 69.1 12.6 31.3 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 11.0 50.3 18.9 28.9 18.3 42.3 9.9 37.9 Max Q Clear Time (g_c+I1), s 8.4 2.6 8.0 11.7 10.8 22.0 7.9 20.7 Green Ext Time (p_c), s 0.0 29.6 0.4 1.1 0.5 10.7 0.0 5.1 Intersection Summary
HCM 6th Ctrl Delay 28.4
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B PM 2: Coleman Ave Brokaw Rd 05/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 247 13 377 157 28 12 254 515 44 10 1322 50 Future Volume (vph) 247 13 377 157 28 12 254 515 44 10 1322 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.86 1.00 0.95 1.00 0.99 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 1570 1787 1787 1736 5015 1787 3574 1548 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 1570 1787 1787 1736 5015 1787 3574 1548 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 265 14 405 169 30 13 273 553 47 11 1419 54 RTOR Reduction (vph) 0 175 0 0 11 0 0 6 0 0 0 39
Lane Group Flow (vph) 265 244 0 169 32 0 273 594 0 11 1419 15 Confl. Peds. (#/hr) 4 3 3 4 4 2 2 4
Heavy Vehicles (%) 0% 0% 2% 1% 1% 1% 4% 2% 2% 1% 1% 1%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 19.5 25.2 15.6 20.5 29.9 64.3 2.5 36.9 36.9 Effective Green, g (s) 19.5 25.2 15.6 20.5 29.9 64.3 2.5 36.9 36.9 Actuated g/C Ratio 0.15 0.19 0.12 0.16 0.23 0.49 0.02 0.28 0.28 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 270 304 214 281 399 2480 34 1014 439 v/s Ratio Prot c0.15 0.09 c0.16 0.12 0.01 c0.40
v/s Ratio Perm c0.16 0.02 0.01
v/c Ratio 0.98 0.80 0.79 0.11 0.68 0.24 0.32 1.40 0.03
Uniform Delay, d1 55.1 50.0 55.6 47.0 45.7 18.8 62.9 46.5 33.7 Progression Factor 1.00 1.00 1.00 1.00 0.80 0.43 1.00 1.00 1.00 Incremental Delay, d2 49.5 13.4 16.2 0.1 4.4 0.2 2.0 185.8 0.1 Delay (s) 104.6 63.4 71.8 47.0 41.1 8.4 64.9 232.3 33.8 Level of Service F E E D D A E F C
Approach Delay (s) 79.4 66.8 18.6 223.8
Approach LOS E E B F
Intersection Summary
HCM 2000 Control Delay 128.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.03
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 104.5% ICU Level of Service G Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B PM 7: Coleman Ave Aviation Ave 05/30/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 17 0 12 40 0 10 3 735 15 49 14 1859 Future Volume (vph) 17 0 12 40 0 10 3 735 15 49 14 1859 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1665 1665 2760 1757 1583 3433 3471 1548 1787 5135 Flt Permitted 0.95 0.75 1.00 0.48 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1665 1315 2760 891 1583 3433 3471 1548 1787 5135 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 19 0 13 44 0 11 3 815 17 54 16 2061
RTOR Reduction (vph) 0 0 0 0 10 0 0 0 6 0 0 0
Lane Group Flow (vph) 9 10 13 44 1 0 3 815 11 0 70 2063 Confl. Peds. (#/hr) 3 3 1 1
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 2% 4% 2% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 6.2 6.2 4.1 8.3 6.2 1.4 87.5 87.5 9.5 95.6 Effective Green, g (s) 6.2 6.2 4.1 8.3 6.2 1.4 87.5 87.5 9.5 95.6 Actuated g/C Ratio 0.05 0.05 0.03 0.06 0.05 0.01 0.67 0.67 0.07 0.74 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 79 62 87 56 75 36 2336 1041 130 3776 v/s Ratio Prot 0.01 0.00 0.00 0.00 0.23 c0.04 c0.40
v/s Ratio Perm c0.01 c0.05 0.01
v/c Ratio 0.11 0.16 0.15 0.79 0.01 0.08 0.35 0.01 0.54 0.55 Uniform Delay, d1 59.3 59.4 61.3 60.0 59.0 63.7 9.1 7.0 58.1 7.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.22 0.76 1.00 1.05 0.77 Incremental Delay, d2 0.9 1.7 0.8 52.7 0.1 1.3 0.4 0.0 3.7 0.4 Delay (s) 60.1 61.1 62.1 112.7 59.0 78.8 7.3 7.0 64.7 6.3 Level of Service E E E F E E A A E A
Approach Delay (s) 61.2 102.0 7.6 8.2
Approach LOS E F A A
Intersection Summary
HCM 2000 Control Delay 10.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.57
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B PM 7: Coleman Ave Aviation Ave 05/30/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 2
Future Volume (vph) 2
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 102%
Adj. Flow (vph) 2
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B PM 8: Coleman Ave Earthquakes Wy 05/30/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 10 85 8 20 760 1908 5
Future Volume (vph) 10 85 8 20 760 1908 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.88 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3176 1455 3400 4988 5083
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3176 1455 3400 4988 5083
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 11 93 9 22 834 2093 5
RTOR Reduction (vph) 42 41 00000
Lane Group Flow (vph) 16 5 0 31 834 2098 0
Confl. Peds. (#/hr) 2 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1% 1% 3% 3% 4% 2% 1%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 13.0 13.0 4.7 106.7 96.3
Effective Green, g (s) 13.0 13.0 4.7 106.7 96.3
Actuated g/C Ratio 0.10 0.10 0.04 0.82 0.74
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 317 145 122 4093 3765
v/s Ratio Prot c0.00 0.01 c0.17 c0.41
v/s Ratio Perm 0.00
v/c Ratio 0.05 0.03 0.25 0.20 0.56
Uniform Delay, d1 52.9 52.8 60.9 2.5 7.4
Progression Factor 1.00 1.00 0.96 0.53 1.02
Incremental Delay, d2 0.1 0.1 1.3 0.1 0.5
Delay (s) 53.0 52.9 59.8 1.4 8.1
Level of Service D D E A A
Approach Delay (s) 53.0 3.5 8.1
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 8.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B PM 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 112 0 477 2 0 0 435 679 1 3 1860 184 Future Volume (vph) 112 0 477 2 0 0 435 679 1 3 1860 184 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 2682 1203 3303 4987 1787 5060
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1787 2682 1267 3303 4987 1787 5060
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 122 0 518 2 0 0 472 737 1 3 2018 200
RTOR Reduction (vph) 0 0 269 000000070
Lane Group Flow (vph) 0 122 249 2 0 0 472 738 0 3 2211 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 6% 50% 50% 50% 6% 4% 2% 1% 1% 1% Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 24.9 55.2 1.7 32.0 89.1 1.3 57.7
Effective Green, g (s) 24.9 50.2 1.7 32.0 89.1 1.3 57.7 Actuated g/C Ratio 0.19 0.39 0.01 0.25 0.69 0.01 0.44
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 342 1035 16 813 3418 17 2245
v/s Ratio Prot 0.09 c0.14 0.15 0.00 c0.44
v/s Ratio Perm c0.07 0.00
v/c Ratio 0.36 0.24 0.12 0.58 0.22 0.18 0.99
Uniform Delay, d1 45.6 27.0 63.4 43.1 7.6 63.8 35.7
Progression Factor 1.00 1.00 1.00 1.34 0.46 1.16 0.47
Incremental Delay, d2 0.9 0.1 3.5 1.0 0.1 4.3 14.6
Delay (s) 46.5 27.1 66.9 58.6 3.7 78.5 31.5
Level of Service D C E E A E C
Approach Delay (s) 30.8 66.9 25.1 31.6
Approach LOS C E C C
Intersection Summary
HCM 2000 Control Delay 29.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 79.3% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B PM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/30/2023 PM Peak Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 8 143 0 434 0 811 361 503 1367 13 Future Volume (vph) 0 0 8 143 0 434 0 811 361 503 1367 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 0.88 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1285 3467 2814 5307 1652 3242 5127
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1285 3467 2814 5307 1652 3242 5127
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 9 159 0 481 0 899 400 558 1516 14
RTOR Reduction (vph) 0 0 9 0 0 419 0 0 189 0 1 0
Lane Group Flow (vph) 0 0 0 159 0 62 0 899 211 558 1529 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 8% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.1 10.5 16.8 68.5 68.5 29.3 103.5 Effective Green, g (s) 1.1 10.5 16.8 68.5 68.5 29.3 103.5 Actuated g/C Ratio 0.01 0.08 0.13 0.53 0.53 0.23 0.80
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 10 280 363 2796 870 730 4081
v/s Ratio Prot c0.05 c0.02 0.17 c0.17 c0.30
v/s Ratio Perm 0.00 0.13
v/c Ratio 0.01 0.57 0.17 0.32 0.24 0.76 0.37
Uniform Delay, d1 63.9 57.6 50.4 17.5 16.7 47.1 3.8
Progression Factor 1.00 1.00 1.00 0.85 0.86 1.05 0.65
Incremental Delay, d2 0.3 2.6 0.2 0.2 0.5 5.1 0.2
Delay (s) 64.2 60.2 50.6 15.1 14.8 54.6 2.8
Level of Service E E D B B D A
Approach Delay (s) 64.2 53.0 15.0 16.6
Approach LOS E D B B
Intersection Summary
HCM 2000 Control Delay 22.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B PM 52: Brokaw Rd Costco 05/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 3 59 21 309 552 9
Future Volume (Veh/h) 3 59 21 309 552 9
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Hourly flow rate (vph) 3 65 23 339 605 10
Pedestrians 1 3
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 365 97 27
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 365 97 27
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 33 99
cM capacity (veh/h) 1190 900 1047
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 68 23 339 615
Volume Left 3 0 0 605
Volume Right 0 0 339 10
cSH 1190 1700 1700 902
Volume to Capacity 0.00 0.01 0.20 0.68
Queue Length 95th (ft) 0 0 0 139
Control Delay (s) 0.4 0.0 0.0 17.1
Lane LOS A C
Approach Delay (s) 0.4 0.0 17.1
Approach LOS C
Intersection Summary
Average Delay 10.1
Intersection Capacity Utilization 44.1% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background PM 3: Coleman Ave Champions Wy 05/26/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 80 5 317 892 2000 6
Future Volume (veh/h) 80 5 317 892 2000 6
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1870 1885 1885
Adj Flow Rate, veh/h 90 6 358 1008 2261 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 0 3 2 1 1
Cap, veh/h 114 452 385 4380 3157 10
Arrive On Green 0.06 0.06 0.44 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5274 5467 16
Grp Volume(v), veh/h 90 6 358 1008 1464 804
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1702 1716 1882
Q Serve(g_s), s 6.4 0.3 25.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 6.4 0.3 25.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 114 452 385 4380 2045 1122
V/C Ratio(X) 0.79 0.01 0.93 0.23 0.72 0.72
Avail Cap(c_a), veh/h 145 480 493 4380 2045 1122
HCM Platoon Ratio 1.00 1.00 2.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.25 0.25
Uniform Delay (d), s/veh 60.1 33.7 35.7 0.0 0.0 0.0
Incr Delay (d2), s/veh 22.9 0.0 22.4 0.1 0.6 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.7 0.1 10.6 0.0 0.2 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 83.0 33.8 58.1 0.1 0.6 1.0
LnGrp LOS F C E A A A
Approach Vol, veh/h 96 1366 2268
Approach Delay, s/veh 79.9 15.3 0.7
Approach LOS E B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 34.0 83.2 117.2 12.8
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 36.3 67.3 109.3 10.4
Max Q Clear Time (g_c+I1), s 27.0 2.0 2.0 8.4
Green Ext Time (p_c), s 1.4 62.3 34.9 0.1
Intersection Summary
HCM 6th Ctrl Delay 8.1
HCM 6th LOS A
_____ "i 7' "i ;;; ttf+
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background PM 13: Coleman Ave Airport Blvd 05/26/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 106 1286 269 112 1600
Future Volume (veh/h) 87 106 1286 269 112 1600
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1811 1811 1885 1870 1885 1885
Adj Flow Rate, veh/h 98 120 1454 0 127 1809
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 6 6 1 2 1 1
Cap, veh/h 328 231 4603 182 4168
Arrive On Green 0.10 0.10 1.00 0.00 0.05 0.81
Sat Flow, veh/h 3346 1535 6749 1585 3483 5316
Grp Volume(v), veh/h 98 120 1454 0 127 1809
Grp Sat Flow(s),veh/h/ln 1673 1535 1621 1585 1742 1716
Q Serve(g_s), s 3.5 9.4 0.0 0.0 4.7 13.4
Cycle Q Clear(g_c), s 3.5 9.4 0.0 0.0 4.7 13.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 328 231 4603 182 4168
V/C Ratio(X) 0.30 0.52 0.32 0.70 0.43
Avail Cap(c_a), veh/h 1125 596 4603 370 4168
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.84 0.00 1.00 1.00
Uniform Delay (d), s/veh 54.5 50.9 0.0 0.0 60.6 3.6
Incr Delay (d2), s/veh 0.7 2.6 0.2 0.0 4.7 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 8.2 0.0 0.0 2.2 3.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.2 53.5 0.2 0.0 65.3 4.0
LnGrp LOS E D A E A
Approach Vol, veh/h 218 1454 1936
Approach Delay, s/veh 54.3 0.2 8.0
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 111.0 19.0 13.0 98.0
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 74.3 43.7 13.8 54.3
Max Q Clear Time (g_c+I1), s 15.4 11.4 6.7 2.0
Green Ext Time (p_c), s 54.0 1.4 0.2 39.5
Intersection Summary
HCM 6th Ctrl Delay 7.6
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background PM 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 329 360 1186 0 0 1694
Future Volume (veh/h) 329 360 1186 0 0 1694
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1856 1870 0 0 1885
Adj Flow Rate, veh/h 372 407 1341 0 0 1915
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 3 2 0 0 1
Cap, veh/h 1011 468 3163 0 0 3188
Arrive On Green 0.30 0.30 0.82 0.00 0.00 1.00
Sat Flow, veh/h 3401 1572 5443 0 0 5486
Grp Volume(v), veh/h 372 407 1341 0 0 1915
Grp Sat Flow(s),veh/h/ln 1700 1572 1702 0 0 1716
Q Serve(g_s), s 11.2 31.9 9.2 0.0 0.0 0.0
Cycle Q Clear(g_c), s 11.2 31.9 9.2 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1011 468 3163 0 0 3188
V/C Ratio(X) 0.37 0.87 0.42 0.00 0.00 0.60
Avail Cap(c_a), veh/h 1332 616 3163 0 0 3188
HCM Platoon Ratio 1.00 1.00 1.33 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.91
Uniform Delay (d), s/veh 36.0 43.3 5.2 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.3 11.5 0.4 0.0 0.0 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.7 13.7 2.6 0.0 0.0 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.3 54.8 5.6 0.0 0.0 0.8
LnGrp LOS D D A A A A
Approach Vol, veh/h 779 1341 1915
Approach Delay, s/veh 46.0 5.6 0.8
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 86.2 43.8 86.2
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 68.3 50.9 68.3
Max Q Clear Time (g_c+I1), s 2.0 33.9 11.2
Green Ext Time (p_c), s 59.0 4.8 39.0
Intersection Summary
HCM 6th Ctrl Delay 11.1
HCM 6th LOS B
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background PM 17: Coleman Ave Hedding St 05/26/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 155 347 123 73 272 382 81 796 52 225 1235 134 Future Volume (veh/h) 155 347 123 73 272 382 81 796 52 225 1235 134 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 175 392 139 83 307 0 92 900 59 254 1396 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 1 1 1 1 2 2 2 2 2 2
Cap, veh/h 230 510 178 105 678 178 1648 108 316 2470
Arrive On Green 0.07 0.20 0.20 0.06 0.19 0.00 0.10 0.49 0.49 0.03 0.16 0.00 Sat Flow, veh/h 3483 2587 904 1795 3676 0 1781 3385 222 3456 5274 0 Grp Volume(v), veh/h 175 270 261 83 307 0 92 472 487 254 1396 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1700 1795 1791 0 1781 1777 1830 1728 1702 0 Q Serve(g_s), s 6.4 18.5 19.0 5.9 9.9 0.0 6.4 24.2 24.2 9.5 32.8 0.0 Cycle Q Clear(g_c), s 6.4 18.5 19.0 5.9 9.9 0.0 6.4 24.2 24.2 9.5 32.8 0.0 Prop In Lane 1.00 0.53 1.00 0.00 1.00 0.12 1.00 0.00
Lane Grp Cap(c), veh/h 230 353 335 105 678 178 865 891 316 2470 V/C Ratio(X) 0.76 0.76 0.78 0.79 0.45 0.52 0.55 0.55 0.80 0.57 Avail Cap(c_a), veh/h 316 453 430 177 934 178 865 891 428 2470 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 59.7 49.3 49.5 60.4 46.7 0.0 55.5 23.3 23.3 61.9 42.0 0.0 Incr Delay (d2), s/veh 7.0 5.7 6.9 12.3 0.5 0.0 10.3 2.5 2.4 7.2 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 8.8 8.6 3.0 4.4 0.0 3.3 10.4 10.7 4.7 15.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.7 55.1 56.4 72.7 47.2 0.0 65.8 25.8 25.7 69.1 42.9 0.0 LnGrp LOS E E E E D E C C E D
Approach Vol, veh/h 706 390 1051 1650
Approach Delay, s/veh 58.4 52.6 29.3 46.9
Approach LOS E D C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.0 68.6 13.7 29.7 17.6 69.0 12.7 30.7 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 13.0 50.4 11.8 33.9 16.1 46.6 12.8 32.9 Max Q Clear Time (g_c+I1), s 8.4 34.8 8.4 11.9 11.5 26.2 7.9 21.0 Green Ext Time (p_c), s 0.1 13.0 0.2 1.2 0.4 12.4 0.1 4.1 Intersection Summary
HCM 6th Ctrl Delay 44.7
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 2: Coleman Ave Brokaw Rd 05/26/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 264 13 350 157 28 12 287 639 44 10 1410 218 Future Volume (vph) 264 13 350 157 28 12 287 639 44 10 1410 218 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1715 1727 1615 1698 1727 1599 1770 5027 1787 5136 1548 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1715 1727 1615 1698 1727 1599 1770 5027 1787 5136 1548 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 298 15 396 177 32 14 324 722 50 11 1594 246 RTOR Reduction (vph) 0 0 40 0 0 13 0 4 0 0 0 129
Lane Group Flow (vph) 155 158 356 104 105 1 324 768 0 11 1594 117 Confl. Peds. (#/hr) 4 3 3 4 4 2 2 4
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 2% 2% 2% 1% 1% 1%
Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 23.9 23.9 62.0 12.9 12.9 12.9 31.9 67.5 2.5 38.1 38.1 Effective Green, g (s) 23.9 23.9 62.0 12.9 12.9 12.9 31.9 67.5 2.5 38.1 38.1 Actuated g/C Ratio 0.18 0.18 0.48 0.10 0.10 0.10 0.25 0.52 0.02 0.29 0.29 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 315 317 770 168 171 158 434 2610 34 1505 453 v/s Ratio Prot 0.09 0.09 c0.22 c0.06 0.06 0.00 c0.18 0.15 0.01 c0.31 v/s Ratio Perm 0.08
v/c Ratio 0.49 0.50 0.46 0.62 0.61 0.01 0.75 0.29 0.32 1.06 0.26 Uniform Delay, d1 47.6 47.7 22.8 56.2 56.2 52.8 45.3 17.7 62.9 46.0 35.2 Progression Factor 0.55 0.55 0.46 1.00 1.00 1.00 0.67 1.40 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.4 0.1 4.7 4.5 0.0 6.4 0.3 2.0 40.6 1.4 Delay (s) 26.5 26.5 10.5 60.9 60.7 52.8 36.9 25.0 64.9 86.6 36.5 Level of Service C C B E E D D C E F D
Approach Delay (s) 17.6 60.3 28.5 79.8
Approach LOS B E C E
Intersection Summary
HCM 2000 Control Delay 52.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 75.5% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 7: Coleman Ave Aviation Ave 05/26/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 128 0 238 40 0 10 50 1005 15 49 14 1872 Future Volume (vph) 128 0 238 40 0 10 50 1005 15 49 14 1872 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1665 1665 2760 1762 1583 3433 3539 1548 1787 5125 Flt Permitted 0.95 0.75 1.00 0.47 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1665 1315 2760 863 1583 3433 3539 1548 1787 5125 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 145 0 269 45 0 11 57 1136 17 55 16 2116 RTOR Reduction (vph) 0 0 0 0 11 0 0 0 9 0 0 1
Lane Group Flow (vph) 72 73 269 45 0 0 57 1136 8 0 71 2143 Confl. Peds. (#/hr) 3 3 1 1
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 2% 2% 2% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 36.0 36.0 18.7 19.3 2.0 4.5 63.5 63.5 7.9 66.9 Effective Green, g (s) 36.0 36.0 18.7 19.3 2.0 4.5 63.5 63.5 7.9 66.9 Actuated g/C Ratio 0.28 0.28 0.14 0.15 0.02 0.03 0.49 0.49 0.06 0.51 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 461 364 397 128 24 118 1728 756 108 2637 v/s Ratio Prot 0.04 c0.10 0.00 0.02 0.32 c0.04 c0.42
v/s Ratio Perm 0.06 c0.05 0.01
v/c Ratio 0.16 0.20 0.68 0.35 0.01 0.48 0.66 0.01 0.66 0.81 Uniform Delay, d1 35.5 36.0 52.8 49.7 63.0 61.6 25.1 17.1 59.7 26.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.14 0.70 1.00 1.34 0.35 Incremental Delay, d2 0.2 0.4 4.5 2.3 0.2 4.1 1.9 0.0 8.6 1.7 Delay (s) 35.7 36.4 57.3 52.0 63.2 74.0 19.5 17.1 88.9 11.0 Level of Service D D E D E E B B F B
Approach Delay (s) 49.9 54.2 22.0 13.5
Approach LOS D D C B
Intersection Summary
HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 67.9% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 7: Coleman Ave Aviation Ave 05/26/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 25
Future Volume (vph) 25
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 104%
Adj. Flow (vph) 28
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 8: Coleman Ave Earthquakes Wy 05/26/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 10 85 8 20 1077 2148 5
Future Volume (vph) 10 85 8 20 1077 2148 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.88 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3175 1455 3400 5085 5134
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3175 1455 3400 5085 5134
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 11 96 9 23 1217 2428 6
RTOR Reduction (vph) 43 43 00000
Lane Group Flow (vph) 16 5 0 32 1217 2434 0
Confl. Peds. (#/hr) 2 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1% 1% 3% 3% 2% 1% 1%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 13.0 13.0 4.1 106.7 96.9
Effective Green, g (s) 13.0 13.0 4.1 106.7 96.9
Actuated g/C Ratio 0.10 0.10 0.03 0.82 0.75
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 317 145 107 4173 3826
v/s Ratio Prot c0.00 0.01 c0.24 c0.47
v/s Ratio Perm 0.00
v/c Ratio 0.05 0.03 0.30 0.29 0.64
Uniform Delay, d1 52.9 52.8 61.5 2.7 8.0
Progression Factor 1.00 1.00 1.21 0.42 0.16
Incremental Delay, d2 0.1 0.1 1.8 0.2 0.5
Delay (s) 53.0 53.0 76.3 1.3 1.8
Level of Service D D E A A
Approach Delay (s) 53.0 3.2 1.8
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 3.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 11: Coleman Ave Newhall Dr/Fire Sta. 05/26/2023
PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 61 0 350 2 0 0 330 1047 1 3 2140 144 Future Volume (vph) 61 0 350 2 0 0 330 1047 1 3 2140 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 2814 1203 3433 5135 1787 5082
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1787 2814 1267 3433 5135 1787 5082
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 69 0 396 2 0 0 373 1184 1 3 2419 163
RTOR Reduction (vph) 0 0 270 000000040
Lane Group Flow (vph) 0 69 126 2 0 0 373 1185 0 3 2578 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 1% 50% 50% 50% 2% 1% 2% 1% 1% 1% Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 17.2 43.9 1.7 28.4 96.8 1.3 69.0
Effective Green, g (s) 17.2 38.9 1.7 28.4 96.8 1.3 69.0 Actuated g/C Ratio 0.13 0.30 0.01 0.22 0.74 0.01 0.53
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 236 842 16 749 3823 17 2697
v/s Ratio Prot 0.04 c0.11 0.23 0.00 c0.51
v/s Ratio Perm c0.04 0.00
v/c Ratio 0.29 0.15 0.12 0.50 0.31 0.18 0.96
Uniform Delay, d1 50.9 33.4 63.4 44.5 5.5 63.8 29.1
Progression Factor 1.00 1.00 1.00 1.08 0.39 1.20 0.26
Incremental Delay, d2 0.9 0.1 3.5 0.5 0.2 4.1 8.4
Delay (s) 51.8 33.5 66.9 48.8 2.3 80.4 15.9
Level of Service D C E D A F B
Approach Delay (s) 36.2 66.9 13.5 16.0
Approach LOS D E B B
Intersection Summary
HCM 2000 Control Delay 17.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 PM Peak Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 8 143 0 511 0 938 361 518 1438 13 Future Volume (vph) 0 0 8 143 0 511 0 938 361 518 1438 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 0.88 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1285 3467 2814 5307 1652 3467 5127
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1285 3467 2814 5307 1652 3467 5127
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 0 0 9 162 0 578 0 1060 408 586 1626 15
RTOR Reduction (vph) 0 0 9 0 0 499 0 0 157 0 0 0
Lane Group Flow (vph) 0 0 0 162 0 79 0 1060 251 586 1641 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.1 11.4 17.7 66.9 66.9 30.0 102.6 Effective Green, g (s) 1.1 11.4 17.7 66.9 66.9 30.0 102.6 Actuated g/C Ratio 0.01 0.09 0.14 0.51 0.51 0.23 0.79
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 10 304 383 2731 850 800 4046
v/s Ratio Prot c0.05 c0.03 0.20 c0.17 c0.32
v/s Ratio Perm 0.00 0.15
v/c Ratio 0.01 0.53 0.21 0.39 0.29 0.73 0.41
Uniform Delay, d1 63.9 56.8 49.9 19.1 18.1 46.3 4.2
Progression Factor 1.00 1.00 1.00 0.99 2.14 0.95 0.90
Incremental Delay, d2 0.3 1.8 0.3 0.3 0.7 3.6 0.3
Delay (s) 64.2 58.5 50.2 19.3 39.3 47.5 4.1
Level of Service E E D B D D A
Approach Delay (s) 64.2 52.0 24.9 15.5
Approach LOS E D C B
Intersection Summary
HCM 2000 Control Delay 24.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background PM 52: Private Dr/Costco Brokaw Rd 05/30/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 87 0 163 82 309 0 0 74 477 30 9
Future Volume (vph) 3 87 0 163 82 309 0 0 74 477 30 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.88 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.96
Satd. Flow (prot) 1764 1693 1770 1618 1611 1792
Flt Permitted 0.36 1.00 0.69 1.00 1.00 0.96
Satd. Flow (perm) 665 1693 1292 1618 1611 1792
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 3 98 0 184 93 349 0 0 84 539 34 10
RTOR Reduction (vph) 0 0 0 0 77 0 0 80 0 0 1 0
Lane Group Flow (vph) 3 98 0 184 365 0 0 4 0 0 582 0
Confl. Peds. (#/hr) 3 3 1
Heavy Vehicles (%) 2% 1% 2% 2% 1% 1% 2% 2% 2% 1% 2% 1%
Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 61.1 61.1 61.1 61.1 5.5 49.9
Effective Green, g (s) 61.1 61.1 61.1 61.1 5.5 49.9
Actuated g/C Ratio 0.47 0.47 0.47 0.47 0.04 0.38
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 312 795 607 760 68 687
v/s Ratio Prot 0.06 c0.23 c0.00 c0.32
v/s Ratio Perm 0.00 0.14
v/c Ratio 0.01 0.12 0.30 0.48 0.05 0.85
Uniform Delay, d1 18.3 19.4 21.3 23.6 59.7 36.6
Progression Factor 1.00 1.00 0.42 0.24 1.00 1.00
Incremental Delay, d2 0.1 0.3 1.1 1.8 0.3 9.5
Delay (s) 18.4 19.7 10.0 7.5 60.1 46.1
Level of Service B B A A E D
Approach Delay (s) 19.7 8.2 60.1 46.1
Approach LOS B A E D
Intersection Summary
HCM 2000 Control Delay 28.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B PM 3: Coleman Ave Champions Wy 05/26/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 80 5 317 947 2044 6
Future Volume (veh/h) 80 5 317 947 2044 6
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1856 1885 1885
Adj Flow Rate, veh/h 90 6 358 1071 2311 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 0 3 3 1 1
Cap, veh/h 114 457 391 4346 3140 10
Arrive On Green 0.06 0.06 0.29 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5233 5467 16
Grp Volume(v), veh/h 90 6 358 1071 1497 821
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1689 1716 1882
Q Serve(g_s), s 6.4 0.3 25.4 0.0 0.0 0.0
Cycle Q Clear(g_c), s 6.4 0.3 25.4 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 114 457 391 4346 2034 1116
V/C Ratio(X) 0.79 0.01 0.92 0.25 0.74 0.74
Avail Cap(c_a), veh/h 145 485 493 4346 2034 1116
HCM Platoon Ratio 1.00 1.00 1.33 1.33 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.19 0.19
Uniform Delay (d), s/veh 60.1 33.4 44.7 0.0 0.0 0.0
Incr Delay (d2), s/veh 22.9 0.0 20.2 0.1 0.5 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.7 0.1 12.5 0.1 0.1 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 83.0 33.5 64.9 0.1 0.5 0.8
LnGrp LOS F C E A A A
Approach Vol, veh/h 96 1429 2318
Approach Delay, s/veh 79.9 16.4 0.6
Approach LOS E B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 34.5 82.8 117.2 12.8
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 36.3 67.3 109.3 10.4
Max Q Clear Time (g_c+I1), s 27.4 2.0 2.0 8.4
Green Ext Time (p_c), s 1.3 62.7 38.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
_____ "i 7' "i ;;; ttf+
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B PM 13: Coleman Ave Airport Blvd 05/26/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 112 1374 269 120 1673
Future Volume (veh/h) 87 112 1374 269 120 1673
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1811 1811 1870 1870 1885 1885
Adj Flow Rate, veh/h 98 127 1553 0 136 1891
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 6 6 2 2 1 1
Cap, veh/h 342 241 4521 192 4146
Arrive On Green 0.10 0.10 1.00 0.00 0.06 0.81
Sat Flow, veh/h 3346 1535 6696 1585 3483 5316
Grp Volume(v), veh/h 98 127 1553 0 136 1891
Grp Sat Flow(s),veh/h/ln 1673 1535 1609 1585 1742 1716
Q Serve(g_s), s 3.5 9.9 0.0 0.0 5.0 14.7
Cycle Q Clear(g_c), s 3.5 9.9 0.0 0.0 5.0 14.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 342 241 4521 192 4146
V/C Ratio(X) 0.29 0.53 0.34 0.71 0.46
Avail Cap(c_a), veh/h 1125 601 4521 370 4146
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.81 0.00 1.00 1.00
Uniform Delay (d), s/veh 54.0 50.3 0.0 0.0 60.4 3.9
Incr Delay (d2), s/veh 0.6 2.5 0.2 0.0 4.8 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 8.6 0.1 0.0 2.3 3.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.6 52.8 0.2 0.0 65.1 4.3
LnGrp LOS D D A E A
Approach Vol, veh/h 225 1553 2027
Approach Delay, s/veh 53.6 0.2 8.3
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 110.4 19.6 13.4 97.1
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 74.3 43.7 13.8 54.3
Max Q Clear Time (g_c+I1), s 16.7 11.9 7.0 2.0
Green Ext Time (p_c), s 53.9 1.4 0.2 41.8
Intersection Summary
HCM 6th Ctrl Delay 7.7
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B PM 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 329 393 1241 0 0 1767
Future Volume (veh/h) 329 393 1241 0 0 1767
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1811 1870 0 0 1870
Adj Flow Rate, veh/h 372 444 1403 0 0 1997
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 6 2 0 0 2
Cap, veh/h 1107 500 3020 0 0 3020
Arrive On Green 0.33 0.33 0.79 0.00 0.00 1.00
Sat Flow, veh/h 3401 1535 5443 0 0 5443
Grp Volume(v), veh/h 372 444 1403 0 0 1997
Grp Sat Flow(s),veh/h/ln 1700 1535 1702 0 0 1702
Q Serve(g_s), s 10.8 35.7 12.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 10.8 35.7 12.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1107 500 3020 0 0 3020
V/C Ratio(X) 0.34 0.89 0.46 0.00 0.00 0.66
Avail Cap(c_a), veh/h 1358 613 3020 0 0 3020
HCM Platoon Ratio 1.00 1.00 1.33 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.90
Uniform Delay (d), s/veh 33.2 41.6 7.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.3 13.9 0.5 0.0 0.0 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.5 15.2 3.4 0.0 0.0 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.5 55.5 7.5 0.0 0.0 1.0
LnGrp LOS C E A A A A
Approach Vol, veh/h 816 1403 1997
Approach Delay, s/veh 45.5 7.5 1.0
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 82.6 47.4 82.6
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 67.3 51.9 67.3
Max Q Clear Time (g_c+I1), s 2.0 37.7 14.0
Green Ext Time (p_c), s 59.5 4.6 38.8
Intersection Summary
HCM 6th Ctrl Delay 11.8
HCM 6th LOS B
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B PM 17: Coleman Ave Hedding St 05/26/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 157 347 123 73 272 386 81 818 52 230 1262 137 Future Volume (veh/h) 157 347 123 73 272 386 81 818 52 230 1262 137 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 177 392 139 83 307 0 92 925 59 260 1427 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 1 1 1 1 2 2 2 2 2 2
Cap, veh/h 232 510 178 105 676 178 1645 105 322 2470
Arrive On Green 0.07 0.20 0.20 0.06 0.19 0.00 0.10 0.49 0.49 0.03 0.16 0.00 Sat Flow, veh/h 3483 2587 904 1795 3676 0 1781 3391 216 3456 5274 0 Grp Volume(v), veh/h 177 270 261 83 307 0 92 485 499 260 1427 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1700 1795 1791 0 1781 1777 1831 1728 1702 0 Q Serve(g_s), s 6.5 18.5 19.0 5.9 9.9 0.0 6.4 25.1 25.1 9.7 33.6 0.0 Cycle Q Clear(g_c), s 6.5 18.5 19.0 5.9 9.9 0.0 6.4 25.1 25.1 9.7 33.6 0.0 Prop In Lane 1.00 0.53 1.00 0.00 1.00 0.12 1.00 0.00
Lane Grp Cap(c), veh/h 232 353 335 105 676 178 862 888 322 2470 V/C Ratio(X) 0.76 0.76 0.78 0.79 0.45 0.52 0.56 0.56 0.81 0.58 Avail Cap(c_a), veh/h 316 453 430 177 934 178 862 888 428 2470 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 59.7 49.3 49.5 60.4 46.8 0.0 55.5 23.7 23.7 61.8 42.3 0.0 Incr Delay (d2), s/veh 7.2 5.7 6.9 12.3 0.5 0.0 10.3 2.6 2.6 7.6 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 8.8 8.6 3.0 4.4 0.0 3.3 10.8 11.1 4.8 15.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.9 55.1 56.4 72.7 47.3 0.0 65.8 26.3 26.3 69.5 43.2 0.0 LnGrp LOS E E E E D E C C E D
Approach Vol, veh/h 708 390 1076 1687
Approach Delay, s/veh 58.5 52.7 29.7 47.3
Approach LOS E D C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.0 68.6 13.8 29.6 17.8 68.8 12.7 30.7 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 13.0 50.4 11.8 33.9 16.1 46.6 12.8 32.9 Max Q Clear Time (g_c+I1), s 8.4 35.6 8.5 11.9 11.7 27.1 7.9 21.0 Green Ext Time (p_c), s 0.1 12.5 0.2 1.2 0.4 12.2 0.1 4.1 Intersection Summary
HCM 6th Ctrl Delay 45.0
HCM 6th LOS D
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 2: Coleman Ave Brokaw Rd 05/26/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 264 13 354 157 28 12 291 690 44 10 1450 218 Future Volume (vph) 264 13 354 157 28 12 291 690 44 10 1450 218 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1715 1727 1599 1698 1727 1599 1770 5039 1787 5136 1557 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1715 1727 1599 1698 1727 1599 1770 5039 1787 5136 1557 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 298 15 400 177 32 14 329 780 50 11 1639 246 RTOR Reduction (vph) 0 0 40 0 0 13 0 4 0 0 0 125
Lane Group Flow (vph) 155 158 360 104 105 1 329 826 0 11 1639 121 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 0% 0% 1% 1% 1% 1% 2% 2% 2% 1% 1% 1%
Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 24.4 24.4 62.1 12.9 12.9 12.9 31.5 67.0 2.5 38.0 38.0 Effective Green, g (s) 24.4 24.4 62.1 12.9 12.9 12.9 31.5 67.0 2.5 38.0 38.0 Actuated g/C Ratio 0.19 0.19 0.48 0.10 0.10 0.10 0.24 0.52 0.02 0.29 0.29 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 321 324 763 168 171 158 428 2597 34 1501 455 v/s Ratio Prot 0.09 0.09 c0.23 c0.06 0.06 0.00 c0.19 0.16 0.01 c0.32 v/s Ratio Perm 0.08
v/c Ratio 0.48 0.49 0.47 0.62 0.61 0.01 0.77 0.32 0.32 1.09 0.27 Uniform Delay, d1 47.2 47.2 22.9 56.2 56.2 52.8 45.9 18.3 62.9 46.0 35.3 Progression Factor 0.76 0.76 0.34 1.00 1.00 1.00 0.57 0.97 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.4 0.1 4.7 4.5 0.0 7.6 0.3 2.0 52.6 1.4 Delay (s) 36.4 36.5 8.0 60.9 60.7 52.8 33.7 18.0 64.9 98.6 36.7 Level of Service D D A E E D C B E F D
Approach Delay (s) 20.5 60.3 22.4 90.4
Approach LOS C E C F
Intersection Summary
HCM 2000 Control Delay 56.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 77.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 7: Coleman Ave Aviation Ave 05/26/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 128 0 238 40 0 10 50 1060 15 49 14 1916 Future Volume (vph) 128 0 238 40 0 10 50 1060 15 49 14 1916 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1665 1665 2760 1762 1583 3433 3505 1548 1787 5125 Flt Permitted 0.95 0.75 1.00 0.47 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1665 1315 2760 863 1583 3433 3505 1548 1787 5125 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 145 0 269 45 0 11 57 1198 17 55 16 2166 RTOR Reduction (vph) 0 0 0 0 11 0 0 0 9 0 0 1
Lane Group Flow (vph) 72 73 269 45 0 0 57 1198 8 0 71 2193 Confl. Peds. (#/hr) 3 3 1 1
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 2% 3% 2% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 35.9 35.9 18.6 19.3 2.0 4.5 62.7 62.7 8.8 67.0 Effective Green, g (s) 35.9 35.9 18.6 19.3 2.0 4.5 62.7 62.7 8.8 67.0 Actuated g/C Ratio 0.28 0.28 0.14 0.15 0.02 0.03 0.48 0.48 0.07 0.52 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 459 363 394 128 24 118 1690 746 120 2641 v/s Ratio Prot 0.04 c0.10 0.00 0.02 0.34 c0.04 c0.43
v/s Ratio Perm 0.06 c0.05 0.01
v/c Ratio 0.16 0.20 0.68 0.35 0.01 0.48 0.71 0.01 0.59 0.83 Uniform Delay, d1 35.6 36.1 52.9 49.7 63.0 61.6 26.5 17.5 58.9 26.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.84 1.03 1.00 1.43 0.06 Incremental Delay, d2 0.2 0.4 4.8 2.3 0.2 4.1 2.5 0.0 4.6 1.8 Delay (s) 35.8 36.4 57.7 52.0 63.2 55.9 29.6 17.5 89.0 3.5 Level of Service D D E D E E C B F A
Approach Delay (s) 50.2 54.2 30.7 6.2
Approach LOS D D C A
Intersection Summary
HCM 2000 Control Delay 19.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 7: Coleman Ave Aviation Ave 05/26/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 25
Future Volume (vph) 25
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 104%
Adj. Flow (vph) 28
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 8: Coleman Ave Earthquakes Wy 05/26/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 10 85 8 20 1132 2192 5
Future Volume (vph) 10 85 8 20 1132 2192 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.88 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3175 1455 3400 5085 5134
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3175 1455 3400 5085 5134
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 11 96 9 23 1280 2478 6
RTOR Reduction (vph) 43 43 00000
Lane Group Flow (vph) 16 5 0 32 1280 2484 0
Confl. Peds. (#/hr) 2 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1% 1% 3% 3% 2% 1% 1%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 13.0 13.0 4.1 106.7 96.9
Effective Green, g (s) 13.0 13.0 4.1 106.7 96.9
Actuated g/C Ratio 0.10 0.10 0.03 0.82 0.75
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 317 145 107 4173 3826
v/s Ratio Prot c0.00 0.01 c0.25 c0.48
v/s Ratio Perm 0.00
v/c Ratio 0.05 0.03 0.30 0.31 0.65
Uniform Delay, d1 52.9 52.8 61.5 2.8 8.2
Progression Factor 1.00 1.00 1.10 0.71 0.38
Incremental Delay, d2 0.1 0.1 1.8 0.2 0.5
Delay (s) 53.0 53.0 69.6 2.2 3.6
Level of Service D D E A A
Approach Delay (s) 53.0 3.8 3.6
Approach LOS D A A
Intersection Summary
HCM 2000 Control Delay 5.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 61.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 11: Coleman Ave Newhall Dr/Fire Sta. 05/26/2023
PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 112 0 462 2 0 0 420 1051 1 3 2144 184 Future Volume (vph) 112 0 462 2 0 0 420 1051 1 3 2144 184 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 2760 1203 3433 5085 1787 5069
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1787 2760 1267 3433 5085 1787 5069
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 127 0 522 2 0 0 475 1188 1 3 2424 208
RTOR Reduction (vph) 0 0 271 000000060
Lane Group Flow (vph) 0 127 251 2 0 0 475 1189 0 3 2626 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 3% 50% 50% 50% 2% 2% 2% 1% 1% 1% Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 25.8 54.7 1.7 30.6 88.2 1.3 58.2
Effective Green, g (s) 25.8 49.7 1.7 30.6 88.2 1.3 58.2 Actuated g/C Ratio 0.20 0.38 0.01 0.24 0.68 0.01 0.45
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 354 1055 16 808 3449 17 2269
v/s Ratio Prot 0.09 c0.14 0.23 0.00 c0.52
v/s Ratio Perm c0.07 0.00
v/c Ratio 0.36 0.24 0.12 0.59 0.34 0.18 1.16
Uniform Delay, d1 45.0 27.3 63.4 44.1 8.8 63.8 35.9
Progression Factor 1.00 1.00 1.00 1.04 0.50 1.18 0.40
Incremental Delay, d2 0.9 0.1 3.5 1.0 0.3 4.0 75.4
Delay (s) 45.8 27.4 66.9 46.8 4.6 79.5 89.9
Level of Service D C E D A E F
Approach Delay (s) 31.0 66.9 16.6 89.8
Approach LOS C E B F
Intersection Summary
HCM 2000 Control Delay 57.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.86
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 PM Peak Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 8 143 0 538 0 966 361 556 1473 13 Future Volume (vph) 0 0 8 143 0 538 0 966 361 556 1473 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 0.88 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1285 3467 2814 5307 1652 3400 5127
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1285 3467 2814 5307 1652 3400 5127
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 0 0 9 162 0 608 0 1092 408 629 1665 15
RTOR Reduction (vph) 0 0 9 0 0 525 0 0 158 0 0 0
Lane Group Flow (vph) 0 0 0 162 0 83 0 1092 250 629 1680 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 3% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.1 11.4 17.7 64.6 64.6 32.3 102.6 Effective Green, g (s) 1.1 11.4 17.7 64.6 64.6 32.3 102.6 Actuated g/C Ratio 0.01 0.09 0.14 0.50 0.50 0.25 0.79
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 10 304 383 2637 820 844 4046
v/s Ratio Prot c0.05 c0.03 0.21 c0.19 c0.33
v/s Ratio Perm 0.00 0.15
v/c Ratio 0.01 0.53 0.22 0.41 0.30 0.75 0.42
Uniform Delay, d1 63.9 56.8 50.0 20.7 19.4 45.1 4.3
Progression Factor 1.00 1.00 1.00 0.99 2.03 0.84 1.84
Incremental Delay, d2 0.3 1.8 0.3 0.4 0.7 3.5 0.3
Delay (s) 64.2 58.5 50.3 20.9 40.0 41.2 8.2
Level of Service E E D C D D A
Approach Delay (s) 64.2 52.0 26.1 17.2
Approach LOS E D C B
Intersection Summary
HCM 2000 Control Delay 26.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 54.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B PM 52: Brokaw Rd Costco 05/26/2023
PM Peak Synchro 11 Report
KIE Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 91 0 163 86 309 0 0 74 477 30 9
Future Volume (vph) 3 91 0 163 86 309 0 0 74 477 30 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.88 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.96
Satd. Flow (prot) 1770 1644 1770 1599 1611 1792
Flt Permitted 0.35 1.00 0.69 1.00 1.00 0.96
Satd. Flow (perm) 660 1644 1286 1599 1611 1792
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 3 103 0 184 97 349 0 0 84 539 34 10
RTOR Reduction (vph) 0 0 0 0 74 0 0 80 0 0 1 0
Lane Group Flow (vph) 3 103 0 184 372 0 0 4 0 0 582 0
Confl. Peds. (#/hr) 4 4 1
Heavy Vehicles (%) 2% 4% 2% 2% 6% 1% 2% 2% 2% 1% 2% 1%
Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 61.1 61.1 61.1 61.1 5.5 49.9
Effective Green, g (s) 61.1 61.1 61.1 61.1 5.5 49.9
Actuated g/C Ratio 0.47 0.47 0.47 0.47 0.04 0.38
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 310 772 604 751 68 687
v/s Ratio Prot 0.06 c0.23 c0.00 c0.32
v/s Ratio Perm 0.00 0.14
v/c Ratio 0.01 0.13 0.30 0.50 0.05 0.85
Uniform Delay, d1 18.3 19.5 21.3 23.8 59.7 36.6
Progression Factor 1.00 1.00 0.45 0.33 1.00 1.00
Incremental Delay, d2 0.1 0.4 1.1 1.9 0.3 9.5
Delay (s) 18.4 19.8 10.6 9.7 60.1 46.1
Level of Service B B B A E D
Approach Delay (s) 19.8 10.0 60.1 46.1
Approach LOS B A E D
Intersection Summary
HCM 2000 Control Delay 28.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 68.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B PM 3: Coleman Ave Champions Wy 05/26/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 80 5 317 952 2049 6
Future Volume (veh/h) 80 5 317 952 2049 6
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1856 1856 1885 1885
Adj Flow Rate, veh/h 90 6 358 1076 2316 7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 0 3 3 1 1
Cap, veh/h 114 457 391 4346 3140 9
Arrive On Green 0.06 0.06 0.29 1.00 1.00 1.00
Sat Flow, veh/h 1810 1610 1767 5233 5467 16
Grp Volume(v), veh/h 90 6 358 1076 1500 823
Grp Sat Flow(s),veh/h/ln 1810 1610 1767 1689 1716 1882
Q Serve(g_s), s 6.4 0.3 25.4 0.0 0.0 0.0
Cycle Q Clear(g_c), s 6.4 0.3 25.4 0.0 0.0 0.0
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 114 457 391 4346 2034 1116
V/C Ratio(X) 0.79 0.01 0.92 0.25 0.74 0.74
Avail Cap(c_a), veh/h 145 485 493 4346 2034 1116
HCM Platoon Ratio 1.00 1.00 1.33 1.33 2.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.18 0.18
Uniform Delay (d), s/veh 60.1 33.4 44.7 0.0 0.0 0.0
Incr Delay (d2), s/veh 22.9 0.0 20.2 0.1 0.4 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.7 0.1 12.5 0.1 0.1 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 83.0 33.5 64.9 0.1 0.4 0.8
LnGrp LOS F C E A A A
Approach Vol, veh/h 96 1434 2323
Approach Delay, s/veh 79.9 16.3 0.6
Approach LOS E B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 34.5 82.8 117.2 12.8
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 36.3 67.3 109.3 10.4
Max Q Clear Time (g_c+I1), s 27.4 2.0 2.0 8.4
Green Ext Time (p_c), s 1.3 62.7 39.1 0.1
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
_____ "i 7' "i ;;; ttf+
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B PM 13: Coleman Ave Airport Blvd 05/26/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 87 112 1394 269 120 1693
Future Volume (veh/h) 87 112 1394 269 120 1693
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1811 1811 1856 1870 1885 1870
Adj Flow Rate, veh/h 98 127 1576 0 136 1914
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 6 6 3 2 1 2
Cap, veh/h 342 241 4485 192 4113
Arrive On Green 0.10 0.10 1.00 0.00 0.06 0.81
Sat Flow, veh/h 3346 1535 6643 1585 3483 5274
Grp Volume(v), veh/h 98 127 1576 0 136 1914
Grp Sat Flow(s),veh/h/ln 1673 1535 1596 1585 1742 1702
Q Serve(g_s), s 3.5 9.9 0.0 0.0 5.0 15.2
Cycle Q Clear(g_c), s 3.5 9.9 0.0 0.0 5.0 15.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 342 241 4485 192 4113
V/C Ratio(X) 0.29 0.53 0.35 0.71 0.47
Avail Cap(c_a), veh/h 1125 601 4485 370 4113
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.78 0.00 1.00 1.00
Uniform Delay (d), s/veh 54.0 50.3 0.0 0.0 60.4 3.9
Incr Delay (d2), s/veh 0.6 2.5 0.2 0.0 4.8 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 8.6 0.1 0.0 2.3 3.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.6 52.8 0.2 0.0 65.1 4.3
LnGrp LOS D D A E A
Approach Vol, veh/h 225 1576 2050
Approach Delay, s/veh 53.6 0.2 8.3
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 110.4 19.6 13.4 97.1
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 74.3 43.7 13.8 54.3
Max Q Clear Time (g_c+I1), s 17.2 11.9 7.0 2.0
Green Ext Time (p_c), s 53.7 1.4 0.2 42.3
Intersection Summary
HCM 6th Ctrl Delay 7.6
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B PM 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 329 413 1241 0 0 1787
Future Volume (veh/h) 329 413 1241 0 0 1787
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1752 1870 0 0 1856
Adj Flow Rate, veh/h 372 467 1403 0 0 2020
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 4 10 2 0 0 3
Cap, veh/h 1184 517 2904 0 0 2881
Arrive On Green 0.35 0.35 1.00 0.00 0.00 1.00
Sat Flow, veh/h 3401 1485 5443 0 0 5400
Grp Volume(v), veh/h 372 467 1403 0 0 2020
Grp Sat Flow(s),veh/h/ln 1700 1485 1702 0 0 1689
Q Serve(g_s), s 10.4 38.9 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 10.4 38.9 0.0 0.0 0.0 0.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1184 517 2904 0 0 2881
V/C Ratio(X) 0.31 0.90 0.48 0.00 0.00 0.70
Avail Cap(c_a), veh/h 1384 604 2904 0 0 2881
HCM Platoon Ratio 1.00 1.00 2.00 1.00 1.00 2.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.89
Uniform Delay (d), s/veh 31.0 40.3 0.0 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.2 16.3 0.6 0.0 0.0 1.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.3 16.3 0.2 0.0 0.0 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.2 56.5 0.6 0.0 0.0 1.3
LnGrp LOS C E A A A A
Approach Vol, veh/h 839 1403 2020
Approach Delay, s/veh 45.3 0.6 1.3
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 79.6 50.4 79.6
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 66.3 52.9 66.3
Max Q Clear Time (g_c+I1), s 2.0 40.9 2.0
Green Ext Time (p_c), s 59.0 4.4 44.4
Intersection Summary
HCM 6th Ctrl Delay 9.7
HCM 6th LOS A
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B PM 17: Coleman Ave Hedding St 05/26/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 157 347 123 73 272 386 81 818 52 230 1272 137 Future Volume (veh/h) 157 347 123 73 272 386 81 818 52 230 1272 137 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 177 392 139 83 307 0 92 925 59 260 1438 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 1 1 1 1 2 2 2 2 2 2
Cap, veh/h 232 510 178 105 676 178 1653 105 315 2470
Arrive On Green 0.07 0.20 0.20 0.06 0.19 0.00 0.10 0.49 0.49 0.18 0.97 0.00 Sat Flow, veh/h 3483 2587 904 1795 3676 0 1781 3391 216 3456 5274 0 Grp Volume(v), veh/h 177 270 261 83 307 0 92 485 499 260 1438 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1700 1795 1791 0 1781 1777 1831 1728 1702 0 Q Serve(g_s), s 6.5 18.5 19.0 5.9 9.9 0.0 6.4 25.0 25.0 9.4 2.7 0.0 Cycle Q Clear(g_c), s 6.5 18.5 19.0 5.9 9.9 0.0 6.4 25.0 25.0 9.4 2.7 0.0 Prop In Lane 1.00 0.53 1.00 0.00 1.00 0.12 1.00 0.00
Lane Grp Cap(c), veh/h 232 353 335 105 676 178 866 892 315 2470 V/C Ratio(X) 0.76 0.76 0.78 0.79 0.45 0.52 0.56 0.56 0.83 0.58 Avail Cap(c_a), veh/h 316 453 430 177 934 178 866 892 428 2470 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 59.7 49.3 49.5 60.4 46.8 0.0 55.5 23.5 23.5 52.2 1.1 0.0 Incr Delay (d2), s/veh 7.2 5.7 6.9 12.3 0.5 0.0 10.3 2.6 2.5 8.7 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 8.8 8.6 3.0 4.4 0.0 3.3 10.8 11.0 4.1 0.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.9 55.1 56.4 72.7 47.3 0.0 65.8 26.1 26.0 60.9 2.1 0.0 LnGrp LOS E E E E D E C C E A
Approach Vol, veh/h 708 390 1076 1698
Approach Delay, s/veh 58.5 52.7 29.5 11.1
Approach LOS E D C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.0 68.6 13.8 29.6 17.5 69.1 12.7 30.7 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 13.0 50.4 11.8 33.9 16.1 46.6 12.8 32.9 Max Q Clear Time (g_c+I1), s 8.4 4.7 8.5 11.9 11.4 27.0 7.9 21.0 Green Ext Time (p_c), s 0.1 31.6 0.2 1.2 0.4 12.3 0.1 4.1 Intersection Summary
HCM 6th Ctrl Delay 29.0
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 2: Coleman Ave Brokaw Rd 05/26/2023
PM Peak Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 264 13 359 157 28 12 296 690 44 10 1450 218 Future Volume (vph) 264 13 359 157 28 12 296 690 44 10 1450 218 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1715 1727 1568 1698 1727 1599 1736 5039 1787 5136 1557 Flt Permitted 0.95 0.96 1.00 0.95 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1715 1727 1568 1698 1727 1599 1736 5039 1787 5136 1557 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 298 15 406 177 32 14 335 780 50 11 1639 246 RTOR Reduction (vph) 0 0 40 0 0 13 0 4 0 0 0 125
Lane Group Flow (vph) 155 158 366 104 105 1 335 826 0 11 1639 121 Confl. Peds. (#/hr) 2 6 6 2 2 2
Heavy Vehicles (%) 0% 0% 3% 1% 1% 1% 4% 2% 2% 1% 1% 1%
Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 25.2 25.2 62.0 12.9 12.9 12.9 30.6 66.2 2.5 38.1 38.1 Effective Green, g (s) 25.2 25.2 62.0 12.9 12.9 12.9 30.6 66.2 2.5 38.1 38.1 Actuated g/C Ratio 0.19 0.19 0.48 0.10 0.10 0.10 0.24 0.51 0.02 0.29 0.29 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 332 334 747 168 171 158 408 2566 34 1505 456 v/s Ratio Prot 0.09 0.09 c0.23 c0.06 0.06 0.00 c0.19 0.16 0.01 c0.32 v/s Ratio Perm 0.08
v/c Ratio 0.47 0.47 0.49 0.62 0.61 0.01 0.82 0.32 0.32 1.09 0.27 Uniform Delay, d1 46.4 46.5 23.2 56.2 56.2 52.8 47.1 18.7 62.9 46.0 35.2 Progression Factor 0.53 0.53 0.51 1.00 1.00 1.00 0.51 0.85 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.3 0.2 4.7 4.5 0.0 11.9 0.3 2.0 51.5 1.4 Delay (s) 25.0 25.1 12.0 60.9 60.7 52.8 36.1 16.3 64.9 97.4 36.6 Level of Service C C B E E D D B E F D
Approach Delay (s) 17.7 60.3 22.0 89.3
Approach LOS B E C F
Intersection Summary
HCM 2000 Control Delay 55.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.83
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 77.9% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 7: Coleman Ave Aviation Ave 05/26/2023
PM Peak Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 128 0 238 40 0 10 50 1065 15 49 14 1921 Future Volume (vph) 128 0 238 40 0 10 50 1065 15 49 14 1921 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1665 1665 2760 1762 1583 3433 3471 1548 1787 5125 Flt Permitted 0.95 0.75 1.00 0.47 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1665 1315 2760 863 1583 3433 3471 1548 1787 5125 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 145 0 269 45 0 11 57 1204 17 55 16 2172 RTOR Reduction (vph) 0 0 0 0 11 0 0 0 9 0 0 1
Lane Group Flow (vph) 72 73 269 45 0 0 57 1204 8 0 71 2199 Confl. Peds. (#/hr) 3 3 1 1
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3% 3% 3% 2% 2% 2% 2% 4% 2% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 35.9 35.9 18.6 19.3 2.0 4.5 62.7 62.7 8.8 67.0 Effective Green, g (s) 35.9 35.9 18.6 19.3 2.0 4.5 62.7 62.7 8.8 67.0 Actuated g/C Ratio 0.28 0.28 0.14 0.15 0.02 0.03 0.48 0.48 0.07 0.52 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 459 363 394 128 24 118 1674 746 120 2641 v/s Ratio Prot 0.04 c0.10 0.00 0.02 0.35 c0.04 c0.43
v/s Ratio Perm 0.06 c0.05 0.01
v/c Ratio 0.16 0.20 0.68 0.35 0.01 0.48 0.72 0.01 0.59 0.83 Uniform Delay, d1 35.6 36.1 52.9 49.7 63.0 61.6 26.7 17.5 58.9 26.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.87 1.30 1.00 1.42 0.09 Incremental Delay, d2 0.2 0.4 4.8 2.3 0.2 4.1 2.6 0.0 4.6 1.9 Delay (s) 35.8 36.4 57.7 52.0 63.2 57.5 37.4 17.5 88.1 4.4 Level of Service D D E D E E D B F A
Approach Delay (s) 50.2 54.2 38.0 7.0
Approach LOS D D D A
Intersection Summary
HCM 2000 Control Delay 21.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 7: Coleman Ave Aviation Ave 05/26/2023
PM Peak Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 25
Future Volume (vph) 25
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.92
Growth Factor (vph) 104%
Adj. Flow (vph) 28
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 8: Coleman Ave Earthquakes Wy 05/26/2023
PM Peak Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 10 85 8 20 1137 2197 5
Future Volume (vph) 10 85 8 20 1137 2197 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.88 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3175 1455 3400 5085 5083
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3175 1455 3400 5085 5083
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104%
Adj. Flow (vph) 11 96 9 23 1285 2484 6
RTOR Reduction (vph) 42 42 00000
Lane Group Flow (vph) 17 6 0 32 1285 2490 0
Confl. Peds. (#/hr) 2 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 1% 1% 3% 3% 2% 2% 1%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 13.0 13.0 4.0 106.7 97.0
Effective Green, g (s) 13.0 13.0 4.0 106.7 97.0
Actuated g/C Ratio 0.10 0.10 0.03 0.82 0.75
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 317 145 104 4173 3792
v/s Ratio Prot c0.01 0.01 c0.25 c0.49
v/s Ratio Perm 0.00
v/c Ratio 0.05 0.04 0.31 0.31 0.66
Uniform Delay, d1 52.9 52.9 61.6 2.8 8.2
Progression Factor 1.00 1.00 0.95 0.55 1.48
Incremental Delay, d2 0.1 0.2 1.9 0.2 0.6
Delay (s) 53.0 53.0 60.6 1.7 12.7
Level of Service D D E A B
Approach Delay (s) 53.0 3.2 12.7
Approach LOS D A B
Intersection Summary
HCM 2000 Control Delay 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 61.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 11: Coleman Ave Newhall Dr/Fire Sta. 05/26/2023
PM Peak Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 112 0 477 2 0 0 435 1056 1 3 2149 184 Future Volume (vph) 112 0 477 2 0 0 435 1056 1 3 2149 184 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 2682 1203 3303 5035 1787 5069
Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1787 2682 1267 3303 5035 1787 5069
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 127 0 539 2 0 0 492 1194 1 3 2429 208
RTOR Reduction (vph) 0 0 259 000000060
Lane Group Flow (vph) 0 127 280 2 0 0 492 1195 0 3 2631 0 Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 1% 1% 6% 50% 50% 50% 6% 3% 2% 1% 1% 1% Turn Type Prot NA custom custom Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 26.0 58.2 1.7 33.9 88.0 1.3 54.7
Effective Green, g (s) 26.0 53.2 1.7 33.9 88.0 1.3 54.7 Actuated g/C Ratio 0.20 0.41 0.01 0.26 0.68 0.01 0.42
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 357 1097 16 861 3408 17 2132
v/s Ratio Prot 0.10 c0.15 0.24 0.00 c0.52
v/s Ratio Perm c0.07 0.00
v/c Ratio 0.36 0.25 0.12 0.57 0.35 0.18 1.23
Uniform Delay, d1 44.8 25.3 63.4 41.7 8.9 63.8 37.6
Progression Factor 1.00 1.00 1.00 1.35 0.88 0.81 0.58
Incremental Delay, d2 0.8 0.1 3.5 0.9 0.3 4.0 108.8
Delay (s) 45.6 25.5 66.9 57.2 8.1 55.8 130.6
Level of Service D C E E A E F
Approach Delay (s) 29.3 66.9 22.4 130.5
Approach LOS C E C F
Intersection Summary
HCM 2000 Control Delay 80.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 86.3% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 PM Peak Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 8 143 0 538 0 966 361 576 1473 13 Future Volume (vph) 0 0 8 143 0 538 0 966 361 576 1473 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 0.88 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1285 3467 2814 5307 1652 3303 5127
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1285 3467 2814 5307 1652 3303 5127
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 0 0 9 162 0 608 0 1092 408 651 1665 15
RTOR Reduction (vph) 0 0 9 0 0 525 0 0 162 0 1 0
Lane Group Flow (vph) 0 0 0 162 0 83 0 1092 246 651 1679 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 6% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.1 11.4 17.7 63.0 63.0 33.9 102.6 Effective Green, g (s) 1.1 11.4 17.7 63.0 63.0 33.9 102.6 Actuated g/C Ratio 0.01 0.09 0.14 0.48 0.48 0.26 0.79
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 10 304 383 2571 800 861 4046
v/s Ratio Prot c0.05 c0.03 0.21 c0.20 c0.33
v/s Ratio Perm 0.00 0.15
v/c Ratio 0.01 0.53 0.22 0.42 0.31 0.76 0.42
Uniform Delay, d1 63.9 56.8 50.0 21.7 20.3 44.2 4.3
Progression Factor 1.00 1.00 1.00 0.80 0.74 1.05 1.55
Incremental Delay, d2 0.3 1.8 0.3 0.4 0.7 3.5 0.2
Delay (s) 64.2 58.5 50.3 17.7 15.8 49.8 6.9
Level of Service E E D B B D A
Approach Delay (s) 64.2 52.0 17.2 18.9
Approach LOS E D B B
Intersection Summary
HCM 2000 Control Delay 24.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B PM 52: Brokaw Rd Costco 05/26/2023
PM Peak Synchro 11 Report
KIE Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 96 0 163 91 309 0 0 74 477 30 9
Future Volume (vph) 3 96 0 163 91 309 0 0 74 477 30 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.88 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.96
Satd. Flow (prot) 1770 1569 1770 1584 1611 1792
Flt Permitted 0.35 1.00 0.69 1.00 1.00 0.96
Satd. Flow (perm) 650 1569 1279 1584 1611 1792
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% 104% Adj. Flow (vph) 3 109 0 184 103 349 0 0 84 539 34 10
RTOR Reduction (vph) 0 0 0 0 70 0 0 80 0 0 1 0
Lane Group Flow (vph) 3 109 0 184 382 0 0 4 0 0 582 0
Confl. Peds. (#/hr) 4 4 1
Heavy Vehicles (%) 2% 9% 2% 2% 11% 1% 2% 2% 2% 1% 2% 1% Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 61.1 61.1 61.1 61.1 5.5 49.9
Effective Green, g (s) 61.1 61.1 61.1 61.1 5.5 49.9
Actuated g/C Ratio 0.47 0.47 0.47 0.47 0.04 0.38
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 305 737 601 744 68 687
v/s Ratio Prot 0.07 c0.24 c0.00 c0.32
v/s Ratio Perm 0.00 0.14
v/c Ratio 0.01 0.15 0.31 0.51 0.05 0.85
Uniform Delay, d1 18.3 19.6 21.3 24.1 59.7 36.6
Progression Factor 1.00 1.00 0.41 0.34 1.00 1.00
Incremental Delay, d2 0.1 0.4 1.0 2.0 0.3 9.5
Delay (s) 18.4 20.0 9.8 10.2 60.1 46.1
Level of Service B C A B E D
Approach Delay (s) 20.0 10.1 60.1 46.1
Approach LOS C B E D
Intersection Summary
HCM 2000 Control Delay 28.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim WEMD 3: Coleman Ave Champions Wy 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 4 0 2 824 866 4
Future Volume (veh/h) 4 0 2 824 866 4
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1885 1885 1900 1900
Adj Flow Rate, veh/h 4 0 2 905 952 4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 0 0 1 1 0 0
Cap, veh/h 14 18 7 4002 2415 10
Arrive On Green 0.01 0.00 0.00 0.78 0.65 0.65
Sat Flow, veh/h 1810 1610 1795 5316 3782 15
Grp Volume(v), veh/h 4 0 2 905 466 490
Grp Sat Flow(s),veh/h/ln 1810 1610 1795 1716 1805 1897
Q Serve(g_s), s 0.1 0.0 0.1 2.3 5.8 5.8
Cycle Q Clear(g_c), s 0.1 0.0 0.1 2.3 5.8 5.8
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 14 18 7 4002 1182 1243
V/C Ratio(X) 0.29 0.00 0.29 0.23 0.39 0.39
Avail Cap(c_a), veh/h 279 255 266 4002 1182 1243
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 23.7 0.0 23.8 1.4 3.8 3.8
Incr Delay (d2), s/veh 15.9 0.0 30.1 0.1 1.0 0.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.0 1.1 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.5 0.0 53.9 1.6 4.8 4.8
LnGrp LOS D A D A A A
Approach Vol, veh/h 4 907 956
Approach Delay, s/veh 39.5 1.7 4.8
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.9 37.1 43.0 5.0
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 7.1 24.5 37.3 7.4
Max Q Clear Time (g_c+I1), s 2.1 7.8 4.3 2.1
Green Ext Time (p_c), s 0.0 11.8 18.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 3.4
HCM 6th LOS A
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim WEMD 13: Coleman Ave Airport Blvd 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 71 82 1087 253 49 704
Future Volume (veh/h) 71 82 1087 253 49 704
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1885 1885 1885 1885
Adj Flow Rate, veh/h 73 85 1121 0 51 726
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 1 1 1 1
Cap, veh/h 350 246 2621 187 3129
Arrive On Green 0.10 0.10 0.40 0.00 0.05 0.61
Sat Flow, veh/h 3456 1585 6749 1598 3483 5316
Grp Volume(v), veh/h 73 85 1121 0 51 726
Grp Sat Flow(s),veh/h/ln 1728 1585 1621 1598 1742 1716
Q Serve(g_s), s 0.8 2.0 5.1 0.0 0.6 2.7
Cycle Q Clear(g_c), s 0.8 2.0 5.1 0.0 0.6 2.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 350 246 2621 187 3129
V/C Ratio(X) 0.21 0.35 0.43 0.27 0.23
Avail Cap(c_a), veh/h 3599 1736 2953 422 3740
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 17.0 15.6 8.9 0.0 18.8 3.7
Incr Delay (d2), s/veh 0.4 1.2 0.2 0.0 0.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 1.9 1.2 0.0 0.2 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.4 16.8 9.1 0.0 19.5 3.8
LnGrp LOS B B A B A
Approach Vol, veh/h 158 1121 777
Approach Delay, s/veh 17.1 9.1 4.8
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 30.8 10.5 8.4 22.4
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 30.0 43.0 5.0 18.8
Max Q Clear Time (g_c+I1), s 4.7 4.0 2.6 7.1
Green Ext Time (p_c), s 14.2 1.0 0.0 9.5
Intersection Summary
HCM 6th Ctrl Delay 8.1
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim WEMD 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 195 254 1014 0 0 677
Future Volume (veh/h) 195 254 1014 0 0 677
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 0 0 1885
Adj Flow Rate, veh/h 203 265 1056 0 0 705
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 1 1 1 0 0 1
Cap, veh/h 881 404 2465 0 0 2465
Arrive On Green 0.25 0.25 0.48 0.00 0.00 0.48
Sat Flow, veh/h 3483 1598 5486 0 0 5486
Grp Volume(v), veh/h 203 265 1056 0 0 705
Grp Sat Flow(s),veh/h/ln 1742 1598 1716 0 0 1716
Q Serve(g_s), s 1.9 6.0 5.4 0.0 0.0 3.3
Cycle Q Clear(g_c), s 1.9 6.0 5.4 0.0 0.0 3.3
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 881 404 2465 0 0 2465
V/C Ratio(X) 0.23 0.66 0.43 0.00 0.00 0.29
Avail Cap(c_a), veh/h 1720 789 2465 0 0 2465
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00
Uniform Delay (d), s/veh 11.9 13.5 6.9 0.0 0.0 6.3
Incr Delay (d2), s/veh 0.2 2.6 0.5 0.0 0.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 2.0 1.2 0.0 0.0 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.1 16.0 7.4 0.0 0.0 6.6
LnGrp LOS B B A A A A
Approach Vol, veh/h 468 1056 705
Approach Delay, s/veh 14.3 7.4 6.6
Approach LOS B A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 25.0 15.3 25.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 19.3 19.9 19.3
Max Q Clear Time (g_c+I1), s 5.3 8.0 7.4
Green Ext Time (p_c), s 8.1 2.3 9.4
Intersection Summary
HCM 6th Ctrl Delay 8.6
HCM 6th LOS A
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Interim WEMD 17: Coleman Ave Hedding St 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 92 114 81 49 141 175 79 682 28 97 441 90 Future Volume (veh/h) 92 114 81 49 141 175 79 682 28 97 441 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 101 125 89 54 155 0 87 749 31 107 485 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 210 358 236 82 573 175 1463 61 214 2013
Arrive On Green 0.06 0.17 0.17 0.05 0.16 0.00 0.10 0.42 0.42 0.06 0.39 0.00 Sat Flow, veh/h 3483 2054 1351 1795 3676 0 1795 3505 145 3483 5316 0 Grp Volume(v), veh/h 101 108 106 54 155 0 87 383 397 107 485 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1614 1795 1791 0 1795 1791 1859 1742 1716 0 Q Serve(g_s), s 2.0 3.8 4.2 2.1 2.7 0.0 3.3 11.4 11.4 2.1 4.5 0.0 Cycle Q Clear(g_c), s 2.0 3.8 4.2 2.1 2.7 0.0 3.3 11.4 11.4 2.1 4.5 0.0 Prop In Lane 1.00 0.84 1.00 0.00 1.00 0.08 1.00 0.00
Lane Grp Cap(c), veh/h 210 312 282 82 573 175 748 776 214 2013 V/C Ratio(X) 0.48 0.34 0.38 0.66 0.27 0.50 0.51 0.51 0.50 0.24 Avail Cap(c_a), veh/h 242 723 652 125 1446 175 748 776 247 2013 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.7 26.0 26.2 33.7 26.5 0.0 30.7 15.5 15.5 32.6 14.7 0.0 Incr Delay (d2), s/veh 1.7 0.7 0.8 8.5 0.3 0.0 9.8 2.5 2.4 1.8 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 1.6 1.6 1.1 1.1 0.0 1.8 4.5 4.7 0.9 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.4 26.7 27.0 42.2 26.7 0.0 40.5 18.0 17.9 34.5 15.0 0.0 LnGrp LOS C C C D C D B B C B
Approach Vol, veh/h 315 209 867 592
Approach Delay, s/veh 29.3 30.7 20.2 18.5
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 33.8 9.4 16.6 10.1 35.7 8.4 17.6 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 7.0 28.1 5.0 29.0 5.1 29.3 5.0 29.0 Max Q Clear Time (g_c+I1), s 5.3 6.5 4.0 4.7 4.1 13.4 4.1 6.2 Green Ext Time (p_c), s 0.0 6.6 0.0 0.5 0.0 8.5 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim WEMD 2: Coleman Ave Brokaw Rd 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 300 13 397 57 21 23 315 308 75 24 377 115 Future Volume (vph) 300 13 397 57 21 23 315 308 75 24 377 115 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.92 1.00 0.97 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 1624 1787 1721 1805 5012 1787 3574 1559 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 1624 1787 1721 1805 5012 1787 3574 1559 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 345 15 456 66 24 26 362 354 86 28 433 132 RTOR Reduction (vph) 0 336 0 0 23 0 0 27 0 0 0 104
Lane Group Flow (vph) 345 135 0 66 27 0 362 413 0 28 433 28 Confl. Peds. (#/hr) 3 3 2 1 1 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 0% 0% 0% 1% 1% 1%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 23.2 28.1 7.8 11.9 25.9 45.3 3.6 23.0 23.0 Effective Green, g (s) 23.2 28.1 7.8 11.9 25.9 45.3 3.6 23.0 23.0 Actuated g/C Ratio 0.22 0.26 0.07 0.11 0.24 0.42 0.03 0.21 0.21 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 390 425 130 191 436 2117 60 766 334
v/s Ratio Prot c0.19 0.04 c0.20 0.08 0.02 c0.12
v/s Ratio Perm c0.08 0.02 0.02
v/c Ratio 0.88 0.32 0.51 0.14 0.83 0.20 0.47 0.57 0.08
Uniform Delay, d1 40.7 31.8 47.9 43.0 38.6 19.5 50.9 37.6 33.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 21.0 0.2 1.1 0.1 12.4 0.0 2.1 0.6 0.0 Delay (s) 61.7 32.0 49.0 43.2 51.0 19.5 52.9 38.2 33.7
Level of Service E C D D D B D D C
Approach Delay (s) 44.5 46.5 33.7 37.9
Approach LOS DDCD
Intersection Summary
HCM 2000 Control Delay 39.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 107.2 Sum of lost time (s) 23.2 Intersection Capacity Utilization 86.4% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim WEMD 7: Coleman Ave Aviation Ave 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 1 0 2 14 0 7 3 764 25 29 4 866
Future Volume (vph) 1 0 2 14 0 7 3 764 25 29 4 866
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1715 2842 1719 1538 3465 3574 1599 1805 5186 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1805 2842 1810 1538 3465 3574 1599 1805 5186 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 1 0 2 15 0 8 3 822 27 31 4 931
RTOR Reduction (vph) 0 0 0 0 8 0 0 0 10 0 0 0
Lane Group Flow (vph) 0 1 2 15 0 0 3 822 17 0 35 932
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 0% 0% 0% 5% 5% 5% 1% 1% 1% 0% 0% 0%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 1.1 1.0 1.6 1.5 0.8 44.1 44.1 2.3 45.6 Effective Green, g (s) 1.1 1.0 1.6 1.5 0.8 44.1 44.1 2.3 45.6 Actuated g/C Ratio 0.02 0.01 0.02 0.02 0.01 0.63 0.63 0.03 0.66 Clearance Time (s) 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 28 40 41 33 39 2264 1013 59 3397
v/s Ratio Prot c0.00 0.00 0.00 c0.23 c0.02 0.18
v/s Ratio Perm 0.00 c0.01 0.01
v/c Ratio 0.04 0.05 0.37 0.01 0.08 0.36 0.02 0.59 0.27
Uniform Delay, d1 33.7 33.8 33.5 33.3 34.0 6.1 4.7 33.2 5.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.5 7.4 0.1 1.2 0.5 0.0 15.8 0.2 Delay (s) 34.4 34.4 40.9 33.4 35.2 6.5 4.8 49.0 5.2
Level of Service CCDC DAA DA
Approach Delay (s) 34.4 38.3 6.6 6.8
Approach LOS C D A A
Intersection Summary
HCM 2000 Control Delay 7.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 69.6 Sum of lost time (s) 20.6 Intersection Capacity Utilization 49.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim WEMD 7: Coleman Ave Aviation Ave 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement SBR
Lane Configurations
Traffic Volume (vph) 1
Future Volume (vph) 1
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.93
Growth Factor (vph) 100%
Adj. Flow (vph) 1
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 0%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim WEMD 8: Coleman Ave Earthquakes Wy 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 5 22 10 28 824 815 17
Future Volume (vph) 5 22 10 28 824 815 17
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.89 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3248 1470 3467 5136 5169
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3248 1470 3467 5136 5169
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100%
Adj. Flow (vph) 5 23 10 29 858 849 18
RTOR Reduction (vph) 11 10 00010
Lane Group Flow (vph) 6 1 0 39 858 866 0
Confl. Peds. (#/hr) 3 3
Heavy Vehicles (%) 0% 0% 1% 1% 1% 0% 0%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 3.8 3.8 2.0 54.0 46.3
Effective Green, g (s) 3.8 3.8 2.0 54.0 46.3
Actuated g/C Ratio 0.06 0.06 0.03 0.79 0.68
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 181 82 101 4072 3514
v/s Ratio Prot c0.00 0.01 c0.17 c0.17
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.39 0.21 0.25
Uniform Delay, d1 30.4 30.4 32.4 1.8 4.2
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 2.9 0.1 0.2
Delay (s) 30.5 30.4 35.3 1.9 4.4
Level of Service C C D A A
Approach Delay (s) 30.5 3.3 4.4
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 4.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 68.1 Sum of lost time (s) 16.0 Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim WEMD 11: Coleman Ave Newhall Dr/Fire Sta. 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 94 0 373 0 0 1 411 779 1 1 774 100 Future Volume (vph) 94 0 373 0 0 1 411 779 1 1 774 100
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.85 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1785 2814 1594 3467 5135 1786 5040
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1423 2814 1594 3467 5135 1786 5040
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 98 0 389 0 0 1 428 811 1 1 806 104
RTOR Reduction (vph) 0 0 187 0 1 0 0 0 0 0 10 0
Lane Group Flow (vph) 0 98 202 0 0 0 428 812 0 1 900 0
Confl. Peds. (#/hr) 2 2 2 2 2 2
Heavy Vehicles (%) 1% 1% 1% 0% 0% 0% 1% 1% 1% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 10.8 33.7 5.2 9.7 47.8 0.7 38.1
Effective Green, g (s) 10.8 28.7 5.2 9.7 47.8 0.7 38.1
Actuated g/C Ratio 0.13 0.34 0.06 0.12 0.57 0.01 0.46
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 184 970 99 404 2950 15 2307
v/s Ratio Prot c0.07 0.00 c0.12 0.16 0.00 c0.18
v/s Ratio Perm c0.07
v/c Ratio 0.53 0.21 0.00 1.06 0.28 0.07 0.39
Uniform Delay, d1 33.8 19.2 36.6 36.8 8.9 40.9 14.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.7 0.1 0.0 61.4 0.2 1.9 0.5
Delay (s) 37.6 19.3 36.6 98.1 9.2 42.8 15.4
Level of Service D B D F A D B
Approach Delay (s) 23.0 36.6 39.9 15.4
Approach LOS C D D B
Intersection Summary
HCM 2000 Control Delay 28.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 83.2 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim WEMD 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 Weekend Mid-Day Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 5 104 0 553 0 604 321 282 648 10 Future Volume (vph) 0 0 5 104 0 553 0 604 321 282 648 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1454 3502 2842 5307 1652 3467 5124
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1454 3502 2842 5307 1652 3467 5124
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 0 0 5 108 0 576 0 629 334 294 675 10
RTOR Reduction (vph) 0 0 5 0 0 472 0 0 192 0 2 0
Lane Group Flow (vph) 0 0 0 108 0 104 0 629 142 294 683 0 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 1% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.0 4.6 10.8 25.5 25.5 8.3 39.5
Effective Green, g (s) 1.0 4.6 10.8 25.5 25.5 8.3 39.5
Actuated g/C Ratio 0.02 0.08 0.18 0.42 0.42 0.14 0.66
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 24 268 511 2255 702 479 3373
v/s Ratio Prot c0.03 c0.04 c0.12 c0.08 0.13
v/s Ratio Perm 0.00 0.09
v/c Ratio 0.00 0.40 0.20 0.28 0.20 0.61 0.20
Uniform Delay, d1 29.0 26.4 20.9 11.3 10.9 24.3 4.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 1.0 0.2 0.3 0.6 3.4 0.1
Delay (s) 29.1 27.4 21.1 11.6 11.5 27.7 4.2
Level of Service C C C B B C A
Approach Delay (s) 29.1 22.1 11.5 11.2
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay 14.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Interim WEMD 52: Brokaw Rd Costco 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 1 15 12 468 683 9
Future Volume (Veh/h) 1 15 12 468 683 9
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 1 16 13 498 727 10
Pedestrians 5
Lane Width (ft) 12.0
Walking Speed (ft/s) 3.5
Percent Blockage 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 516 36 18
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 516 36 18
tC, single (s) 4.2 6.4 6.2
tC, 2 stage (s)
tF (s) 2.3 3.5 3.3
p0 queue free % 100 26 99
cM capacity (veh/h) 1025 976 1061
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 17 13 498 737
Volume Left 1 0 0 727
Volume Right 0 0 498 10
cSH 1025 1700 1700 977
Volume to Capacity 0.00 0.01 0.29 0.75
Queue Length 95th (ft) 0 0 0 185
Control Delay (s) 0.5 0.0 0.0 19.0
Lane LOS A C
Approach Delay (s) 0.5 0.0 19.0
Approach LOS C
Intersection Summary
Average Delay 11.1
Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B WEMD 3: Coleman Ave Champions Wy 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 4 0 2 828 870 4
Future Volume (veh/h) 4 0 2 828 870 4
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1885 1885 1885 1900
Adj Flow Rate, veh/h 4 0 2 910 956 4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 0 0 1 1 1 0
Cap, veh/h 14 18 7 4002 2396 10
Arrive On Green 0.01 0.00 0.00 0.78 0.65 0.65
Sat Flow, veh/h 1810 1610 1795 5316 3752 15
Grp Volume(v), veh/h 4 0 2 910 468 492
Grp Sat Flow(s),veh/h/ln 1810 1610 1795 1716 1791 1882
Q Serve(g_s), s 0.1 0.0 0.1 2.3 5.9 5.9
Cycle Q Clear(g_c), s 0.1 0.0 0.1 2.3 5.9 5.9
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 14 18 7 4002 1173 1233
V/C Ratio(X) 0.29 0.00 0.29 0.23 0.40 0.40
Avail Cap(c_a), veh/h 279 255 266 4002 1173 1233
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 23.7 0.0 23.8 1.4 3.9 3.9
Incr Delay (d2), s/veh 15.9 0.0 30.1 0.1 1.0 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.0 1.1 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.5 0.0 53.9 1.6 4.9 4.8
LnGrp LOS D A D A A A
Approach Vol, veh/h 4 912 960
Approach Delay, s/veh 39.5 1.7 4.9
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.9 37.1 43.0 5.0
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 7.1 24.5 37.3 7.4
Max Q Clear Time (g_c+I1), s 2.1 7.9 4.3 2.1
Green Ext Time (p_c), s 0.0 11.8 18.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 3.4
HCM 6th LOS A
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B WEMD 13: Coleman Ave Airport Blvd 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 71 82 1101 253 49 718
Future Volume (veh/h) 71 82 1101 253 49 718
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1885 1885 1856
Adj Flow Rate, veh/h 73 85 1135 0 51 740
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 2 1 1 3
Cap, veh/h 350 245 2609 187 3084
Arrive On Green 0.10 0.10 0.41 0.00 0.05 0.61
Sat Flow, veh/h 3456 1585 6696 1598 3483 5233
Grp Volume(v), veh/h 73 85 1135 0 51 740
Grp Sat Flow(s),veh/h/ln 1728 1585 1609 1598 1742 1689
Q Serve(g_s), s 0.8 2.0 5.3 0.0 0.6 2.8
Cycle Q Clear(g_c), s 0.8 2.0 5.3 0.0 0.6 2.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 350 245 2609 187 3084
V/C Ratio(X) 0.21 0.35 0.44 0.27 0.24
Avail Cap(c_a), veh/h 3590 1732 2923 421 3672
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 17.1 15.6 8.9 0.0 18.8 3.7
Incr Delay (d2), s/veh 0.4 1.2 0.2 0.0 0.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 1.9 1.3 0.0 0.2 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.5 16.8 9.1 0.0 19.6 3.8
LnGrp LOS B B A B A
Approach Vol, veh/h 158 1135 791
Approach Delay, s/veh 17.1 9.1 4.8
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 30.9 10.5 8.4 22.5
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 30.0 43.0 5.0 18.8
Max Q Clear Time (g_c+I1), s 4.8 4.0 2.6 7.3
Green Ext Time (p_c), s 14.4 1.0 0.0 9.5
Intersection Summary
HCM 6th Ctrl Delay 8.1
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B WEMD 14: Coleman Ave I-880 SB Off Ramp 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 195 268 1014 0 0 691
Future Volume (veh/h) 195 268 1014 0 0 691
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1811 1885 0 0 1856
Adj Flow Rate, veh/h 203 279 1056 0 0 720
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 1 6 1 0 0 3
Cap, veh/h 927 409 2422 0 0 2384
Arrive On Green 0.27 0.27 0.47 0.00 0.00 0.47
Sat Flow, veh/h 3483 1535 5486 0 0 5400
Grp Volume(v), veh/h 203 279 1056 0 0 720
Grp Sat Flow(s),veh/h/ln 1742 1535 1716 0 0 1689
Q Serve(g_s), s 1.9 6.7 5.6 0.0 0.0 3.6
Cycle Q Clear(g_c), s 1.9 6.7 5.6 0.0 0.0 3.6
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 927 409 2422 0 0 2384
V/C Ratio(X) 0.22 0.68 0.44 0.00 0.00 0.30
Avail Cap(c_a), veh/h 1690 745 2422 0 0 2384
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00
Uniform Delay (d), s/veh 11.7 13.5 7.2 0.0 0.0 6.7
Incr Delay (d2), s/veh 0.2 2.9 0.6 0.0 0.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 2.1 1.3 0.0 0.0 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.9 16.4 7.8 0.0 0.0 7.0
LnGrp LOS B B A A A A
Approach Vol, veh/h 482 1056 720
Approach Delay, s/veh 14.5 7.8 7.0
Approach LOS B A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 25.0 16.0 25.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 19.3 19.9 19.3
Max Q Clear Time (g_c+I1), s 5.6 8.7 7.6
Green Ext Time (p_c), s 8.2 2.3 9.3
Intersection Summary
HCM 6th Ctrl Delay 9.0
HCM 6th LOS A
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B WEMD 17: Coleman Ave Hedding St 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 92 114 81 49 141 175 79 682 28 97 441 90 Future Volume (veh/h) 92 114 81 49 141 175 79 682 28 97 441 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 101 125 89 54 155 0 87 749 31 107 485 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 210 358 236 82 573 175 1463 61 214 2013
Arrive On Green 0.06 0.17 0.17 0.05 0.16 0.00 0.10 0.42 0.42 0.06 0.39 0.00 Sat Flow, veh/h 3483 2054 1351 1795 3676 0 1795 3505 145 3483 5316 0 Grp Volume(v), veh/h 101 108 106 54 155 0 87 383 397 107 485 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1614 1795 1791 0 1795 1791 1859 1742 1716 0 Q Serve(g_s), s 2.0 3.8 4.2 2.1 2.7 0.0 3.3 11.4 11.4 2.1 4.5 0.0 Cycle Q Clear(g_c), s 2.0 3.8 4.2 2.1 2.7 0.0 3.3 11.4 11.4 2.1 4.5 0.0 Prop In Lane 1.00 0.84 1.00 0.00 1.00 0.08 1.00 0.00
Lane Grp Cap(c), veh/h 210 312 282 82 573 175 748 776 214 2013 V/C Ratio(X) 0.48 0.34 0.38 0.66 0.27 0.50 0.51 0.51 0.50 0.24 Avail Cap(c_a), veh/h 242 723 652 125 1446 175 748 776 247 2013 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.7 26.0 26.2 33.7 26.5 0.0 30.7 15.5 15.5 32.6 14.7 0.0 Incr Delay (d2), s/veh 1.7 0.7 0.8 8.5 0.3 0.0 9.8 2.5 2.4 1.8 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 1.6 1.6 1.1 1.1 0.0 1.8 4.5 4.7 0.9 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.4 26.7 27.0 42.2 26.7 0.0 40.5 18.0 17.9 34.5 15.0 0.0 LnGrp LOS C C C D C D B B C B
Approach Vol, veh/h 315 209 867 592
Approach Delay, s/veh 29.3 30.7 20.2 18.5
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 33.8 9.4 16.6 10.1 35.7 8.4 17.6 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 7.0 28.1 5.0 29.0 5.1 29.3 5.0 29.0 Max Q Clear Time (g_c+I1), s 5.3 6.5 4.0 4.7 4.1 13.4 4.1 6.2 Green Ext Time (p_c), s 0.0 6.6 0.0 0.5 0.0 8.5 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B WEMD 2: Coleman Ave Brokaw Rd 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 300 13 401 57 21 23 319 308 75 24 377 115 Future Volume (vph) 300 13 401 57 21 23 319 308 75 24 377 115 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.92 1.00 0.97 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 1608 1787 1721 1805 5012 1787 3574 1559 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 1608 1787 1721 1805 5012 1787 3574 1559 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 345 15 461 66 24 26 367 354 86 28 433 132 RTOR Reduction (vph) 0 340 0 0 23 0 0 27 0 0 0 104
Lane Group Flow (vph) 345 136 0 66 27 0 367 413 0 28 433 28 Confl. Peds. (#/hr) 3 3 2 1 1 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 1% 1% 1% 1% 0% 0% 0% 1% 1% 1%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 23.2 28.1 7.8 11.9 25.9 45.3 3.6 23.0 23.0 Effective Green, g (s) 23.2 28.1 7.8 11.9 25.9 45.3 3.6 23.0 23.0 Actuated g/C Ratio 0.22 0.26 0.07 0.11 0.24 0.42 0.03 0.21 0.21 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 390 421 130 191 436 2117 60 766 334
v/s Ratio Prot c0.19 0.04 c0.20 0.08 0.02 c0.12
v/s Ratio Perm c0.08 0.02 0.02
v/c Ratio 0.88 0.32 0.51 0.14 0.84 0.20 0.47 0.57 0.08
Uniform Delay, d1 40.7 31.9 47.9 43.0 38.7 19.5 50.9 37.6 33.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 21.0 0.2 1.1 0.1 13.5 0.0 2.1 0.6 0.0 Delay (s) 61.7 32.0 49.0 43.2 52.2 19.5 52.9 38.2 33.7
Level of Service E C D D D B D D C
Approach Delay (s) 44.5 46.5 34.4 37.9
Approach LOS DDCD
Intersection Summary
HCM 2000 Control Delay 39.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 107.2 Sum of lost time (s) 23.2 Intersection Capacity Utilization 86.9% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B WEMD 7: Coleman Ave Aviation Ave 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 1 0 2 14 0 7 3 768 25 29 4 870
Future Volume (vph) 1 0 2 14 0 7 3 768 25 29 4 870
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1715 2842 1719 1538 3465 3574 1599 1805 5135 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1805 2842 1810 1538 3465 3574 1599 1805 5135 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 1 0 2 15 0 8 3 826 27 31 4 935
RTOR Reduction (vph) 0 0 0 0 8 0 0 0 10 0 0 0
Lane Group Flow (vph) 0 1 2 15 0 0 3 826 17 0 35 936
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 0% 0% 0% 5% 5% 5% 1% 1% 1% 0% 0% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 1.1 1.0 1.6 1.5 0.8 44.1 44.1 2.3 45.6 Effective Green, g (s) 1.1 1.0 1.6 1.5 0.8 44.1 44.1 2.3 45.6 Actuated g/C Ratio 0.02 0.01 0.02 0.02 0.01 0.63 0.63 0.03 0.66 Clearance Time (s) 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 28 40 41 33 39 2264 1013 59 3364
v/s Ratio Prot c0.00 0.00 0.00 c0.23 c0.02 0.18
v/s Ratio Perm 0.00 c0.01 0.01
v/c Ratio 0.04 0.05 0.37 0.01 0.08 0.36 0.02 0.59 0.28
Uniform Delay, d1 33.7 33.8 33.5 33.3 34.0 6.1 4.7 33.2 5.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.5 7.4 0.1 1.2 0.5 0.0 15.8 0.2 Delay (s) 34.4 34.4 40.9 33.4 35.2 6.5 4.8 49.0 5.3
Level of Service CCDC DAA DA
Approach Delay (s) 34.4 38.3 6.6 6.8
Approach LOS C D A A
Intersection Summary
HCM 2000 Control Delay 7.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 69.6 Sum of lost time (s) 20.6 Intersection Capacity Utilization 49.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B WEMD 7: Coleman Ave Aviation Ave 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement SBR
Lane Configurations
Traffic Volume (vph) 1
Future Volume (vph) 1
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.93
Growth Factor (vph) 100%
Adj. Flow (vph) 1
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 0%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B WEMD 8: Coleman Ave Earthquakes Wy 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 5 22 10 28 828 819 17
Future Volume (vph) 5 22 10 28 828 819 17
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.89 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3248 1470 3467 5136 5119
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3248 1470 3467 5136 5119
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100%
Adj. Flow (vph) 5 23 10 29 862 853 18
RTOR Reduction (vph) 11 10 00010
Lane Group Flow (vph) 6 1 0 39 863 870 0
Confl. Peds. (#/hr) 3 3
Heavy Vehicles (%) 0% 0% 1% 1% 1% 1% 0%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 3.8 3.8 2.0 54.0 46.3
Effective Green, g (s) 3.8 3.8 2.0 54.0 46.3
Actuated g/C Ratio 0.06 0.06 0.03 0.79 0.68
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 181 82 101 4072 3480
v/s Ratio Prot c0.00 0.01 c0.17 c0.17
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.39 0.21 0.25
Uniform Delay, d1 30.4 30.4 32.4 1.8 4.2
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 2.9 0.1 0.2
Delay (s) 30.5 30.4 35.3 1.9 4.4
Level of Service C C D A A
Approach Delay (s) 30.5 3.3 4.4
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 4.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.25
Actuated Cycle Length (s) 68.1 Sum of lost time (s) 16.0 Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B WEMD 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 94 0 383 0 0 1 421 783 1 1 778 100 Future Volume (vph) 94 0 383 0 0 1 421 783 1 1 778 100
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.85 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1785 2760 1594 3400 5135 1786 5040
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1423 2760 1594 3400 5135 1786 5040
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 98 0 399 0 0 1 439 816 1 1 810 104
RTOR Reduction (vph) 0 0 185 0 1 0 0 0 0 0 10 0
Lane Group Flow (vph) 0 98 214 0 0 0 439 817 0 1 904 0
Confl. Peds. (#/hr) 2 2 2 2 2 2
Heavy Vehicles (%) 1% 1% 3% 0% 0% 0% 3% 1% 1% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 10.2 34.2 5.3 10.7 48.8 0.7 38.1
Effective Green, g (s) 10.2 29.2 5.3 10.7 48.8 0.7 38.1 Actuated g/C Ratio 0.12 0.35 0.06 0.13 0.58 0.01 0.46
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 173 962 100 434 2993 14 2294
v/s Ratio Prot c0.08 0.00 c0.13 0.16 0.00 c0.18
v/s Ratio Perm c0.07
v/c Ratio 0.57 0.22 0.00 1.01 0.27 0.07 0.39
Uniform Delay, d1 34.7 19.2 36.7 36.5 8.7 41.2 15.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.1 0.1 0.0 46.1 0.2 2.2 0.5
Delay (s) 39.8 19.4 36.7 82.6 8.9 43.3 15.6
Level of Service D B D F A D B
Approach Delay (s) 23.4 36.7 34.7 15.7
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 26.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 83.7 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B WEMD 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/30/2023 Weekend Mid-Day Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 5 104 0 553 0 604 321 296 648 10 Future Volume (vph) 0 0 5 104 0 553 0 604 321 296 648 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1454 3502 2842 5307 1652 3335 5124
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1454 3502 2842 5307 1652 3335 5124
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 0 0 5 108 0 576 0 629 334 308 675 10
RTOR Reduction (vph) 0 0 5 0 0 472 0 0 192 0 2 0
Lane Group Flow (vph) 0 0 0 108 0 104 0 629 142 308 683 0 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 5% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.0 4.6 10.8 25.5 25.5 8.3 39.5
Effective Green, g (s) 1.0 4.6 10.8 25.5 25.5 8.3 39.5
Actuated g/C Ratio 0.02 0.08 0.18 0.42 0.42 0.14 0.66
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 24 268 511 2255 702 461 3373
v/s Ratio Prot c0.03 c0.04 c0.12 c0.09 0.13
v/s Ratio Perm 0.00 0.09
v/c Ratio 0.00 0.40 0.20 0.28 0.20 0.67 0.20
Uniform Delay, d1 29.0 26.4 20.9 11.3 10.9 24.5 4.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 1.0 0.2 0.3 0.6 4.8 0.1
Delay (s) 29.1 27.4 21.1 11.6 11.5 29.4 4.2
Level of Service C C C B B C A
Approach Delay (s) 29.1 22.1 11.5 12.0
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay 14.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.39
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B WEMD 52: Brokaw Rd Costco 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 1 19 16 468 683 9
Future Volume (Veh/h) 1 19 16 468 683 9
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 1 20 17 498 727 10
Pedestrians 5
Lane Width (ft) 12.0
Walking Speed (ft/s) 3.5
Percent Blockage 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 520 44 22
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 520 44 22
tC, single (s) 4.2 6.4 6.2
tC, 2 stage (s)
tF (s) 2.3 3.5 3.3
p0 queue free % 100 25 99
cM capacity (veh/h) 1021 966 1056
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 21 17 498 737
Volume Left 1 0 0 727
Volume Right 0 0 498 10
cSH 1021 1700 1700 967
Volume to Capacity 0.00 0.01 0.29 0.76
Queue Length 95th (ft) 0 0 0 190
Control Delay (s) 0.4 0.0 0.0 19.5
Lane LOS A C
Approach Delay (s) 0.4 0.0 19.5
Approach LOS C
Intersection Summary
Average Delay 11.3
Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B WEMD 3: Coleman Ave Champions Wy 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 4 0 2 833 875 4
Future Volume (veh/h) 4 0 2 833 875 4
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1885 1870 1885 1900
Adj Flow Rate, veh/h 4 0 2 915 962 4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 0 0 1 2 1 0
Cap, veh/h 14 18 7 3971 2396 10
Arrive On Green 0.01 0.00 0.00 0.78 0.65 0.65
Sat Flow, veh/h 1810 1610 1795 5274 3752 15
Grp Volume(v), veh/h 4 0 2 915 471 495
Grp Sat Flow(s),veh/h/ln 1810 1610 1795 1702 1791 1882
Q Serve(g_s), s 0.1 0.0 0.1 2.3 5.9 5.9
Cycle Q Clear(g_c), s 0.1 0.0 0.1 2.3 5.9 5.9
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 14 18 7 3971 1173 1233
V/C Ratio(X) 0.29 0.00 0.29 0.23 0.40 0.40
Avail Cap(c_a), veh/h 279 255 266 3971 1173 1233
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 23.7 0.0 23.8 1.4 3.9 3.9
Incr Delay (d2), s/veh 15.9 0.0 30.1 0.1 1.0 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.0 1.1 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.5 0.0 53.9 1.6 4.9 4.8
LnGrp LOS D A D A A A
Approach Vol, veh/h 4 917 966
Approach Delay, s/veh 39.5 1.7 4.9
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.9 37.1 43.0 5.0
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 7.1 24.5 37.3 7.4
Max Q Clear Time (g_c+I1), s 2.1 7.9 4.3 2.1
Green Ext Time (p_c), s 0.0 11.8 18.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 3.4
HCM 6th LOS A
_____ "i 7' "i ;;; tf+
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B WEMD 13: Coleman Ave Airport Blvd 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 71 82 1121 253 49 738
Future Volume (veh/h) 71 82 1121 253 49 738
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1841 1885 1885 1826
Adj Flow Rate, veh/h 73 85 1156 0 51 761
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 4 1 1 5
Cap, veh/h 349 245 2580 186 3042
Arrive On Green 0.10 0.10 0.41 0.00 0.05 0.61
Sat Flow, veh/h 3456 1585 6590 1598 3483 5149
Grp Volume(v), veh/h 73 85 1156 0 51 761
Grp Sat Flow(s),veh/h/ln 1728 1585 1583 1598 1742 1662
Q Serve(g_s), s 0.8 2.0 5.5 0.0 0.6 2.9
Cycle Q Clear(g_c), s 0.8 2.0 5.5 0.0 0.6 2.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 349 245 2580 186 3042
V/C Ratio(X) 0.21 0.35 0.45 0.27 0.25
Avail Cap(c_a), veh/h 3577 1725 2865 419 3599
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 17.2 15.7 8.9 0.0 18.9 3.7
Incr Delay (d2), s/veh 0.4 1.2 0.3 0.0 0.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.1 1.3 0.0 0.2 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.6 16.9 9.2 0.0 19.7 3.8
LnGrp LOS B B A B A
Approach Vol, veh/h 158 1156 812
Approach Delay, s/veh 17.2 9.2 4.8
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 31.1 10.5 8.4 22.6
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 30.0 43.0 5.0 18.8
Max Q Clear Time (g_c+I1), s 4.9 4.0 2.6 7.5
Green Ext Time (p_c), s 14.7 1.0 0.0 9.4
Intersection Summary
HCM 6th Ctrl Delay 8.1
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B WEMD 14: Coleman Ave I-880 SB Off Ramp 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 195 288 1014 0 0 711
Future Volume (veh/h) 195 288 1014 0 0 711
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1707 1885 0 0 1811
Adj Flow Rate, veh/h 203 300 1056 0 0 741
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 1 13 1 0 0 6
Cap, veh/h 998 415 2354 0 0 2262
Arrive On Green 0.29 0.29 0.46 0.00 0.00 0.46
Sat Flow, veh/h 3483 1447 5486 0 0 5270
Grp Volume(v), veh/h 203 300 1056 0 0 741
Grp Sat Flow(s),veh/h/ln 1742 1447 1716 0 0 1648
Q Serve(g_s), s 1.9 7.9 5.9 0.0 0.0 4.0
Cycle Q Clear(g_c), s 1.9 7.9 5.9 0.0 0.0 4.0
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 998 415 2354 0 0 2262
V/C Ratio(X) 0.20 0.72 0.45 0.00 0.00 0.33
Avail Cap(c_a), veh/h 1643 682 2354 0 0 2262
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00
Uniform Delay (d), s/veh 11.4 13.5 7.8 0.0 0.0 7.3
Incr Delay (d2), s/veh 0.1 3.4 0.6 0.0 0.0 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 2.4 1.5 0.0 0.0 1.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.5 16.9 8.4 0.0 0.0 7.7
LnGrp LOS B B A A A A
Approach Vol, veh/h 503 1056 741
Approach Delay, s/veh 14.8 8.4 7.7
Approach LOS B A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 25.0 17.2 25.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 19.3 19.9 19.3
Max Q Clear Time (g_c+I1), s 6.0 9.9 7.9
Green Ext Time (p_c), s 8.2 2.3 9.1
Intersection Summary
HCM 6th Ctrl Delay 9.6
HCM 6th LOS A
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B WEMD 17: Coleman Ave Hedding St 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 92 114 81 49 141 175 79 682 28 97 441 90 Future Volume (veh/h) 92 114 81 49 141 175 79 682 28 97 441 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 101 125 89 54 155 0 87 749 31 107 485 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 210 358 236 82 573 175 1463 61 214 2013
Arrive On Green 0.06 0.17 0.17 0.05 0.16 0.00 0.10 0.42 0.42 0.06 0.39 0.00 Sat Flow, veh/h 3483 2054 1351 1795 3676 0 1795 3505 145 3483 5316 0 Grp Volume(v), veh/h 101 108 106 54 155 0 87 383 397 107 485 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1614 1795 1791 0 1795 1791 1859 1742 1716 0 Q Serve(g_s), s 2.0 3.8 4.2 2.1 2.7 0.0 3.3 11.4 11.4 2.1 4.5 0.0 Cycle Q Clear(g_c), s 2.0 3.8 4.2 2.1 2.7 0.0 3.3 11.4 11.4 2.1 4.5 0.0 Prop In Lane 1.00 0.84 1.00 0.00 1.00 0.08 1.00 0.00
Lane Grp Cap(c), veh/h 210 312 282 82 573 175 748 776 214 2013 V/C Ratio(X) 0.48 0.34 0.38 0.66 0.27 0.50 0.51 0.51 0.50 0.24 Avail Cap(c_a), veh/h 242 723 652 125 1446 175 748 776 247 2013 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.7 26.0 26.2 33.7 26.5 0.0 30.7 15.5 15.5 32.6 14.7 0.0 Incr Delay (d2), s/veh 1.7 0.7 0.8 8.5 0.3 0.0 9.8 2.5 2.4 1.8 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 1.6 1.6 1.1 1.1 0.0 1.8 4.5 4.7 0.9 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.4 26.7 27.0 42.2 26.7 0.0 40.5 18.0 17.9 34.5 15.0 0.0 LnGrp LOS C C C D C D B B C B
Approach Vol, veh/h 315 209 867 592
Approach Delay, s/veh 29.3 30.7 20.2 18.5
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 33.8 9.4 16.6 10.1 35.7 8.4 17.6 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 7.0 28.1 5.0 29.0 5.1 29.3 5.0 29.0 Max Q Clear Time (g_c+I1), s 5.3 6.5 4.0 4.7 4.1 13.4 4.1 6.2 Green Ext Time (p_c), s 0.0 6.6 0.0 0.5 0.0 8.5 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B WEMD 2: Coleman Ave Brokaw Rd 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 300 13 406 57 21 23 324 308 75 24 377 115 Future Volume (vph) 300 13 406 57 21 23 324 308 75 24 377 115 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.92 1.00 0.97 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1805 1593 1787 1721 1752 5012 1787 3574 1559 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1805 1593 1787 1721 1752 5012 1787 3574 1559 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 345 15 467 66 24 26 372 354 86 28 433 132 RTOR Reduction (vph) 0 345 0 0 23 0 0 27 0 0 0 104
Lane Group Flow (vph) 345 137 0 66 27 0 372 413 0 28 433 28 Confl. Peds. (#/hr) 3 3 2 1 1 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 2% 1% 1% 1% 3% 0% 0% 1% 1% 1%
Turn Type Prot NA Prot NA Prot NA Prot NA Perm
Protected Phases 7 3 5 2 1 6
Permitted Phases 4 8 6
Actuated Green, G (s) 23.2 28.1 7.8 11.9 25.9 45.3 3.6 23.0 23.0 Effective Green, g (s) 23.2 28.1 7.8 11.9 25.9 45.3 3.6 23.0 23.0 Actuated g/C Ratio 0.22 0.26 0.07 0.11 0.24 0.42 0.03 0.21 0.21 Clearance Time (s) 6.2 6.2 5.4 6.2 4.9 5.9 4.9 5.9 5.9
Vehicle Extension (s) 4.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 390 417 130 191 423 2117 60 766 334
v/s Ratio Prot c0.19 0.04 c0.21 0.08 0.02 c0.12
v/s Ratio Perm c0.09 0.02 0.02
v/c Ratio 0.88 0.33 0.51 0.14 0.88 0.20 0.47 0.57 0.08
Uniform Delay, d1 40.7 31.9 47.9 43.0 39.1 19.5 50.9 37.6 33.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 21.0 0.2 1.1 0.1 18.3 0.0 2.1 0.6 0.0 Delay (s) 61.7 32.1 49.0 43.2 57.4 19.5 52.9 38.2 33.7
Level of Service E C D D E B D D C
Approach Delay (s) 44.4 46.5 36.9 37.9
Approach LOS DDDD
Intersection Summary
HCM 2000 Control Delay 40.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 107.2 Sum of lost time (s) 23.2 Intersection Capacity Utilization 87.5% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B WEMD 7: Coleman Ave Aviation Ave 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 1 0 2 14 0 7 3 773 25 29 4 875
Future Volume (vph) 1 0 2 14 0 7 3 773 25 29 4 875
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1715 2842 1719 1538 3465 3539 1599 1805 5135 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1805 2842 1810 1538 3465 3539 1599 1805 5135 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 1 0 2 15 0 8 3 831 27 31 4 941
RTOR Reduction (vph) 0 0 0 0 8 0 0 0 10 0 0 0
Lane Group Flow (vph) 0 1 2 15 0 0 3 831 17 0 35 942
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 0% 0% 0% 5% 5% 5% 1% 2% 1% 0% 0% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 1.1 1.0 1.6 1.5 0.8 44.1 44.1 2.3 45.6 Effective Green, g (s) 1.1 1.0 1.6 1.5 0.8 44.1 44.1 2.3 45.6 Actuated g/C Ratio 0.02 0.01 0.02 0.02 0.01 0.63 0.63 0.03 0.66 Clearance Time (s) 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7
Vehicle Extension (s) 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 28 40 41 33 39 2242 1013 59 3364
v/s Ratio Prot c0.00 0.00 0.00 c0.23 c0.02 0.18
v/s Ratio Perm 0.00 c0.01 0.01
v/c Ratio 0.04 0.05 0.37 0.01 0.08 0.37 0.02 0.59 0.28
Uniform Delay, d1 33.7 33.8 33.5 33.3 34.0 6.1 4.7 33.2 5.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.5 7.4 0.1 1.2 0.5 0.0 15.8 0.2 Delay (s) 34.4 34.4 40.9 33.4 35.2 6.6 4.8 49.0 5.3
Level of Service CCDC DAA DA
Approach Delay (s) 34.4 38.3 6.6 6.8
Approach LOS C D A A
Intersection Summary
HCM 2000 Control Delay 7.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 69.6 Sum of lost time (s) 20.6 Intersection Capacity Utilization 49.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B WEMD 7: Coleman Ave Aviation Ave 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement SBR
Lane Configurations
Traffic Volume (vph) 1
Future Volume (vph) 1
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.93
Growth Factor (vph) 100%
Adj. Flow (vph) 1
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 2
Heavy Vehicles (%) 0%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B WEMD 8: Coleman Ave Earthquakes Wy 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 5 22 10 28 833 824 17
Future Volume (vph) 5 22 10 28 833 824 17
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.89 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3248 1470 3467 5085 5070
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3248 1470 3467 5085 5070
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100%
Adj. Flow (vph) 5 23 10 29 868 858 18
RTOR Reduction (vph) 11 10 00010
Lane Group Flow (vph) 6 1 0 39 868 875 0
Confl. Peds. (#/hr) 3 3
Heavy Vehicles (%) 0% 0% 1% 1% 2% 2% 0%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 3.8 3.8 2.0 54.0 46.3
Effective Green, g (s) 3.8 3.8 2.0 54.0 46.3
Actuated g/C Ratio 0.06 0.06 0.03 0.79 0.68
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 181 82 101 4032 3447
v/s Ratio Prot c0.00 0.01 c0.17 c0.17
v/s Ratio Perm 0.00
v/c Ratio 0.03 0.01 0.39 0.22 0.25
Uniform Delay, d1 30.4 30.4 32.4 1.8 4.2
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 2.9 0.1 0.2
Delay (s) 30.5 30.4 35.3 1.9 4.4
Level of Service C C D A A
Approach Delay (s) 30.5 3.3 4.4
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 4.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.25
Actuated Cycle Length (s) 68.1 Sum of lost time (s) 16.0 Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B WEMD 11: Coleman Ave Newhall Dr/Fire Sta. 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 94 0 398 0 0 1 436 788 1 1 783 100 Future Volume (vph) 94 0 398 0 0 1 436 788 1 1 783 100
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.85 1.00 1.00 1.00 0.98
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1785 2656 1594 3303 5084 1786 4997
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1423 2656 1594 3303 5084 1786 4997
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 98 0 415 0 0 1 454 821 1 1 816 104
RTOR Reduction (vph) 0 0 183 0 1 0 0 0 0 0 10 0
Lane Group Flow (vph) 0 98 232 0 0 0 454 822 0 1 910 0
Confl. Peds. (#/hr) 2 2 2 2 2 2
Heavy Vehicles (%) 1% 1% 7% 0% 0% 0% 6% 2% 1% 1% 2% 1%
Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 9.6 34.6 5.3 11.7 49.7 0.7 38.0
Effective Green, g (s) 9.6 29.6 5.3 11.7 49.7 0.7 38.0
Actuated g/C Ratio 0.11 0.35 0.06 0.14 0.59 0.01 0.45
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 162 935 100 460 3008 14 2260
v/s Ratio Prot c0.09 0.00 c0.14 0.16 0.00 c0.18
v/s Ratio Perm c0.07
v/c Ratio 0.60 0.25 0.00 0.99 0.27 0.07 0.40
Uniform Delay, d1 35.4 19.3 36.9 36.1 8.4 41.3 15.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 7.2 0.1 0.0 38.2 0.2 2.2 0.5
Delay (s) 42.6 19.4 36.9 74.3 8.6 43.5 15.9
Level of Service D B D E A D B
Approach Delay (s) 23.9 36.9 31.9 16.0
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 25.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 84.0 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B WEMD 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/30/2023 Weekend Mid-Day Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 5 104 0 553 0 604 321 316 648 10 Future Volume (vph) 0 0 5 104 0 553 0 604 321 316 648 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1454 3502 2842 5307 1652 3155 5124
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1454 3502 2842 5307 1652 3155 5124
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Adj. Flow (vph) 0 0 5 108 0 576 0 629 334 329 675 10
RTOR Reduction (vph) 0 0 5 0 0 472 0 0 192 0 2 0
Lane Group Flow (vph) 0 0 0 108 0 104 0 629 142 329 683 0 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 11% 1% 1% Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.0 4.6 10.8 25.5 25.5 8.3 39.5
Effective Green, g (s) 1.0 4.6 10.8 25.5 25.5 8.3 39.5
Actuated g/C Ratio 0.02 0.08 0.18 0.42 0.42 0.14 0.66
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 24 268 511 2255 702 436 3373
v/s Ratio Prot c0.03 c0.04 c0.12 c0.10 0.13
v/s Ratio Perm 0.00 0.09
v/c Ratio 0.00 0.40 0.20 0.28 0.20 0.75 0.20
Uniform Delay, d1 29.0 26.4 20.9 11.3 10.9 24.9 4.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 1.0 0.2 0.3 0.6 8.6 0.1
Delay (s) 29.1 27.4 21.1 11.6 11.5 33.5 4.2
Level of Service C C C B B C A
Approach Delay (s) 29.1 22.1 11.5 13.7
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay 15.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.41
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 20.6 Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B WEMD 52: Brokaw Rd Costco 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 1 24 21 468 683 9
Future Volume (Veh/h) 1 24 21 468 683 9
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 1 26 22 498 727 10
Pedestrians 5
Lane Width (ft) 12.0
Walking Speed (ft/s) 3.5
Percent Blockage 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 485
pX, platoon unblocked
vC, conflicting volume 525 55 27
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 525 55 27
tC, single (s) 4.2 6.4 6.2
tC, 2 stage (s)
tF (s) 2.3 3.5 3.3
p0 queue free % 100 24 99
cM capacity (veh/h) 1017 952 1049
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 27 22 498 737
Volume Left 1 0 0 727
Volume Right 0 0 498 10
cSH 1017 1700 1700 954
Volume to Capacity 0.00 0.01 0.29 0.77
Queue Length 95th (ft) 0 0 0 198
Control Delay (s) 0.3 0.0 0.0 20.3
Lane LOS A C
Approach Delay (s) 0.3 0.0 20.3
Approach LOS C
Intersection Summary
Average Delay 11.7
Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background WEMD 3: Coleman Ave Champions Wy 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 4 0 2 1274 954 4
Future Volume (veh/h) 4 0 2 1274 954 4
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1885 1900 1900 1900
Adj Flow Rate, veh/h 4 0 2 1428 1069 4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 0 0 1 0 0 0
Cap, veh/h 14 18 7 4034 3494 13
Arrive On Green 0.01 0.00 0.00 0.78 0.65 0.65
Sat Flow, veh/h 1810 1610 1795 5358 5505 20
Grp Volume(v), veh/h 4 0 2 1428 693 380
Grp Sat Flow(s),veh/h/ln 1810 1610 1795 1729 1729 1896
Q Serve(g_s), s 0.1 0.0 0.1 4.1 4.1 4.1
Cycle Q Clear(g_c), s 0.1 0.0 0.1 4.1 4.1 4.1
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 14 18 7 4034 2265 1242
V/C Ratio(X) 0.29 0.00 0.29 0.35 0.31 0.31
Avail Cap(c_a), veh/h 279 255 266 4034 2265 1242
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 23.7 0.0 23.8 1.6 3.6 3.6
Incr Delay (d2), s/veh 15.9 0.0 30.1 0.2 0.3 0.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.1 0.7 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.5 0.0 53.9 1.9 3.9 4.2
LnGrp LOS D A D A A A
Approach Vol, veh/h 4 1430 1073
Approach Delay, s/veh 39.5 2.0 4.0
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.9 37.1 43.0 5.0
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 7.1 24.5 37.3 7.4
Max Q Clear Time (g_c+I1), s 2.1 6.1 6.1 2.1
Green Ext Time (p_c), s 0.0 13.6 25.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 2.9
HCM 6th LOS A
_____ "i 7' "i ;;; ttf+
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background WEMD 13: Coleman Ave Airport Blvd 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 71 89 1453 253 75 891
Future Volume (veh/h) 71 89 1453 253 75 891
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1900 1885 1885 1885
Adj Flow Rate, veh/h 75 94 1528 0 79 937
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 0 1 1 1
Cap, veh/h 366 279 2695 245 3205
Arrive On Green 0.11 0.11 0.41 0.00 0.07 0.62
Sat Flow, veh/h 3456 1585 6802 1598 3483 5316
Grp Volume(v), veh/h 75 94 1528 0 79 937
Grp Sat Flow(s),veh/h/ln 1728 1585 1634 1598 1742 1716
Q Serve(g_s), s 0.9 2.3 7.9 0.0 1.0 3.7
Cycle Q Clear(g_c), s 0.9 2.3 7.9 0.0 1.0 3.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 366 279 2695 245 3205
V/C Ratio(X) 0.21 0.34 0.57 0.32 0.29
Avail Cap(c_a), veh/h 3360 1653 2779 394 3492
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 18.1 16.0 10.0 0.0 19.6 3.8
Incr Delay (d2), s/veh 0.4 1.0 0.5 0.0 0.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.1 2.0 0.0 0.4 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.5 17.0 10.4 0.0 20.3 4.0
LnGrp LOS B B B C A
Approach Vol, veh/h 169 1528 1016
Approach Delay, s/veh 17.6 10.4 5.2
Approach LOS B B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 33.2 11.0 9.3 23.9
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 30.0 43.0 5.0 18.8
Max Q Clear Time (g_c+I1), s 5.7 4.3 3.0 9.9
Green Ext Time (p_c), s 17.0 1.1 0.0 8.3
Intersection Summary
HCM 6th Ctrl Delay 8.9
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background WEMD 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 195 554 1276 0 0 864
Future Volume (veh/h) 195 554 1276 0 0 864
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1900 1885 0 0 1885
Adj Flow Rate, veh/h 207 589 1356 0 0 918
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 1 0 1 0 0 1
Cap, veh/h 1448 669 1851 0 0 1851
Arrive On Green 0.42 0.42 0.36 0.00 0.00 0.36
Sat Flow, veh/h 3483 1610 5486 0 0 5486
Grp Volume(v), veh/h 207 589 1356 0 0 918
Grp Sat Flow(s),veh/h/ln 1742 1610 1716 0 0 1716
Q Serve(g_s), s 1.8 16.2 11.0 0.0 0.0 6.7
Cycle Q Clear(g_c), s 1.8 16.2 11.0 0.0 0.0 6.7
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1448 669 1851 0 0 1851
V/C Ratio(X) 0.14 0.88 0.73 0.00 0.00 0.50
Avail Cap(c_a), veh/h 1586 733 1851 0 0 1851
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00
Uniform Delay (d), s/veh 8.7 12.9 13.4 0.0 0.0 12.0
Incr Delay (d2), s/veh 0.1 11.8 2.6 0.0 0.0 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 6.5 3.6 0.0 0.0 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.8 24.7 16.0 0.0 0.0 13.0
LnGrp LOS A C B A A B
Approach Vol, veh/h 796 1356 918
Approach Delay, s/veh 20.6 16.0 13.0
Approach LOS C B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 23.0 25.1 23.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 17.3 21.9 17.3
Max Q Clear Time (g_c+I1), s 8.7 18.2 13.0
Green Ext Time (p_c), s 6.5 1.8 4.0
Intersection Summary
HCM 6th Ctrl Delay 16.3
HCM 6th LOS B
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background WEMD 17: Coleman Ave Hedding St 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 105 114 81 49 141 189 79 813 28 109 533 100 Future Volume (veh/h) 105 114 81 49 141 189 79 813 28 109 533 100 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 118 128 91 55 158 0 89 911 31 122 597 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 219 362 238 83 572 174 1464 50 221 2008
Arrive On Green 0.06 0.18 0.18 0.05 0.16 0.00 0.10 0.41 0.41 0.06 0.39 0.00 Sat Flow, veh/h 3483 2055 1351 1795 3676 0 1795 3534 120 3483 5316 0 Grp Volume(v), veh/h 118 110 109 55 158 0 89 462 480 122 597 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1614 1795 1791 0 1795 1791 1864 1742 1716 0 Q Serve(g_s), s 2.4 3.9 4.3 2.2 2.8 0.0 3.4 14.7 14.7 2.4 5.8 0.0 Cycle Q Clear(g_c), s 2.4 3.9 4.3 2.2 2.8 0.0 3.4 14.7 14.7 2.4 5.8 0.0 Prop In Lane 1.00 0.84 1.00 0.00 1.00 0.06 1.00 0.00
Lane Grp Cap(c), veh/h 219 316 285 83 572 174 742 772 221 2008 V/C Ratio(X) 0.54 0.35 0.38 0.66 0.28 0.51 0.62 0.62 0.55 0.30 Avail Cap(c_a), veh/h 247 721 650 125 1437 174 742 772 256 2008 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.7 26.0 26.2 33.8 26.6 0.0 30.9 16.7 16.7 32.7 15.2 0.0 Incr Delay (d2), s/veh 2.1 0.7 0.8 8.6 0.3 0.0 10.3 3.9 3.8 2.2 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 1.6 1.6 1.1 1.2 0.0 1.9 6.0 6.2 1.0 2.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.8 26.7 27.0 42.4 26.9 0.0 41.2 20.6 20.4 34.9 15.5 0.0 LnGrp LOS C C C D C D C C C B
Approach Vol, veh/h 337 213 1031 719
Approach Delay, s/veh 29.6 30.9 22.3 18.8
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 33.8 9.6 16.6 10.3 35.5 8.4 17.8 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 7.0 28.1 5.1 28.9 5.3 29.1 5.0 29.0 Max Q Clear Time (g_c+I1), s 5.4 7.8 4.4 4.8 4.4 16.7 4.2 6.3 Green Ext Time (p_c), s 0.0 7.9 0.0 0.6 0.0 8.4 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 2: Coleman Ave Brokaw Rd 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 318 13 379 57 21 23 358 487 75 24 508 287 Future Volume (vph) 318 13 379 57 21 23 358 487 75 24 508 287 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1715 1725 1615 1698 1747 1599 1805 5067 1787 5136 1560 Flt Permitted 0.95 0.96 1.00 0.95 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1715 1725 1615 1698 1747 1599 1805 5067 1787 5136 1560 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 373 15 444 67 25 27 420 571 88 28 596 336 RTOR Reduction (vph) 0 0 76 0 0 25 0 15 0 0 0 247
Lane Group Flow (vph) 194 194 368 46 46 2 420 644 0 28 596 89 Confl. Peds. (#/hr) 3 3 2 1 1 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 0% 0% 0% 1% 1% 1%
Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 18.9 18.9 43.8 7.6 7.6 7.6 18.7 41.2 2.1 24.6 24.6 Effective Green, g (s) 18.9 18.9 43.8 7.6 7.6 7.6 18.7 41.2 2.1 24.6 24.6 Actuated g/C Ratio 0.20 0.20 0.47 0.08 0.08 0.08 0.20 0.44 0.02 0.26 0.26 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 348 350 760 138 142 130 362 2244 40 1358 412 v/s Ratio Prot 0.11 0.11 c0.23 c0.03 0.03 0.00 c0.23 0.13 0.02 c0.12 v/s Ratio Perm 0.06
v/c Ratio 0.56 0.55 0.48 0.33 0.32 0.02 1.16 0.29 0.70 0.44 0.22 Uniform Delay, d1 33.3 33.3 16.9 40.3 40.3 39.3 37.1 16.5 45.1 28.5 26.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 1.1 0.2 0.5 0.5 0.0 98.5 0.0 35.2 0.1 0.1 Delay (s) 34.4 34.3 17.0 40.8 40.8 39.3 135.6 16.6 80.3 28.5 26.8 Level of Service C C B D D D F B F C C
Approach Delay (s) 25.1 40.5 62.9 29.4
Approach LOS C D E C
Intersection Summary
HCM 2000 Control Delay 40.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 93.0 Sum of lost time (s) 23.2 Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 7: Coleman Ave Aviation Ave 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 115 0 233 14 0 7 51 1100 25 29 4 930 Future Volume (vph) 115 0 233 14 0 7 51 1100 25 29 4 930 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1715 1715 2842 1719 1538 3467 3574 1599 1805 5165 Flt Permitted 0.95 0.75 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1715 1358 2842 1810 1538 3467 3574 1599 1805 5165 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 126 0 256 15 0 8 56 1206 27 32 4 1020
RTOR Reduction (vph) 0 0 0 0 8 0 0 0 13 0 0 3
Lane Group Flow (vph) 63 63 256 15 0 0 56 1206 14 0 36 1044 Confl. Peds. (#/hr) 2
Confl. Bikes (#/hr)
Heavy Vehicles (%) 0% 0% 0% 5% 5% 5% 1% 1% 1% 0% 0% 0%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 7.7 7.7 9.6 1.7 3.6 2.8 34.5 34.5 1.8 33.5 Effective Green, g (s) 7.7 7.7 9.6 1.7 3.6 2.8 34.5 34.5 1.8 33.5 Actuated g/C Ratio 0.11 0.11 0.14 0.02 0.05 0.04 0.51 0.51 0.03 0.49 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 193 153 400 45 81 142 1807 808 47 2537 v/s Ratio Prot 0.04 c0.09 0.00 0.02 c0.34 c0.02 0.20
v/s Ratio Perm 0.05 c0.01 0.01
v/c Ratio 0.33 0.41 0.64 0.33 0.01 0.39 0.67 0.02 0.77 0.41 Uniform Delay, d1 27.9 28.1 27.7 32.7 30.6 31.9 12.6 8.4 33.0 11.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 2.4 3.5 5.9 0.0 2.5 2.0 0.0 53.5 0.5 Delay (s) 29.2 30.6 31.1 38.6 30.6 34.3 14.5 8.4 86.5 11.6 Level of Service C C C D C C B A F B
Approach Delay (s) 30.7 35.8 15.3 14.1
Approach LOS C D B B
Intersection Summary
HCM 2000 Control Delay 17.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 68.2 Sum of lost time (s) 20.6 Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 7: Coleman Ave Aviation Ave 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 25
Future Volume (vph) 25
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.93
Growth Factor (vph) 102%
Adj. Flow (vph) 27
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 0%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 8: Coleman Ave Earthquakes Wy 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 5 22 10 28 1208 1110 17
Future Volume (vph) 5 22 10 28 1208 1110 17
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.89 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3248 1470 3467 5136 5174
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3248 1470 3467 5136 5174
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 5 23 11 30 1284 1179 18
RTOR Reduction (vph) 11 10 00010
Lane Group Flow (vph) 6 1 0 41 1284 1196 0
Confl. Peds. (#/hr) 3 3
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 0% 0% 1% 1% 1% 0% 0%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 7.3 7.3 1.9 55.7 48.1
Effective Green, g (s) 7.3 7.3 1.9 55.7 48.1
Actuated g/C Ratio 0.10 0.10 0.03 0.76 0.66
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 323 146 89 3902 3395
v/s Ratio Prot c0.00 0.01 c0.25 c0.23
v/s Ratio Perm 0.00
v/c Ratio 0.02 0.01 0.46 0.33 0.35
Uniform Delay, d1 29.8 29.7 35.2 2.8 5.6
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.0 0.0 4.4 0.2 0.3
Delay (s) 29.8 29.8 39.6 3.0 5.9
Level of Service C C D A A
Approach Delay (s) 29.8 4.2 5.9
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 5.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 73.3 Sum of lost time (s) 16.0 Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 11: Coleman Ave Newhall Dr/Fire Sta. 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 94 0 373 0 0 1 411 1211 1 1 1069 100 Future Volume (vph) 94 0 373 0 0 1 411 1211 1 1 1069 100 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.85 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1785 2814 1594 3467 5135 1787 5064
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1423 2814 1594 3467 5135 1787 5064
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 104 0 414 0 0 1 456 1343 1 1 1185 111
RTOR Reduction (vph) 0 0 179 010000070
Lane Group Flow (vph) 0 104 235 0 0 0 456 1344 0 1 1289 0 Confl. Peds. (#/hr) 2 2 2 2 2 2
Heavy Vehicles (%) 1% 1% 1% 0% 0% 0% 1% 1% 1% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 10.1 29.4 1.0 10.3 46.6 0.9 36.5
Effective Green, g (s) 10.1 24.4 1.0 10.3 46.6 0.9 36.5 Actuated g/C Ratio 0.13 0.32 0.01 0.13 0.60 0.01 0.47
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 185 888 20 461 3095 20 2391
v/s Ratio Prot c0.08 0.00 c0.13 0.26 0.00 c0.25
v/s Ratio Perm c0.07
v/c Ratio 0.56 0.27 0.00 0.99 0.43 0.05 0.54
Uniform Delay, d1 31.5 19.8 37.7 33.4 8.3 37.8 14.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.7 0.2 0.0 38.6 0.4 1.0 0.9
Delay (s) 36.2 19.9 37.7 72.1 8.7 38.8 15.3
Level of Service D B D E A D B
Approach Delay (s) 23.2 37.7 24.8 15.3
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 21.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 77.3 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 Weekend Mid-Day Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 5 104 0 659 0 762 321 357 761 10 Future Volume (vph) 0 0 5 104 0 659 0 762 321 357 761 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 0.93 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1358 3502 2842 5307 1652 3467 5124
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1358 3502 2842 5307 1652 3467 5124
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 5 110 0 700 0 810 341 379 809 11
RTOR Reduction (vph) 0 0 5 0 0 450 0 0 200 0 2 0
Lane Group Flow (vph) 0 0 0 111 0 250 0 810 141 379 818 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 1% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.0 6.3 12.5 25.5 25.5 8.3 39.5
Effective Green, g (s) 1.0 6.3 12.5 25.5 25.5 8.3 39.5
Actuated g/C Ratio 0.02 0.10 0.20 0.41 0.41 0.13 0.64
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 22 357 575 2193 682 466 3280
v/s Ratio Prot 0.03 c0.09 c0.15 c0.11 0.16
v/s Ratio Perm 0.00 0.09
v/c Ratio 0.00 0.31 0.44 0.37 0.21 0.81 0.25
Uniform Delay, d1 29.9 25.7 21.5 12.5 11.6 25.9 4.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.5 0.5 0.5 0.7 11.7 0.2
Delay (s) 29.9 26.2 22.0 13.0 12.3 37.6 4.9
Level of Service C C C B B D A
Approach Delay (s) 29.9 22.6 12.8 15.3
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay 16.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 61.7 Sum of lost time (s) 20.6 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 52: Private Dr/Costco Brokaw Rd 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 4 53 0 168 84 468 0 0 75 683 0 9
Future Volume (vph) 4 53 0 168 84 468 0 0 75 683 0 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.87 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1703 1676 1805 1616 1644 1807
Flt Permitted 0.17 1.00 0.72 1.00 1.00 0.95
Satd. Flow (perm) 298 1676 1366 1616 1644 1807
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 4 58 0 182 91 508 0 0 81 741 0 10
RTOR Reduction (vph) 0 0 0 0 208 0 0 76 0 0 40 0
Lane Group Flow (vph) 4 58 0 182 391 0 0 5 0 0 711 0
Confl. Peds. (#/hr) 5 5
Heavy Vehicles (%) 6% 2% 6% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 24.1 24.1 24.1 24.1 4.3 34.6
Effective Green, g (s) 24.1 24.1 24.1 24.1 4.3 34.6
Actuated g/C Ratio 0.32 0.32 0.32 0.32 0.06 0.45
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 93 527 430 509 92 817
v/s Ratio Prot 0.03 c0.24 c0.00 c0.39
v/s Ratio Perm 0.01 0.13
v/c Ratio 0.04 0.11 0.42 0.77 0.05 0.87
Uniform Delay, d1 18.2 18.6 20.7 23.7 34.2 18.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.9 0.4 3.0 10.6 0.2 10.0
Delay (s) 19.1 19.0 23.7 34.3 34.4 28.9
Level of Service B B C C C C
Approach Delay (s) 19.0 31.8 34.4 28.9
Approach LOS B C C C
Intersection Summary
HCM 2000 Control Delay 30.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77
Actuated Cycle Length (s) 76.5 Sum of lost time (s) 13.5 Intersection Capacity Utilization 87.7% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B WEMD 3: Coleman Ave Champions Wy 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 4 0 2 1278 958 4
Future Volume (veh/h) 4 0 2 1278 958 4
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1885 1885 1885 1900
Adj Flow Rate, veh/h 4 0 2 1432 1074 4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 0 0 1 1 1 0
Cap, veh/h 14 18 7 4002 3467 13
Arrive On Green 0.01 0.00 0.00 0.78 0.65 0.65
Sat Flow, veh/h 1810 1610 1795 5316 5463 20
Grp Volume(v), veh/h 4 0 2 1432 696 382
Grp Sat Flow(s),veh/h/ln 1810 1610 1795 1716 1716 1882
Q Serve(g_s), s 0.1 0.0 0.1 4.1 4.2 4.2
Cycle Q Clear(g_c), s 0.1 0.0 0.1 4.1 4.2 4.2
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 14 18 7 4002 2247 1232
V/C Ratio(X) 0.29 0.00 0.29 0.36 0.31 0.31
Avail Cap(c_a), veh/h 279 255 266 4002 2247 1232
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 23.7 0.0 23.8 1.6 3.6 3.6
Incr Delay (d2), s/veh 15.9 0.0 30.1 0.3 0.4 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.1 0.7 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.5 0.0 53.9 1.9 3.9 4.2
LnGrp LOS D A D A A A
Approach Vol, veh/h 4 1434 1078
Approach Delay, s/veh 39.5 2.0 4.0
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.9 37.1 43.0 5.0
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 7.1 24.5 37.3 7.4
Max Q Clear Time (g_c+I1), s 2.1 6.2 6.1 2.1
Green Ext Time (p_c), s 0.0 13.6 25.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 2.9
HCM 6th LOS A
_____ "i 7' "i ;;; ttf+
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B WEMD 13: Coleman Ave Airport Blvd 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 71 89 1467 253 75 905
Future Volume (veh/h) 71 89 1467 253 75 905
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1885 1885 1885 1870
Adj Flow Rate, veh/h 75 94 1543 0 79 952
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 1 1 1 2
Cap, veh/h 366 279 2677 244 3182
Arrive On Green 0.11 0.11 0.41 0.00 0.07 0.62
Sat Flow, veh/h 3456 1585 6749 1598 3483 5274
Grp Volume(v), veh/h 75 94 1543 0 79 952
Grp Sat Flow(s),veh/h/ln 1728 1585 1621 1598 1742 1702
Q Serve(g_s), s 0.9 2.3 8.1 0.0 1.0 3.8
Cycle Q Clear(g_c), s 0.9 2.3 8.1 0.0 1.0 3.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 366 279 2677 244 3182
V/C Ratio(X) 0.21 0.34 0.58 0.32 0.30
Avail Cap(c_a), veh/h 3357 1651 2754 393 3461
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 18.1 16.0 10.0 0.0 19.6 3.9
Incr Delay (d2), s/veh 0.4 1.0 0.5 0.0 0.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 2.2 2.0 0.0 0.4 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.5 17.0 10.5 0.0 20.3 4.0
LnGrp LOS B B B C A
Approach Vol, veh/h 169 1543 1031
Approach Delay, s/veh 17.6 10.5 5.2
Approach LOS B B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 33.3 11.0 9.3 24.0
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 30.0 43.0 5.0 18.8
Max Q Clear Time (g_c+I1), s 5.8 4.3 3.0 10.1
Green Ext Time (p_c), s 17.1 1.1 0.0 8.2
Intersection Summary
HCM 6th Ctrl Delay 9.0
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B WEMD 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 195 568 1276 0 0 878
Future Volume (veh/h) 195 568 1276 0 0 878
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1856 1885 0 0 1870
Adj Flow Rate, veh/h 207 604 1356 0 0 933
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 1 3 1 0 0 2
Cap, veh/h 1480 668 1822 0 0 1808
Arrive On Green 0.42 0.42 0.35 0.00 0.00 0.35
Sat Flow, veh/h 3483 1572 5486 0 0 5443
Grp Volume(v), veh/h 207 604 1356 0 0 933
Grp Sat Flow(s),veh/h/ln 1742 1572 1716 0 0 1702
Q Serve(g_s), s 1.8 17.5 11.3 0.0 0.0 7.1
Cycle Q Clear(g_c), s 1.8 17.5 11.3 0.0 0.0 7.1
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1480 668 1822 0 0 1808
V/C Ratio(X) 0.14 0.90 0.74 0.00 0.00 0.52
Avail Cap(c_a), veh/h 1561 705 1822 0 0 1808
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00
Uniform Delay (d), s/veh 8.6 13.1 13.8 0.0 0.0 12.5
Incr Delay (d2), s/veh 0.1 15.1 2.8 0.0 0.0 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 7.4 3.8 0.0 0.0 2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.7 28.2 16.6 0.0 0.0 13.5
LnGrp LOS A C B A A B
Approach Vol, veh/h 811 1356 933
Approach Delay, s/veh 23.2 16.6 13.5
Approach LOS C B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 23.0 25.9 23.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 17.3 21.9 17.3
Max Q Clear Time (g_c+I1), s 9.1 19.5 13.3
Green Ext Time (p_c), s 6.4 1.2 3.7
Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOS B
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B WEMD 17: Coleman Ave Hedding St 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 105 114 81 49 141 189 79 813 28 109 533 100 Future Volume (veh/h) 105 114 81 49 141 189 79 813 28 109 533 100 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 118 128 91 55 158 0 89 911 31 122 597 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 219 362 238 83 572 174 1464 50 221 2008
Arrive On Green 0.06 0.18 0.18 0.05 0.16 0.00 0.10 0.41 0.41 0.06 0.39 0.00 Sat Flow, veh/h 3483 2055 1351 1795 3676 0 1795 3534 120 3483 5316 0 Grp Volume(v), veh/h 118 110 109 55 158 0 89 462 480 122 597 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1614 1795 1791 0 1795 1791 1864 1742 1716 0 Q Serve(g_s), s 2.4 3.9 4.3 2.2 2.8 0.0 3.4 14.7 14.7 2.4 5.8 0.0 Cycle Q Clear(g_c), s 2.4 3.9 4.3 2.2 2.8 0.0 3.4 14.7 14.7 2.4 5.8 0.0 Prop In Lane 1.00 0.84 1.00 0.00 1.00 0.06 1.00 0.00
Lane Grp Cap(c), veh/h 219 316 285 83 572 174 742 772 221 2008 V/C Ratio(X) 0.54 0.35 0.38 0.66 0.28 0.51 0.62 0.62 0.55 0.30 Avail Cap(c_a), veh/h 247 721 650 125 1437 174 742 772 256 2008 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.7 26.0 26.2 33.8 26.6 0.0 30.9 16.7 16.7 32.7 15.2 0.0 Incr Delay (d2), s/veh 2.1 0.7 0.8 8.6 0.3 0.0 10.3 3.9 3.8 2.2 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 1.6 1.6 1.1 1.2 0.0 1.9 6.0 6.2 1.0 2.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.8 26.7 27.0 42.4 26.9 0.0 41.2 20.6 20.4 34.9 15.5 0.0 LnGrp LOS C C C D C D C C C B
Approach Vol, veh/h 337 213 1031 719
Approach Delay, s/veh 29.6 30.9 22.3 18.8
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 33.8 9.6 16.6 10.3 35.5 8.4 17.8 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 7.0 28.1 5.1 28.9 5.3 29.1 5.0 29.0 Max Q Clear Time (g_c+I1), s 5.4 7.8 4.4 4.8 4.4 16.7 4.2 6.3 Green Ext Time (p_c), s 0.0 7.9 0.0 0.6 0.0 8.4 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 2: Coleman Ave Brokaw Rd 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 318 13 383 57 21 23 362 487 75 24 508 287 Future Volume (vph) 318 13 383 57 21 23 362 487 75 24 508 287 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1715 1725 1599 1698 1747 1599 1787 5067 1787 5136 1560 Flt Permitted 0.95 0.96 1.00 0.95 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1715 1725 1599 1698 1747 1599 1787 5067 1787 5136 1560 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 373 15 449 67 25 27 424 571 88 28 596 336 RTOR Reduction (vph) 0 0 76 0 0 25 0 15 0 0 0 247
Lane Group Flow (vph) 194 194 373 46 46 2 424 644 0 28 596 89 Confl. Peds. (#/hr) 3 3 2 1 1 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 1% 1% 1% 1% 1% 0% 0% 1% 1% 1%
Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 19.2 19.2 44.1 7.5 7.5 7.5 18.7 41.2 2.1 24.6 24.6 Effective Green, g (s) 19.2 19.2 44.1 7.5 7.5 7.5 18.7 41.2 2.1 24.6 24.6 Actuated g/C Ratio 0.21 0.21 0.47 0.08 0.08 0.08 0.20 0.44 0.02 0.26 0.26 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 353 355 756 136 140 128 358 2239 40 1355 411 v/s Ratio Prot 0.11 0.11 c0.23 c0.03 0.03 0.00 c0.24 0.13 0.02 c0.12 v/s Ratio Perm 0.06
v/c Ratio 0.55 0.55 0.49 0.34 0.33 0.02 1.18 0.29 0.70 0.44 0.22 Uniform Delay, d1 33.1 33.1 16.9 40.5 40.5 39.5 37.2 16.6 45.2 28.6 26.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.9 0.2 0.5 0.5 0.0 107.8 0.0 35.2 0.1 0.1 Delay (s) 34.1 34.0 17.1 41.0 41.0 39.5 145.1 16.6 80.4 28.6 26.9 Level of Service C C B D D D F B F C C
Approach Delay (s) 24.9 40.7 66.9 29.5
Approach LOS C D E C
Intersection Summary
HCM 2000 Control Delay 42.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 93.2 Sum of lost time (s) 23.2 Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 7: Coleman Ave Aviation Ave 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 115 0 233 14 0 7 51 1104 25 29 4 934 Future Volume (vph) 115 0 233 14 0 7 51 1104 25 29 4 934 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1715 1715 2842 1719 1538 3467 3574 1599 1805 5115 Flt Permitted 0.95 0.75 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1715 1358 2842 1810 1538 3467 3574 1599 1805 5115 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 126 0 256 15 0 8 56 1211 27 32 4 1024
RTOR Reduction (vph) 0 0 0 0 8 0 0 0 13 0 0 3
Lane Group Flow (vph) 63 63 256 15 0 0 56 1211 14 0 36 1048 Confl. Peds. (#/hr) 2
Confl. Bikes (#/hr)
Heavy Vehicles (%) 0% 0% 0% 5% 5% 5% 1% 1% 1% 0% 0% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 7.7 7.7 9.6 1.7 3.6 2.8 34.5 34.5 1.8 33.5 Effective Green, g (s) 7.7 7.7 9.6 1.7 3.6 2.8 34.5 34.5 1.8 33.5 Actuated g/C Ratio 0.11 0.11 0.14 0.02 0.05 0.04 0.51 0.51 0.03 0.49 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 193 153 400 45 81 142 1807 808 47 2512 v/s Ratio Prot 0.04 c0.09 0.00 0.02 c0.34 c0.02 0.20
v/s Ratio Perm 0.05 c0.01 0.01
v/c Ratio 0.33 0.41 0.64 0.33 0.01 0.39 0.67 0.02 0.77 0.42 Uniform Delay, d1 27.9 28.1 27.7 32.7 30.6 31.9 12.6 8.4 33.0 11.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 2.4 3.5 5.9 0.0 2.5 2.0 0.0 53.5 0.5 Delay (s) 29.2 30.6 31.1 38.6 30.6 34.3 14.6 8.4 86.5 11.6 Level of Service C C C D C C B A F B
Approach Delay (s) 30.7 35.8 15.3 14.1
Approach LOS C D B B
Intersection Summary
HCM 2000 Control Delay 17.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 68.2 Sum of lost time (s) 20.6 Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 7: Coleman Ave Aviation Ave 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 25
Future Volume (vph) 25
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.93
Growth Factor (vph) 102%
Adj. Flow (vph) 27
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 0%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 8: Coleman Ave Earthquakes Wy 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 5 22 10 28 1212 1114 17
Future Volume (vph) 5 22 10 28 1212 1114 17
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.89 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3248 1470 3467 5136 5124
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3248 1470 3467 5136 5124
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 5 23 11 30 1288 1184 18
RTOR Reduction (vph) 11 10 00010
Lane Group Flow (vph) 6 1 0 41 1288 1201 0
Confl. Peds. (#/hr) 3 3
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 0% 0% 1% 1% 1% 1% 0%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 7.3 7.3 1.9 55.7 48.1
Effective Green, g (s) 7.3 7.3 1.9 55.7 48.1
Actuated g/C Ratio 0.10 0.10 0.03 0.76 0.66
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 323 146 89 3902 3362
v/s Ratio Prot c0.00 0.01 c0.25 c0.23
v/s Ratio Perm 0.00
v/c Ratio 0.02 0.01 0.46 0.33 0.36
Uniform Delay, d1 29.8 29.7 35.2 2.8 5.7
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.0 0.0 4.4 0.2 0.3
Delay (s) 29.8 29.8 39.6 3.0 6.0
Level of Service C C D A A
Approach Delay (s) 29.8 4.2 6.0
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 5.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 73.3 Sum of lost time (s) 16.0 Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 11: Coleman Ave Newhall Dr/Fire Sta. 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 94 0 383 0 0 1 421 1215 1 1 1073 100 Future Volume (vph) 94 0 383 0 0 1 421 1215 1 1 1073 100 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.85 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1785 2760 1594 3400 5135 1787 5064
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1423 2760 1594 3400 5135 1787 5064
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 104 0 425 0 0 1 467 1347 1 1 1190 111
RTOR Reduction (vph) 0 0 178 010000060
Lane Group Flow (vph) 0 104 247 0 0 0 467 1348 0 1 1295 0 Confl. Peds. (#/hr) 2 2 2 2 2 2
Heavy Vehicles (%) 1% 1% 3% 0% 0% 0% 3% 1% 1% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 10.2 29.5 1.0 10.3 46.6 0.9 36.5
Effective Green, g (s) 10.2 24.5 1.0 10.3 46.6 0.9 36.5 Actuated g/C Ratio 0.13 0.32 0.01 0.13 0.60 0.01 0.47
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 187 873 20 452 3091 20 2388
v/s Ratio Prot c0.09 0.00 c0.14 0.26 0.00 c0.26
v/s Ratio Perm c0.07
v/c Ratio 0.56 0.28 0.00 1.03 0.44 0.05 0.54
Uniform Delay, d1 31.5 19.9 37.7 33.6 8.3 37.8 14.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.4 0.2 0.0 51.1 0.4 1.0 0.9
Delay (s) 35.8 20.0 37.7 84.7 8.8 38.9 15.4
Level of Service D C D F A D B
Approach Delay (s) 23.1 37.7 28.3 15.4
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 23.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 77.4 Sum of lost time (s) 20.4 Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 Weekend Mid-Day Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 5 104 0 659 0 762 321 371 761 10 Future Volume (vph) 0 0 5 104 0 659 0 762 321 371 761 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 0.93 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1358 3502 2842 5307 1652 3367 5124
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1358 3502 2842 5307 1652 3367 5124
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 5 110 0 700 0 810 341 394 809 11
RTOR Reduction (vph) 0 0 5 0 0 450 0 0 200 0 2 0
Lane Group Flow (vph) 0 0 0 111 0 250 0 810 141 394 818 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 4% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.0 6.3 12.5 25.5 25.5 8.3 39.5
Effective Green, g (s) 1.0 6.3 12.5 25.5 25.5 8.3 39.5
Actuated g/C Ratio 0.02 0.10 0.20 0.41 0.41 0.13 0.64
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 22 357 575 2193 682 452 3280
v/s Ratio Prot 0.03 c0.09 c0.15 c0.12 0.16
v/s Ratio Perm 0.00 0.09
v/c Ratio 0.00 0.31 0.44 0.37 0.21 0.87 0.25
Uniform Delay, d1 29.9 25.7 21.5 12.5 11.6 26.2 4.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.5 0.5 0.5 0.7 17.9 0.2
Delay (s) 29.9 26.2 22.0 13.0 12.3 44.0 4.9
Level of Service C C C B B D A
Approach Delay (s) 29.9 22.6 12.8 17.6
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay 17.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 61.7 Sum of lost time (s) 20.6 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 52: Private Dr/Costco Brokaw Rd 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 4 57 0 168 88 468 0 0 75 683 0 9
Future Volume (vph) 4 57 0 168 88 468 0 0 75 683 0 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.87 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1703 1569 1805 1605 1644 1807
Flt Permitted 0.17 1.00 0.72 1.00 1.00 0.95
Satd. Flow (perm) 298 1569 1362 1605 1644 1807
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 4 62 0 182 95 508 0 0 81 741 0 10
RTOR Reduction (vph) 0 0 0 0 200 0 0 76 0 0 40 0
Lane Group Flow (vph) 4 62 0 182 403 0 0 5 0 0 711 0
Confl. Peds. (#/hr) 5 5
Heavy Vehicles (%) 6% 9% 6% 0% 5% 0% 0% 0% 0% 0% 0% 0%
Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 24.1 24.1 24.1 24.1 4.3 34.6
Effective Green, g (s) 24.1 24.1 24.1 24.1 4.3 34.6
Actuated g/C Ratio 0.32 0.32 0.32 0.32 0.06 0.45
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 93 494 429 505 92 817
v/s Ratio Prot 0.04 c0.25 c0.00 c0.39
v/s Ratio Perm 0.01 0.13
v/c Ratio 0.04 0.13 0.42 0.80 0.05 0.87
Uniform Delay, d1 18.2 18.7 20.7 24.0 34.2 18.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.9 0.5 3.1 12.4 0.2 10.0
Delay (s) 19.1 19.2 23.8 36.4 34.4 28.9
Level of Service B B C D C C
Approach Delay (s) 19.2 33.4 34.4 28.9
Approach LOS B C C C
Intersection Summary
HCM 2000 Control Delay 30.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 76.5 Sum of lost time (s) 13.5 Intersection Capacity Utilization 87.9% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
__ "i
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B WEMD 3: Coleman Ave Champions Wy 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 4 0 2 1283 963 4
Future Volume (veh/h) 4 0 2 1283 963 4
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1885 1885 1885 1900
Adj Flow Rate, veh/h 4 0 2 1438 1079 4
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 0 0 1 1 1 0
Cap, veh/h 14 18 7 4002 3467 13
Arrive On Green 0.01 0.00 0.00 0.78 0.65 0.65
Sat Flow, veh/h 1810 1610 1795 5316 5463 20
Grp Volume(v), veh/h 4 0 2 1438 699 384
Grp Sat Flow(s),veh/h/ln 1810 1610 1795 1716 1716 1882
Q Serve(g_s), s 0.1 0.0 0.1 4.1 4.2 4.2
Cycle Q Clear(g_c), s 0.1 0.0 0.1 4.1 4.2 4.2
Prop In Lane 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 14 18 7 4002 2247 1232
V/C Ratio(X) 0.29 0.00 0.29 0.36 0.31 0.31
Avail Cap(c_a), veh/h 279 255 266 4002 2247 1232
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 23.7 0.0 23.8 1.6 3.6 3.6
Incr Delay (d2), s/veh 15.9 0.0 30.1 0.3 0.4 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.1 0.1 0.7 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.5 0.0 53.9 1.9 3.9 4.2
LnGrp LOS D A D A A A
Approach Vol, veh/h 4 1440 1083
Approach Delay, s/veh 39.5 2.0 4.1
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.9 37.1 43.0 5.0
Change Period (Y+Rc), s 5.7 5.7 5.7 4.6
Max Green Setting (Gmax), s 7.1 24.5 37.3 7.4
Max Q Clear Time (g_c+I1), s 2.1 6.2 6.1 2.1
Green Ext Time (p_c), s 0.0 13.6 25.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 2.9
HCM 6th LOS A
_____ "i 7' "i ;;; ttf+
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B WEMD 13: Coleman Ave Airport Blvd 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 71 89 1487 253 75 925
Future Volume (veh/h) 71 89 1487 253 75 925
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1856 1885 1885 1841
Adj Flow Rate, veh/h 75 94 1564 0 79 973
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 3 1 1 4
Cap, veh/h 366 279 2639 244 3133
Arrive On Green 0.11 0.11 0.41 0.00 0.07 0.62
Sat Flow, veh/h 3456 1585 6643 1598 3483 5191
Grp Volume(v), veh/h 75 94 1564 0 79 973
Grp Sat Flow(s),veh/h/ln 1728 1585 1596 1598 1742 1675
Q Serve(g_s), s 0.9 2.3 8.4 0.0 1.0 4.0
Cycle Q Clear(g_c), s 0.9 2.3 8.4 0.0 1.0 4.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 366 279 2639 244 3133
V/C Ratio(X) 0.21 0.34 0.59 0.32 0.31
Avail Cap(c_a), veh/h 3352 1649 2707 393 3401
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 18.1 16.0 10.1 0.0 19.6 3.9
Incr Delay (d2), s/veh 0.4 1.0 0.5 0.0 0.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.1 2.1 0.0 0.4 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.5 17.0 10.6 0.0 20.4 4.0
LnGrp LOS B B B C A
Approach Vol, veh/h 169 1564 1052
Approach Delay, s/veh 17.7 10.6 5.2
Approach LOS B B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 33.3 11.0 9.3 24.0
Change Period (Y+Rc), s 5.7 6.3 6.2 5.7
Max Green Setting (Gmax), s 30.0 43.0 5.0 18.8
Max Q Clear Time (g_c+I1), s 6.0 4.3 3.0 10.4
Green Ext Time (p_c), s 17.3 1.1 0.0 7.9
Intersection Summary
HCM 6th Ctrl Delay 9.0
HCM 6th LOS A
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i 7' tttt 7' "'i"'i ;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B WEMD 14: Coleman Ave I-880 SB Off Ramp 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 195 588 1276 0 0 898
Future Volume (veh/h) 195 588 1276 0 0 898
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1811 1885 0 0 1826
Adj Flow Rate, veh/h 207 625 1356 0 0 954
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 1 6 1 0 0 5
Cap, veh/h 1516 668 1790 0 0 1734
Arrive On Green 0.44 0.44 0.35 0.00 0.00 0.35
Sat Flow, veh/h 3483 1535 5486 0 0 5313
Grp Volume(v), veh/h 207 625 1356 0 0 954
Grp Sat Flow(s),veh/h/ln 1742 1535 1716 0 0 1662
Q Serve(g_s), s 1.8 19.3 11.6 0.0 0.0 7.7
Cycle Q Clear(g_c), s 1.8 19.3 11.6 0.0 0.0 7.7
Prop In Lane 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 1516 668 1790 0 0 1734
V/C Ratio(X) 0.14 0.94 0.76 0.00 0.00 0.55
Avail Cap(c_a), veh/h 1533 676 1790 0 0 1734
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00
Uniform Delay (d), s/veh 8.4 13.4 14.4 0.0 0.0 13.1
Incr Delay (d2), s/veh 0.1 20.6 3.1 0.0 0.0 1.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 8.8 4.0 0.0 0.0 2.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.5 34.0 17.4 0.0 0.0 14.3
LnGrp LOS A C B A A B
Approach Vol, veh/h 832 1356 954
Approach Delay, s/veh 27.6 17.4 14.3
Approach LOS C B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 23.0 26.7 23.0
Change Period (Y+Rc), s 5.7 5.1 5.7
Max Green Setting (Gmax), s 17.3 21.9 17.3
Max Q Clear Time (g_c+I1), s 9.7 21.3 13.6
Green Ext Time (p_c), s 6.0 0.3 3.4
Intersection Summary
HCM 6th Ctrl Delay 19.2
HCM 6th LOS B
;;; --------
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B WEMD 17: Coleman Ave Hedding St 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 105 114 81 49 141 189 79 813 28 109 533 100 Future Volume (veh/h) 105 114 81 49 141 189 79 813 28 109 533 100 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 118 128 91 55 158 0 89 911 31 122 597 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 219 362 238 83 572 174 1464 50 221 2008
Arrive On Green 0.06 0.18 0.18 0.05 0.16 0.00 0.10 0.41 0.41 0.06 0.39 0.00 Sat Flow, veh/h 3483 2055 1351 1795 3676 0 1795 3534 120 3483 5316 0 Grp Volume(v), veh/h 118 110 109 55 158 0 89 462 480 122 597 0 Grp Sat Flow(s),veh/h/ln 1742 1791 1614 1795 1791 0 1795 1791 1864 1742 1716 0 Q Serve(g_s), s 2.4 3.9 4.3 2.2 2.8 0.0 3.4 14.7 14.7 2.4 5.8 0.0 Cycle Q Clear(g_c), s 2.4 3.9 4.3 2.2 2.8 0.0 3.4 14.7 14.7 2.4 5.8 0.0 Prop In Lane 1.00 0.84 1.00 0.00 1.00 0.06 1.00 0.00
Lane Grp Cap(c), veh/h 219 316 285 83 572 174 742 772 221 2008 V/C Ratio(X) 0.54 0.35 0.38 0.66 0.28 0.51 0.62 0.62 0.55 0.30 Avail Cap(c_a), veh/h 247 721 650 125 1437 174 742 772 256 2008 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.7 26.0 26.2 33.8 26.6 0.0 30.9 16.7 16.7 32.7 15.2 0.0 Incr Delay (d2), s/veh 2.1 0.7 0.8 8.6 0.3 0.0 10.3 3.9 3.8 2.2 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 1.6 1.6 1.1 1.2 0.0 1.9 6.0 6.2 1.0 2.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.8 26.7 27.0 42.4 26.9 0.0 41.2 20.6 20.4 34.9 15.5 0.0 LnGrp LOS C C C D C D C C C B
Approach Vol, veh/h 337 213 1031 719
Approach Delay, s/veh 29.6 30.9 22.3 18.8
Approach LOS C C C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 33.8 9.6 16.6 10.3 35.5 8.4 17.8 Change Period (Y+Rc), s 5.0 5.7 5.1 5.1 5.7 5.7 5.1 5.1 Max Green Setting (Gmax), s 7.0 28.1 5.1 28.9 5.3 29.1 5.0 29.0 Max Q Clear Time (g_c+I1), s 5.4 7.8 4.4 4.8 4.4 16.7 4.2 6.3 Green Ext Time (p_c), s 0.0 7.9 0.0 0.6 0.0 8.4 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
Notes
Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---- "'i"'i tf+ __ "'i tf+ - "'i"'i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 2: Coleman Ave Brokaw Rd 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 318 13 388 57 21 23 367 487 75 24 508 287 Future Volume (vph) 318 13 388 57 21 23 367 487 75 24 508 287 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.2 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Lane Util. Factor 0.95 0.95 1.00 0.95 0.95 1.00 1.00 0.91 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.95 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1715 1725 1583 1698 1747 1599 1752 5067 1787 5136 1560 Flt Permitted 0.95 0.96 1.00 0.95 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1715 1725 1583 1698 1747 1599 1752 5067 1787 5136 1560 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 373 15 455 67 25 27 430 571 88 28 596 336 RTOR Reduction (vph) 0 0 76 0 0 25 0 15 0 0 0 248
Lane Group Flow (vph) 194 194 379 46 46 2 430 644 0 28 596 88 Confl. Peds. (#/hr) 3 3 2 1 1 2
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 0% 0% 2% 1% 1% 1% 3% 0% 0% 1% 1% 1%
Turn Type Split NA pt+ov Split NA Prot Prot NA Prot NA Perm Protected Phases 4 4 4 5 3 3 3 5 2 1 6
Permitted Phases 6
Actuated Green, G (s) 19.5 19.5 44.4 7.5 7.5 7.5 18.7 41.2 2.1 24.6 24.6 Effective Green, g (s) 19.5 19.5 44.4 7.5 7.5 7.5 18.7 41.2 2.1 24.6 24.6 Actuated g/C Ratio 0.21 0.21 0.47 0.08 0.08 0.08 0.20 0.44 0.02 0.26 0.26 Clearance Time (s) 6.2 6.2 6.2 6.2 6.2 4.9 5.9 4.9 5.9 5.9 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 357 359 751 136 140 128 350 2232 40 1351 410 v/s Ratio Prot 0.11 0.11 c0.24 c0.03 0.03 0.00 c0.25 0.13 0.02 c0.12 v/s Ratio Perm 0.06
v/c Ratio 0.54 0.54 0.51 0.34 0.33 0.02 1.23 0.29 0.70 0.44 0.22 Uniform Delay, d1 33.0 33.0 17.0 40.7 40.6 39.6 37.4 16.8 45.4 28.7 26.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.9 0.2 0.5 0.5 0.0 125.5 0.0 35.2 0.1 0.1 Delay (s) 33.9 33.9 17.2 41.2 41.1 39.6 162.9 16.8 80.5 28.8 27.0 Level of Service C C B D D D F B F C C
Approach Delay (s) 24.9 40.8 74.5 29.7
Approach LOS C D E C
Intersection Summary
HCM 2000 Control Delay 45.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 93.5 Sum of lost time (s) 23.2 Intersection Capacity Utilization 67.6% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i ;;;
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 7: Coleman Ave Aviation Ave 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 115 0 233 14 0 7 51 1109 25 29 4 939 Future Volume (vph) 115 0 233 14 0 7 51 1109 25 29 4 939 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 0.97 0.95 1.00 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1715 1715 2842 1719 1538 3467 3574 1599 1805 5115 Flt Permitted 0.95 0.75 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1715 1358 2842 1810 1538 3467 3574 1599 1805 5115 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 126 0 256 15 0 8 56 1216 27 32 4 1030
RTOR Reduction (vph) 0 0 0 0 8 0 0 0 13 0 0 3
Lane Group Flow (vph) 63 63 256 15 0 0 56 1216 14 0 36 1054 Confl. Peds. (#/hr) 2
Confl. Bikes (#/hr)
Heavy Vehicles (%) 0% 0% 0% 5% 5% 5% 1% 1% 1% 0% 0% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 16 552
Permitted Phases 3 7 6
Actuated Green, G (s) 7.7 7.7 9.6 1.7 3.6 2.8 34.5 34.5 1.8 33.5 Effective Green, g (s) 7.7 7.7 9.6 1.7 3.6 2.8 34.5 34.5 1.8 33.5 Actuated g/C Ratio 0.11 0.11 0.14 0.02 0.05 0.04 0.51 0.51 0.03 0.49 Clearance Time (s) 4.6 4.6 4.6 4.6 4.6 5.7 5.7 5.7 5.7 5.7 Vehicle Extension (s) 4.0 4.0 3.0 4.0 4.0 4.0 5.0 5.0 3.5 5.0 Lane Grp Cap (vph) 193 153 400 45 81 142 1807 808 47 2512 v/s Ratio Prot 0.04 c0.09 0.00 0.02 c0.34 c0.02 0.21
v/s Ratio Perm 0.05 c0.01 0.01
v/c Ratio 0.33 0.41 0.64 0.33 0.01 0.39 0.67 0.02 0.77 0.42 Uniform Delay, d1 27.9 28.1 27.7 32.7 30.6 31.9 12.6 8.4 33.0 11.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 2.4 3.5 5.9 0.0 2.5 2.0 0.0 53.5 0.5 Delay (s) 29.2 30.6 31.1 38.6 30.6 34.3 14.6 8.4 86.5 11.6 Level of Service C C C D C C B A F B
Approach Delay (s) 30.7 35.8 15.4 14.1
Approach LOS C D B B
Intersection Summary
HCM 2000 Control Delay 17.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 68.2 Sum of lost time (s) 20.6 Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
4 7'7' "i - "i"i ++
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 7: Coleman Ave Aviation Ave 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 3
Movement SBR
Lane Configurations
Traffic Volume (vph) 25
Future Volume (vph) 25
Ideal Flow (vphpl) 1900
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF 0.93
Growth Factor (vph) 102%
Adj. Flow (vph) 27
RTOR Reduction (vph) 0
Lane Group Flow (vph) 0
Confl. Peds. (#/hr) 2
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 0%
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 8: Coleman Ave Earthquakes Wy 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 4
Movement EBL EBR NBU NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 5 22 10 28 1217 1119 17
Future Volume (vph) 5 22 10 28 1217 1119 17
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 5.7 5.7 5.7
Lane Util. Factor 0.97 0.91 0.97 0.91 0.91
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.89 0.85 1.00 1.00 1.00
Flt Protected 0.99 1.00 0.95 1.00 1.00
Satd. Flow (prot) 3248 1470 3467 5136 5124
Flt Permitted 0.99 1.00 0.95 1.00 1.00
Satd. Flow (perm) 3248 1470 3467 5136 5124
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102%
Adj. Flow (vph) 5 23 11 30 1293 1189 18
RTOR Reduction (vph) 11 10 00010
Lane Group Flow (vph) 6 1 0 41 1293 1206 0
Confl. Peds. (#/hr) 3 3
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 0% 0% 1% 1% 1% 1% 0%
Turn Type Prot Perm Prot Prot NA NA
Protected Phases 8 1 1 6 2
Permitted Phases 8
Actuated Green, G (s) 7.3 7.3 1.9 55.7 48.1
Effective Green, g (s) 7.3 7.3 1.9 55.7 48.1
Actuated g/C Ratio 0.10 0.10 0.03 0.76 0.66
Clearance Time (s) 4.6 4.6 5.7 5.7 5.7
Vehicle Extension (s) 4.0 4.0 3.5 5.0 5.0
Lane Grp Cap (vph) 323 146 89 3902 3362
v/s Ratio Prot c0.00 0.01 c0.25 c0.24
v/s Ratio Perm 0.00
v/c Ratio 0.02 0.01 0.46 0.33 0.36
Uniform Delay, d1 29.8 29.7 35.2 2.8 5.7
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.0 0.0 4.4 0.2 0.3
Delay (s) 29.8 29.8 39.6 3.1 6.0
Level of Service C C D A A
Approach Delay (s) 29.8 4.2 6.0
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 5.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 73.3 Sum of lost time (s) 16.0 Intersection Capacity Utilization 42.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 11: Coleman Ave Newhall Dr/Fire Sta. 05/26/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 94 0 398 0 0 1 436 1220 1 1 1078 100 Future Volume (vph) 94 0 398 0 0 1 436 1220 1 1 1078 100 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 5.7 4.0 5.7 5.7 5.0 5.7
Lane Util. Factor 1.00 0.88 1.00 0.97 0.91 1.00 0.91
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.85 1.00 1.00 1.00 0.99
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1785 2656 1594 3303 5135 1787 5064
Flt Permitted 0.76 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1423 2656 1594 3303 5135 1787 5064
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 104 0 441 0 0 1 483 1353 1 1 1195 111
RTOR Reduction (vph) 0 0 177 010000060
Lane Group Flow (vph) 0 104 264 0 0 0 483 1354 0 1 1300 0 Confl. Peds. (#/hr) 2 2 2 2 2 2
Heavy Vehicles (%) 1% 1% 7% 0% 0% 0% 6% 1% 1% 1% 1% 1%
Turn Type Prot NA custom custom NA Prot NA Prot NA
Protected Phases 3 1 8 4 1 6 5 2
Permitted Phases 3 7
Actuated Green, G (s) 9.7 30.0 1.0 11.3 47.6 0.9 36.5
Effective Green, g (s) 9.7 25.0 1.0 11.3 47.6 0.9 36.5
Actuated g/C Ratio 0.12 0.32 0.01 0.15 0.61 0.01 0.47
Clearance Time (s) 4.0 4.0 5.7 5.7 5.0 5.7
Vehicle Extension (s) 4.0 3.0 3.0 5.0 3.0 5.0
Lane Grp Cap (vph) 177 852 20 479 3137 20 2372
v/s Ratio Prot c0.10 0.00 c0.15 0.26 0.00 c0.26
v/s Ratio Perm c0.07
v/c Ratio 0.59 0.31 0.00 1.01 0.43 0.05 0.55
Uniform Delay, d1 32.2 19.9 38.0 33.3 8.0 38.1 14.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.8 0.2 0.0 43.2 0.4 1.0 0.9
Delay (s) 38.0 20.2 38.0 76.5 8.4 39.1 15.7
Level of Service D C D E A D B
Approach Delay (s) 23.6 38.0 26.3 15.7
Approach LOS C D C B
Intersection Summary
HCM 2000 Control Delay 22.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 77.9 Sum of lost time (s) 20.4 Intersection Capacity Utilization 64.2% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
__ "i ttf+
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 15: Coleman Ave Mc.endrie St/I-880 NB Ramps 05/26/2023 Weekend Mid-Day Synchro 11 Report
KIE Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 5 104 0 659 0 762 321 391 761 10 Future Volume (vph) 0 0 5 104 0 659 0 762 321 391 761 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 13 13 12 12 12
Total Lost time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Lane Util. Factor 1.00 0.97 0.88 0.91 1.00 0.97 0.91
Frpb, ped/bikes 0.93 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1358 3502 2842 5307 1652 3213 5124
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1358 3502 2842 5307 1652 3213 5124
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 0 0 5 110 0 700 0 810 341 415 809 11
RTOR Reduction (vph) 0 0 5 0 0 462 0 0 201 0 2 0
Lane Group Flow (vph) 0 0 0 111 0 238 0 810 140 415 818 0 Confl. Peds. (#/hr) 3 3 3
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 1% 1% 1% 9% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 52
Permitted Phases 3 6
Actuated Green, G (s) 1.0 6.1 12.3 25.2 25.2 8.6 39.5
Effective Green, g (s) 1.0 6.1 12.3 25.2 25.2 8.6 39.5
Actuated g/C Ratio 0.02 0.10 0.20 0.41 0.41 0.14 0.64
Clearance Time (s) 4.6 4.6 4.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 3.0 3.0 3.0 5.0 5.0 5.0 5.0
Lane Grp Cap (vph) 22 347 568 2174 676 449 3291
v/s Ratio Prot 0.03 c0.08 c0.15 c0.13 0.16
v/s Ratio Perm 0.00 0.08
v/c Ratio 0.00 0.32 0.42 0.37 0.21 0.92 0.25
Uniform Delay, d1 29.8 25.8 21.5 12.6 11.7 26.1 4.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.5 0.5 0.5 0.7 25.7 0.2
Delay (s) 29.8 26.3 22.0 13.1 12.4 51.8 4.9
Level of Service C C C B B D A
Approach Delay (s) 29.8 22.6 12.9 20.6
Approach LOS C C B C
Intersection Summary
HCM 2000 Control Delay 18.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 61.5 Sum of lost time (s) 20.6 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 52: Private Dr/Costco Brokaw Rd 05/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 4 62 0 168 93 468 0 0 75 683 0 9
Future Volume (vph) 4 62 0 168 93 468 0 0 75 683 0 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.87 0.86 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1703 1474 1805 1594 1644 1807
Flt Permitted 0.17 1.00 0.71 1.00 1.00 0.95
Satd. Flow (perm) 298 1474 1355 1594 1644 1807
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Growth Factor (vph) 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% 102% Adj. Flow (vph) 4 67 0 182 101 508 0 0 81 741 0 10
RTOR Reduction (vph) 0 0 0 0 188 0 0 76 0 0 40 0
Lane Group Flow (vph) 4 67 0 182 421 0 0 5 0 0 711 0
Confl. Peds. (#/hr) 5 5
Heavy Vehicles (%) 6% 16% 6% 0% 10% 0% 0% 0% 0% 0% 0% 0% Parking (#/hr) 0
Turn Type Perm NA Perm NA NA Split NA
Protected Phases 2 6 8 8 4 4
Permitted Phases 2 6
Actuated Green, G (s) 24.1 24.1 24.1 24.1 4.3 34.6
Effective Green, g (s) 24.1 24.1 24.1 24.1 4.3 34.6
Actuated g/C Ratio 0.32 0.32 0.32 0.32 0.06 0.45
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 93 464 426 502 92 817
v/s Ratio Prot 0.05 c0.26 c0.00 c0.39
v/s Ratio Perm 0.01 0.13
v/c Ratio 0.04 0.14 0.43 0.84 0.05 0.87
Uniform Delay, d1 18.2 18.8 20.7 24.4 34.2 18.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.9 0.7 3.1 15.4 0.2 10.0
Delay (s) 19.1 19.5 23.9 39.8 34.4 28.9
Level of Service B B C D C C
Approach Delay (s) 19.4 36.2 34.4 28.9
Approach LOS B D C C
Intersection Summary
HCM 2000 Control Delay 32.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 76.5 Sum of lost time (s) 13.5 Intersection Capacity Utilization 88.2% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
__ "i
D-5 TRAFFIC COUNT DATA
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
AM Peak Hour 8:00 AM 9:00 AM
Peak 15-Minutes 8:45 AM 9:00 AM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 105 11 96 0 17 273 29 0 26 6 19 0 203 919 155 1,859 Mediums (Classes IV, V & VI) 0 110 7 0 033 3 0 0 0 0 010 40 6110 Articulated (Classes VII - XIII) 0 2 1 56 0 1 5 0 0 0 0 0 0 0 0 010 Total 0 108 22 104 0 18 311 32 0 26 6 19 0 213 959 161 1,979 Total Motorized Vehicles 0 108 22 104 0 18 311 32 0 26 6 19 0 213 959 161 1,979 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 6.1%
Peak Hour Factor (PHF) 0.89
Pedestrians on Crosswalk 10
9.4% 11.6% 0.0% 4.2%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
0.80 0.88 0.75 0.87
2 206
Blcydes- on Road """estrians
_j:::,..:..=L
:-'I -~. ·. I' :
I I I 7 _,',-1
Project Manager
Start End
Noon Peak Hour 11:55 AM 12:55 PM
Peak 15-Minutes 12:25 PM 12:40 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 03/07/2023
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 243 16 286 6 27 487 41 0 54 15 28 1 307 442 88 2,041 Mediums (Classes IV, V & VI) 0 1 0 5 0 022 0 0 0 0 2 0 227 463 Articulated (Classes VII - XIII) 0 0 0 1 0 0 6 0 0 0 0 0 0 0 3 313 Total 0 244 16 292 6 27 515 41 0 54 15 30 1 309 472 95 2,117 Total Motorized Vehicles 0 244 16 292 6 27 515 41 0 54 15 30 1 309 472 95 2,117 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 3.6%
Peak Hour Factor (PHF) 0.89
Pedestrians on Crosswalk 11
0.87 0.84 0.79 0.88
0 416
1.3% 4.8% 2.0% 4.4%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
PmlkHOur
Bicycles on Road Pe<lesttlans
_J- •, ·-L
> I I " I l ·1{• . . I • I 7 _. ·,-1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
PM Peak Hour 5:00 PM 6:00 PM
Peak 15-Minutes 5:35 PM 5:50 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 247 13 368 1 8 1272 48 0 156 28 11 0 243 451 43 2,889 Mediums (Classes IV, V & VI) 0 0 0 0 0 110 1 0 1 0 1 0 213 130 Articulated (Classes VII - XIII) 00000001000000001
Total 0 247 13 368 1 9 1282 50 0 157 28 12 0 245 464 44 2,920 Total Motorized Vehicles 0 247 13 368 1 9 1282 50 0 157 28 12 0 245 464 44 2,920 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 1.1%
Peak Hour Factor (PHF) 0.95
Pedestrians on Crosswalk 13
0.93 0.88 0.83 0.93
4 423
0.0% 1.0% 1.0% 2.1%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Heavy Vehides Bicyc;le5, on Ro,ad
_J~ L
:-'I ·-1{. · < I'
I • I
7 -···-1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
Noon Peak Hour 11:35 AM 12:35 PM
Peak 15-Minutes 11:50 AM 12:05 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 03/04/2023
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 298 12 397 4 19 376 114 0 57 21 22 0 314 307 75 2,016 Mediums (Classes IV, V & VI) 02100011000000106
Articulated (Classes VII - XIII) 00000100000101003
Total 0 300 13 397 4 20 377 115 0 57 21 23 0 315 308 75 2,025 Total Motorized Vehicles 0 300 13 397 4 20 377 115 0 57 21 23 0 315 308 75 2,025 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 0.4%
Peak Hour Factor (PHF) 0.87
Pedestrians on Crosswalk 6
0.90 0.79 0.77 0.89
2 310
0.4% 0.6% 1.0% 0.3%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Peak Hour
All Vehleles ,,.. ,.. 1n • rlfl!
-,,_.,. _l .JI -'·L.1., -'-L 11....,_
1K - ~ .!) N =:. - - : -'"= w •:~ r , .. _ ~1: "911 •• ,,, , I ,.c-• CU)I) 7 ·• =•!=""- -· I I I Mllell.!lllnll l1~ NOeeT __ , _ _.._,.__,.,._ Heavy Vehicles Blcyctes on Road Pedestrians
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
AM Peak Hour 8:00 AM 9:00 AM
Peak 15-Minutes 8:35 AM 8:50 AM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 0 0 0 0 04192000020 1285 0 1,708 Mediums (Classes IV, V & VI) 0 0 0 0 0 020 4 0 0 0 0 0 037 061 Articulated (Classes VII - XIII) 00000050000000308
Total 0 0 0 0 0 04446000020 1325 0 1,777
Total Motorized Vehicles 0 0 0 0 0 04446000020 1325 0 1,777 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 3.9%
Peak Hour Factor (PHF) 0.87
Pedestrians on Crosswalk 0
0.38 0.93 0.00 0.85
0 000
0.0% 6.4% 0.0% 3.0%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Peak Hour AIJVehlclaS Bicycles on Road
_J~ L I , ::,J •. 1.1, ... . I ... I J w C3lbE -• ..
i :::; ~= ·, '1 i Ir 7 ~ 1
_J~ L
I -1-·*' · -I: I 7 _, . ·-1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
PM Peak Hour 4:30 PM 5:30 PM
Peak 15-Minutes 4:30 PM 4:45 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 001010 1896 6 0 0 0 0 7 1737 02,649 Mediums (Classes IV, V & VI) 0 0 0 0 0 016 0 0 0 0 0 0 119 036 Articulated (Classes VII - XIII) 00000010000000203
Total 001010 1913 6 0 0 0 0 7 2758 02,688
Total Motorized Vehicles 001010 1913 6 0 0 0 0 7 2758 02,688 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 1.5%
Peak Hour Factor (PHF) 0.95
Pedestrians on Crosswalk 5
0.50 0.91 0.00 0.84
0 050
0.0% 0.9% 0.0% 2.9%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
_J==-.:=L
-I· ·t · -I~ I ' I 7 _, . ·-1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
Noon Peak Hour 11:25 AM 12:25 PM
Peak 15-Minutes 12:00 PM 12:15 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 03/04/2023
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 4 0 0 0 0863 4 0 0 0 0 1 1819 01,692 Mediums (Classes IV, V & VI) 00000030000000407
Articulated (Classes VII - XIII) 00000000000000101
Total 0 4 0 0 0 0866 4 0 0 0 0 1 1824 01,700
Total Motorized Vehicles 0 4 0 0 0 0866 4 0 0 0 0 1 1824 01,700 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 0.5%
Peak Hour Factor (PHF) 0.91
Pedestrians on Crosswalk 2
0.67 0.90 0.00 0.93
2 000
0.0% 0.3% 0.0% 0.6%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Peek Hour
AIVehlcles D I iU8 I 0
_ _J .' . .'.[_ ,:_-_ 0 .:,J I L l.t"-• ~'= .,. 0 .J • o':.. ,: - &l11 uo n - • - s • 1 - a:1
PJIII ( ,,, , I ,.c: I {1,mt
7 , ···· I I r= 11JI • • ., • fO)
NcttlCIII ..... GOula.tlMll,,l,iMll'I.....,,.._
He8\')I Vehldes Blc)'Cles on Road Peoosufans
_J~ L ' :-l ·-1{. • -I ' :
I • I
7 -···-1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
AM Peak Hour 8:00 AM 9:00 AM
Peak 15-Minutes 8:45 AM 9:00 AM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 4 0 10 5 14 383 14 0 8 0 11 1 8 1328 39 1,825 Mediums (Classes IV, V & VI) 0 2 0 2 0 118 0 0 1 0 0 0 030 155 Articulated (Classes VII - XIII) 00000030000000306
Total 0 6 0 12 5 15 404 14 0 9 0 11 1 8 1361 40 1,886
Total Motorized Vehicles 0 6 0 12 5 15 404 14 0 9 0 11 1 8 1361 40 1,886 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 3.2%
Peak Hour Factor (PHF) 0.92
Pedestrians on Crosswalk 3
22.2% 5.0% 5.0% 2.4%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
0.56 0.88 0.66 0.87
3 000
"""-'< Hour
Slc:ydeS on Road Pedestrians
_J-·. ·-L
~• I-·i, · ·I-I 7 ~ ,
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
PM Peak Hour 4:35 PM 5:35 PM
Peak 15-Minutes 5:05 PM 5:20 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000010000000001
Lights (Classes II & III) 0 17 0 11 49 14 1795 2 0 39 0 10 0 3 659 15 2,614 Mediums (Classes IV, V & VI) 0 0 0 1 0 015 0 0 1 0 0 0 016 033 Articulated (Classes VII - XIII) 00000000000000000
Total 0 17 0 12 49 14 1811 2 0 40 0 10 0 3 675 15 2,648 Total Motorized Vehicles 0 17 0 12 49 14 1810 2 0 40 0 10 0 3 675 15 2,647 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 1.2%
Peak Hour Factor (PHF) 0.92
Pedestrians on Crosswalk 4
0.83 0.89 0.72 0.86
0 013
3.4% 0.8% 2.0% 2.3%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Bicycle$ on R°'9d
_J-,, ·-L
:-'I -~. · . I' :
I • I
7 -···-1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
Noon Peak Hour 11:45 AM 12:45 PM
Peak 15-Minutes 12:00 PM 12:15 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 03/04/2023
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 1 0 229 4864 1 013 0 7 0 3760 24 1,708 Mediums (Classes IV, V & VI) 00000020010000317
Articulated (Classes VII - XIII) 00000000000000101
Total 0 1 0 229 4866 1 014 0 7 0 3764 25 1,716
Total Motorized Vehicles 0 1 0 229 4866 1 014 0 7 0 3764 25 1,716 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 0.5%
Peak Hour Factor (PHF) 0.93
Pedestrians on Crosswalk 2
0.63 0.92 0.69 0.90
2 000
0.0% 0.2% 4.8% 0.6%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
8i(:ydes Qf1 ROOQ ~est..riell!:i
_J::_,..!=L
t
.. I ·1'" · .. I l
I • I
7 -·'·-1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
AM Peak Hour 8:00 AM 9:00 AM
Peak 15-Minutes 8:45 AM 9:00 AM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 6 0 24 0 0 391 4 0 0 0 012 39 1446 0 1,922 Mediums (Classes IV, V & VI) 0 0 0 1 0 027 0 0 0 0 0 0 244 074 Articulated (Classes VII - XIII) 00000030000000306
Total 0 6 025 0 0421 4 0 0 0 012 41 1493 0 2,002
Total Motorized Vehicles 0 6 025 0 0421 4 0 0 0 012 41 1493 0 2,002 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 4.0%
Peak Hour Factor (PHF) 0.92
Pedestrians on Crosswalk 1
0.73 0.97 0.00 0.89
1 000
3.2% 7.1% 0.0% 3.2%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Peek Houf AIIVetlltCle,.
U II HI I ,U
Heavy Vehicle,. Bicycle$ on Road Pede5trians
I I -• __ _J .... L ~AMil .:,.JI l. l.11 f2mi
t41f - : .. ::Ml- 1.M II• ..J IJII Ul E ..
aii - ~ - s r •, - ..,, i,. 4 'tt , r r'- u ltMI 7---·r=- - - I I _J~ L
11 . 11 . -~· - I • I
7 -···-1 rtDll•Ul.1!111!
~ 11111111w1 .... --..1ri_......
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
PM Peak Hour 4:35 PM 5:35 PM
Peak 15-Minutes 5:05 PM 5:20 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000010000000203
Lights (Classes II & III) 0 10 0 84 0 0 1838 5 0 0 0 0 718 683 02,645 Mediums (Classes IV, V & VI) 0 0 0 1 0 020 0 0 0 0 0 1 114 037 Articulated (Classes VII - XIII) 00000010000001305
Total 0 10 0 85 0 0 1860 5 0 0 0 0 820 702 02,690
Total Motorized Vehicles 0 10 0 85 0 0 1859 5 0 0 0 0 820 700 02,687 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 1.6%
Peak Hour Factor (PHF) 0.93
Pedestrians on Crosswalk 2
0.77 0.89 0.00 0.85
2 000
1.1% 1.1% 0.0% 2.7%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Peek Hour
AU \l'ehlcte-:s
II • ta a Ill
_ _J -'--'· L ·- :..._ • ::,J I L. l,l.. I .::
•• l .,.J "",':i,.c - - .. ._. _ ,... _ 1 r a _ ._.
IP.MIi • ,., , 1 r-c • '1,nsi 7 .... r=-~ -- I I I f!lll ll l-"' • ~ Tc,qj....,._.~'"...,._
BleydeS on Road
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
Noon Peak Hour 11:40 AM 12:40 PM
Peak 15-Minutes 11:50 AM 12:05 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 03/04/2023
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 5 0 22 0 0 812 17 0 0 0 0 928 818 11,712 Mediums (Classes IV, V & VI) 00000030000010509
Articulated (Classes VII - XIII) 00000000000000101
Total 0 5 022 0 0815 17 0 0 0 010 28 824 11,722
Total Motorized Vehicles 0 5 022 0 0815 17 0 0 0 010 28 824 11,722 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 0.6%
Peak Hour Factor (PHF) 0.96
Pedestrians on Crosswalk 3
0.0% 0.4% 0.0% 0.8%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
0.67 0.93 0.25 0.87
3 000
BIC)ICtes on Road
_J~ L I I , .:,J l , L 11 ... , I ~ • t .Jw na:::l:,.E - 11 • .. •- ~-.;., r o ..
I '"' c-- a I 7 '2 :'•HI
Pedestrians
_J---.-!=L
I I . I l :- ·1{· .. I ' I 7 -···-1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
AM Peak Hour 8:00 AM 9:00 AM
Peak 15-Minutes 8:25 AM 8:40 AM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 74 0 154 0 0 354 62 0 1 1 0 2214 1412 3 2,277 Mediums (Classes IV, V & VI) 0 2 0 5 0 017 4 0 0 0 0 0 530 063 Articulated (Classes VII - XIII) 00010020000002308
Total 0 76 0160 0 0373 66 0 1 1 0 2221 1445 3 2,348
Total Motorized Vehicles 076 0160 0 0373 66 0 1 1 0 2221 1445 3 2,348 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 3.0%
Peak Hour Factor (PHF) 0.94
Pedestrians on Crosswalk 3
0.83 0.92 0.63 0.91
2 100
3.4% 5.2% 0.0% 2.4%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Hea\l)'Vchldes Bk::ydM on Road
_J:::,_.=:L
-, 1-·*• · -1-I
7 -···-1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
Noon Peak Hour 11:50 AM 12:50 PM
Peak 15-Minutes 12:20 PM 12:35 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 03/07/2023
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 93 0 340 6 0 758 136 0 1 0 0 6379 809 12,529 Mediums (Classes IV, V & VI) 0 3 0 3 0 027 2 0 0 0 0 0 130 167 Articulated (Classes VII - XIII) 0 1 0 3 0 0 5 1 0 0 0 0 0 2 6 018 Total 0 97 0346 6 0790 139 0 1 0 0 6382 845 22,614
Total Motorized Vehicles 097 0346 6 0790 139 0 1 0 0 6382 845 22,614 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 3.3%
Peak Hour Factor (PHF) 0.96
Pedestrians on Crosswalk 16
0.88 0.94 0.50 0.96
11 500
2.3% 3.7% 0.0% 3.2%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Bicyde!;onRoad Pedes.trlans
_J~ L I I . I l > ·*· .. I ' I 7 -- "·-1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
PM Peak Hour 5:00 PM 6:00 PM
Peak 15-Minutes 5:20 PM 5:35 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000101
Lights (Classes II & III) 0 60 0 347 0 0 1841 143 0 1 0 0 5325 652 03,374 Mediums (Classes IV, V & VI) 0 1 0 3 3 010 1 0 1 0 0 0 014 134 Articulated (Classes VII - XIII) 00000000000000404
Total 0 61 0 350 3 0 1851 144 0 2 0 0 5325 671 13,413
Total Motorized Vehicles 0 61 0 350 3 0 1851 144 0 2 0 0 5325 670 13,412 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 1.1%
Peak Hour Factor (PHF) 0.94
Pedestrians on Crosswalk 2
0.86 0.87 0.25 0.87
2 000
1.0% 0.7% 50.0% 1.9%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Peek Hour AUVenleles" 141 1 UI , fll
__ _J _. _ -'-L : ...._ J ,jJ I ,..L ,.,\... 1 _:1::, DII' I ..J ■ ... ( - '8 u ta _ ,,111 _ • r m - ta 11• M,I ,,, "\, ,.c-• 'l'J'UI
7 -•·1 F'· - I I I tll'QI • ... f t! I'll!
NOi■ T _ _,_,_.,._,....,._
_J~ L
-
• I· ·i• · ·I-I
7 -·'·-1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
Noon Peak Hour 11:50 AM 12:50 PM
Peak 15-Minutes 12:10 PM 12:25 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 03/04/2023
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000202
Lights (Classes II & III) 0 94 0 370 1 0 768 100 0 0 0 1 1409 773 12,518 Mediums (Classes IV, V & VI) 0 0 0 3 0 0 6 0 0 0 0 0 0 1 4 014 Articulated (Classes VII - XIII) 00000000000000202
Total 0 94 0373 1 0774 100 0 0 0 1 1410 781 12,536
Total Motorized Vehicles 094 0373 1 0774 100 0 0 0 1 1410 779 12,534 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 0.6%
Peak Hour Factor (PHF) 0.96
Pedestrians on Crosswalk 6
0.6% 0.7% 0.0% 0.6%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
0.91 0.87 0.38 0.95
2 220
Peak Hour
AI/Vehicies + 1 ,. 1 flt
__ _J _, --'-L ~""- 1 ~J l 11L llL , ~
::: - r: = . ·: f ;:: - ;:. "-. ,. ,,,""II re: ' !7.,JV! 7 ·•·sr= -· I I 11 11m11 "10 u, .IQ -
Ho1' fOlll-..ity_,.~si ,...__
tieaV)' Vehicles
. . _J -'-.'. L .JI I.I.,
• - ' ~ W L t - ,
' -' • fi1191 • - ·
I - : :; S ;;; - I
7 11,,r 1
B,cycles on Road Pedestrums
_J- , ·-L 'I :- -~. · .. Il
I • I 7 ---.!...;::,
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
AM Peak Hour 8:00 AM 9:00 AM
Peak 15-Minutes 8:45 AM 9:00 AM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 0 0 0 047 331 0 055 011210 1534 345 2,425 Mediums (Classes IV, V & VI) 0 0 0 0 0 612 0 0 1 0 6 0 028 053 Articulated (Classes VII - XIII) 00000030000000407
Total 0 0 0 0 053 346 0 056 011810 1566 345 2,485
Total Motorized Vehicles 0 0 0 0 053 346 0 056 011810 1566 345 2,485 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 2.4%
Peak Hour Factor (PHF) 0.89
Pedestrians on Crosswalk 0
0.00 0.90 0.85 0.85
0 000
0.0% 5.3% 4.0% 1.7%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Heavy \le.hld@S
. _J -'--'- L - • .::,JI •L 1,,._, - a '-' .. .-. 1-:11' J'I _ ,. _ r a _ • 7,'.'\::i 1 1 rC"~
' .
_J=,..=L
11 . 11 .. ·1{· - . I • I
7 - ··-1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
PM Peak Hour 4:55 PM 5:55 PM
Peak 15-Minutes 5:40 PM 5:55 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000202
Lights (Classes II & III) 0 0 0 0 082 1409 0 0 81 0 85 0 0 913 262 2,832 Mediums (Classes IV, V & VI) 0 0 0 0 0 5 7 0 0 5 0 5 0 011 740 Articulated (Classes VII - XIII) 00000000010000304
Total 0 0 0 0 087 1416 0 0 87 0 90 0 0 929 269 2,878
Total Motorized Vehicles 0 0 0 0 087 1416 0 0 87 0 90 0 0 927 269 2,876 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 1.5%
Peak Hour Factor (PHF) 0.92
Pedestrians on Crosswalk 0
0.00 0.86 0.88 0.92
0 000
0.0% 0.8% 6.2% 1.8%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Heavy VehlCIIMI. -•ns
_J---,-=L '
-I --~. ·-: I' 7I ~' I
,
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
Noon Peak Hour 11:45 AM 12:45 PM
Peak 15-Minutes 12:05 PM 12:20 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 03/04/2023
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000202
Lights (Classes II & III) 0 0 0 0 245 699 0 070 08000 1081 252 2,229 Mediums (Classes IV, V & VI) 0 0 0 0 0 2 5 0 0 1 0 2 0 0 5 116 Articulated (Classes VII - XIII) 00000000000000101
Total 0 0 0 0 247 704 0 071 08200 1089 253 2,248
Total Motorized Vehicles 0 0 0 0 247 704 0 071 08200 1087 253 2,246 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 0.8%
Peak Hour Factor (PHF) 0.97
Pedestrians on Crosswalk 0
0.0% 0.9% 2.0% 0.5%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
0.00 0.81 0.90 0.97
0 000
Hoavy Vehicles
' '
_J .'. -'· L JI L l,
• - o .:, Iii L I - r 7 ._J . ..... - ,
, _ : ::; s ~ :
7 '!:!!r1
Bkydes on Road Pedestrians
_J- . ·-L
I -I· ·*• · ·I~ I 7 - . •-1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
AM Peak Hour 8:00 AM 9:00 AM
Peak 15-Minutes 8:45 AM 9:00 AM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 0 0 0 0 0398 0 0229 025700 1576 0 2,460 Mediums (Classes IV, V & VI) 0 0 0 0 0 0 8 0 018 0 7 0 029 062 Articulated (Classes VII - XIII) 0 0 0 0 0 0 4 0 0 7 0 3 0 0 1 015 Total 0 0 0 0 0 0410 0 0254 026700 1606 0 2,537
Total Motorized Vehicles 0 0 0 0 0 0410 0 0254 026700 1606 0 2,537 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 3.0%
Peak Hour Factor (PHF) 0.96
Pedestrians on Crosswalk 0
0.00 0.90 0.93 0.90
0 000
0.0% 2.9% 6.7% 1.9%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
-Hour All Vehicles ~ 11'1 U) • i,
~~_J l.~•-L ~ I ~.J I .,. .. "'-• _!,:. .. l j W .. l - ,,ai ul •'It _ ,11 - I r t _ -.i
!JIU! I,., ... I re:• nm:i
7 ···· F •- I I n I 0.. 0 I>
,,.._. TOIII_.,_-.-....,...,._,_
He;)V)' Vehlcles -..,.
_J- , ·-L
11 . 11 .. ·1',· - . I • I 7 ~ 1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
PM Peak Hour 4:00 PM 5:00 PM
Peak 15-Minutes 4:00 PM 4:15 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000010000000001
Lights (Classes II & III) 000010 1494 0 0 316 0 250 0 0 912 0 2,973 Mediums (Classes IV, V & VI) 0 0 0 0 0 013 0 011 0 7 0 016 047 Articulated (Classes VII - XIII) 00000020020100005
Total 000010 1510 0 0 329 0 258 0 0 928 0 3,026
Total Motorized Vehicles 000010 1509 0 0 329 0 258 0 0 928 0 3,025 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 1.7%
Peak Hour Factor (PHF) 0.96
Pedestrians on Crosswalk 3
0.00 0.92 0.88 0.94
3 000
0.0% 1.0% 3.6% 1.7%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
e;cyc1es on Roed Pedest1i11n5
_J~ L '
I I ·1',. •
· .. I' I 7 _, . ·-1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
Noon Peak Hour 12:00 PM 1:00 PM
Peak 15-Minutes 12:15 PM 12:30 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 03/04/2023
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 0 0 0 0 0671 0 0191 025200 1007 0 2,121 Mediums (Classes IV, V & VI) 0 0 0 0 0 0 6 0 0 4 0 1 0 0 7 018 Articulated (Classes VII - XIII) 00000000000100001
Total 0 0 0 0 0 0677 0 0195 025400 1014 0 2,140
Total Motorized Vehicles 0 0 0 0 0 0677 0 0195 025400 1014 0 2,140 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 0.9%
Peak Hour Factor (PHF) 0.96
Pedestrians on Crosswalk 0
0.0% 0.9% 1.3% 0.7%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
0.00 0.90 0.94 0.95
0 000
Peek Hour M l Vehicles Heavy Ve.hicles
. _J .'. -'-L JI LI, , - o .::, II 1.-0 _ , ' -'we-. , - , · - : :::; I ~ : _ ,. 7 <1,1r l Bicycles on Road PacJesU!ans
_J-,, ·-L
> I I . I l ·1{· - . I • I 7 -,. ·-1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
AM Peak Hour 8:00 AM 9:00 AM
Peak 15-Minutes 8:45 AM 9:00 AM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 0 0 11 0 133 434 27 0 148 0 592 0 0 1095 318 2,758 Mediums (Classes IV, V & VI) 0 0 0 0 0 315 1 0 1 0 6 0 030 11 67 Articulated (Classes VII - XIII) 0 0 0 0 0 3 7 0 0 0 0 1 0 0 2 720 Total 0 0 0 11 0 139 456 28 0 149 0 599 0 0 1127 336 2,845 Total Motorized Vehicles 0 0 0 11 0 139 456 28 0 149 0 599 0 0 1127 336 2,845 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 3.1%
Peak Hour Factor (PHF) 0.97
Pedestrians on Crosswalk 1
0.55 0.84 0.83 0.89
1 000
0.0% 4.7% 1.1% 3.4%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Heavy Vehk:1es Bl(:yde$ on Road Plklest.Mns
I •
_J .:i(\,L . .::, ..... - - oil - .. ; =•--c;:: 211 - t ""'II ' c-• - ZJ 7 '
1/ \r 1
_J :::_,..!.=L
> I I -~. · -I : '
I ' I 7 -···-1
' '
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
PM Peak Hour 4:20 PM 5:20 PM
Peak 15-Minutes 5:05 PM 5:20 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000101
Lights (Classes II & III) 0 0 0 8 4439 1310 11 4 137 2 402 0 0 773 357 3,447 Mediums (Classes IV, V & VI) 0 0 0 0 0 116 2 0 2 0 2 0 0 9 436 Articulated (Classes VII - XIII) 00000110000100104
Total 0 0 0 8 4441 1327 13 4 139 2 405 0 0 784 361 3,488 Total Motorized Vehicles 0 0 0 8 4441 1327 13 4 139 2 405 0 0 783 361 3,487 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 1.1%
Peak Hour Factor (PHF) 0.92
Pedestrians on Crosswalk 3
0.69 0.90 0.86 0.84
3 000
0.0% 1.2% 0.9% 1.2%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
He~Vehicle5 PedestMf'8
_J:=:.,..:::L
11 . 11 -- "'1'' -- I ' I 7 -···-1
Project Manager
Start End
Noon Peak Hour 11:45 AM 12:45 PM
Peak 15-Minutes 12:15 PM 12:30 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 03/04/2023
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000202
Lights (Classes II & III) 0 0 0 5 0281 640 10 1102 0552 0 0601 313 2,505 Mediums (Classes IV, V & VI) 0 0 0 0 0 1 7 0 0 1 0 1 0 0 2 719 Articulated (Classes VII - XIII) 00000010000000113
Total 0 0 0 5 0282 648 10 1103 0553 0 0606 321 2,529
Total Motorized Vehicles 0 0 0 5 0282 648 10 1103 0553 0 0604 321 2,527 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 0.9%
Peak Hour Factor (PHF) 0.96
Pedestrians on Crosswalk 0
0.0% 1.0% 0.3% 1.2%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
0.58 0.96 0.92 0.93
0 000
Pel!lkHOur
All Vehk:les Heilvy Vehicles Bicycles on Road Pedestrians !1~ a., Ut 11W lltlJI - _J .•. •·-c- t ~ t .:J.Jll.l,'-J21 ...!,':
·.. lZ' .J w w f_ - - ... "' _ ... _ • r o _ ,,.
11• io ,'l, I r,: o tt._ 7 -·-- r=~ -•- I I
_J- , ·-L
• ~I-·t• · -1I - 7 -,··-1
"" "" lfo1t.'f•a,fy- ~ tn ~
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
AM Peak Hour 7:55 AM 8:55 AM
Peak 15-Minutes 8:20 AM 8:35 AM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00600000001000007
Lights (Classes II & III) 0 227 175 96 0 135 309 134 0 50 239 281 0 80 896 39 2,661 Mediums (Classes IV, V & VI) 0 8 4 3 0 113 2 0 8 6 9 0 128 790 Articulated (Classes VII - XIII) 0 2 2 0 0 0 6 2 0 0 1 0 0 0 9 123 Total 0 237 187 99 0 136 328 138 0 58 247 290 0 81 933 47 2,781 Total Motorized Vehicles 0 237 181 99 0 136 328 138 0 58 246 290 0 81 933 47 2,774 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 4.1%
Peak Hour Factor (PHF) 0.93
Pedestrians on Crosswalk 10
0.75 0.80 0.87 0.91
2 107
3.7% 4.0% 4.0% 4.3%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Peek Hour
_J~ L
: I-·i· -1- • • I
7 -·'·-1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
PM Peak Hour 4:35 PM 5:35 PM
Peak 15-Minutes 5:10 PM 5:25 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 0 0 3 0 0 0 1 0 0 0 6 1 0 1 0 012
Lights (Classes II & III) 0 142 346 123 0 211 1130 119 0 67 271 366 0 81 654 50 3,560 Mediums (Classes IV, V & VI) 0 1 1 0 0 115 5 0 6 1 2 0 014 248 Articulated (Classes VII - XIII) 00000100000100002
Total 0 143 350 123 0 213 1146 124 0 73 278 370 0 82 668 52 3,622 Total Motorized Vehicles 0 143 347 123 0 213 1145 124 0 73 272 369 0 81 668 52 3,610 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 1.4%
Peak Hour Factor (PHF) 0.91
Pedestrians on Crosswalk 12
0.90 0.88 0.72 0.86
5 124
0.3% 1.5% 1.4% 2.0%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Peek Hour
Helil\lY Ve-hides 81C)'cies oo Roao _,.,,,.
_j -•-.'. L J I Lt,
,. - t .::, ~ '-' ■ J .J W- 1 - N
~ - • - I r o - JII 1 , C' D 7'),/J,r,
_j~ L
-
l I - -~. · -: I '
I • I
7 -···-1
' '
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
Noon Peak Hour 12:00 PM 1:00 PM
Peak 15-Minutes 12:45 PM 1:00 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 03/04/2023
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000000000000
Lights (Classes II & III) 0 91 114 80 0 97 436 90 0 47 141 175 4 75 676 26 2,052 Mediums (Classes IV, V & VI) 0 0 0 1 0 0 4 0 0 2 0 0 0 0 5 214 Articulated (Classes VII - XIII) 01000010000000103
Total 0 92 114 81 0 97 441 90 0 49 141 175 4 75 682 28 2,069 Total Motorized Vehicles 0 92 114 81 0 97 441 90 0 49 141 175 4 75 682 28 2,069 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 0.8%
Peak Hour Factor (PHF) 0.91
Pedestrians on Crosswalk 10
0.7% 0.8% 0.5% 1.0%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
0.92 0.92 0.80 0.93
0 0 010
Peek Hour AIIV801cles ~I ,e ut m 10611
- _j ,.i . !. L :'"- I .:,J I .L lt\.. 111 ~ I=
11.W • ...J W ._.. i - ~ 153
ct - ,.., - , r n. - 111,
(1,ffll • • ,, ., 1 ,.t:'~ 111.q 7 -,.,p:=, -• I I I n111 • ._. ., •- ,._ la!-.!T-llll!llmildll....,bnm
Heavy Vehicles
_j -'--'-L .JI l.l,
I - e .:, H \... 1 - ·
I ..J w il9 1: - t,
·-;~ .. ~: -· 7 '! ~E I
Blt-)'cles on Roed Pedestrisns
_j---.-=L
:
• J-·i• · ·II - 7 ~ 1
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
AM Peak Hour 8:00 AM 9:00 AM
Peak 15-Minutes 8:40 AM 8:55 AM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00300000001000004
Lights (Classes II & III) 0 1 5 0 0206 0 3 0 026 212 0 0 0 0453 Mediums (Classes IV, V & VI) 0 0 6 0 0 4 0 0 2 1 4 2 0 1 0 020 Articulated (Classes VII - XIII) 00000100000002003
Total 0 114 0 0211 0 3 2 131 214 0 3 0 0480
Total Motorized Vehicles 0 111 0 0211 0 3 2 130 214 0 3 0 0476 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 4.8%
Peak Hour Factor (PHF) 0.86
Pedestrians on Crosswalk 15
50.0% 2.3% 3.6% 100.0%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
0.53 0.84 0.73 0.63
1 4 010
Het1")'Vehdes Bqttes m, Road Pedestrl8M
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
Noon Peak Hour 11:55 AM 12:55 PM
Peak 15-Minutes 12:25 PM 12:40 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 03/07/2023
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00100000002000003
Lights (Classes II & III) 0 7 34 0 0 515 0 7 0 016 338 0 0 0 2919 Mediums (Classes IV, V & VI) 00400100000200018
Articulated (Classes VII - XIII) 00000000000000000
Total 0 739 0 0516 0 7 0 018 340 0 0 0 3930
Total Motorized Vehicles 0 738 0 0516 0 7 0 016 340 0 0 0 3927 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 0.9%
Peak Hour Factor (PHF) 0.85
Pedestrians on Crosswalk 15
8.9% 0.2% 0.6% 33.3%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
0.68 0.91 0.81 0.42
2 706
Blc)'CKIS on Road Pcclesurans
_.,
_jj ,·.:-,:; L
o 'I - . '.,,-'• nl:ir., .1 ... - • o I .. •- .,;;:,;:,.;,, ,-a • t ,-. c;- a I 7 ~:i.1r 1
_J~ L
>I I -~' · -I' :
I • I 7 -,'·-1 ,., Koll T.-t..,CDUT!aCIMllinMIIII...,,__ San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
PM Peak Hour 4:55 PM 5:55 PM
Peak 15-Minutes 5:40 PM 5:55 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 11/03/2022
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00100000002100004
Lights (Classes II & III) 0 2 50 0 0 551 0 9 3 0 8307 0 0 0 0930 Mediums (Classes IV, V & VI) 01000100001100004
Articulated (Classes VII - XIII) 00000000000100001
Total 0 351 0 0552 0 9 3 011 310 0 0 0 0939
Total Motorized Vehicles 0 350 0 0552 0 9 3 0 9309 0 0 0 0935 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 0.5%
Peak Hour Factor (PHF) 0.93
Pedestrians on Crosswalk 6
0.81 0.96 0.91 0.00
1 302
1.9% 0.2% 0.9% 0.0%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Peak Haur
AIIVe:nlcies ~ m •1t1 D 11.fflil
I I -- __ _j '". L '" 1 .:,JI L Ll.._ 1 o
~~ - W .J W ~ E - a - :_
t - o _ I a- o - •
et,.._ • -i'l "l I rc: a o 7 ----r= - I I I J4 11 ..... t! ilff'I tiba.Ti:MIMllfra:.Mm'lll/lld .,~
B,cyetes on Road PeaesU1ens
San Jose, CA DOT - Turning Movement Counts - 5-Minute Intervals Project
Project Manager
Start End
Noon Peak Hour 11:40 AM 12:40 PM
Peak 15-Minutes 11:50 AM 12:05 PM
Node
Shop
Latitude
Longitude
Orientation (N-S)
Orientation (E-W)
Date 03/04/2023
Peak Rolling Hour Flow Rates
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Bicycles on Road 00000000001000001
Lights (Classes II & III) 0 1 14 0 0 682 0 9 1 012 466 0 0 0 01,185 Mediums (Classes IV, V & VI) 00000100000100002
Articulated (Classes VII - XIII) 00100000000100002
Total 0 115 0 0683 0 9 1 013 468 0 0 0 01,190
Total Motorized Vehicles 0 115 0 0683 0 9 1 012 468 0 0 0 01,189 Heavy Vehicle Percentage
(Mediums & Articulated Trucks) 0.3%
Peak Hour Factor (PHF) 0.94
Pedestrians on Crosswalk 5
0.58 0.89 0.95 0.00
0 500
6.3% 0.1% 0.4% 0.0%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
Peak Hour
All Vehicles
111111 .. 1 .. • 11.-. Heavy Vehk:1es Bicycles on Road P'&Clestmms __ _J .'" -'-L
•f911 - • .:,J I I... IJ'-• - °. O• Ill _, 'Ill t ~ I! - · 1 111 - - · - .ti .-.
" ~ • ,,, , I re• 7 ·-••r=- - I 1 1
_J-,. ·-L
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&ŽƌƚŚĞƚĞŵƉƵƐĞŽĨƉƵďůŝĐƌŝŐŚƚŽĨǁĂLJƚŽƐƵƉƉŽƌƚƉƌŝǀĂƚĞĐŽŶƐƚƌƵĐƚŝŽŶǁŽƌŬ͘dLJƉŝĐĂůĞdžĂŵƉůĞƐŝŶĐůƵĚĞ͗ĨƵůůŽƌƉĂƌƚŝĂůƐƚƌĞĞƚͬƐŝĚĞǁĂůŬĐůŽƐƵƌĞůĂƐƚŝŶŐŵŽƌĞƚŚĂŶŽŶĞĚĂLJ͖ĐŽǀĞƌĞĚƉĞĚĞƐƚƌŝĂŶǁĂůŬǁĂLJƐ͖ƉŽƚŚŽůŝŶŐ͖ƚŝĞͲďĂĐŬƐĨŽƌƌĞƚĂŝŶŝŶŐǁĂůůͬƐŚŽƌŝŶŐ͖ƐĐĂĨĨŽůĚŝŶŐ͕ĨĂĐĂĚĞŝŵƉƌŽǀĞŵĞŶƚƐ͖ĐŽŶƐƚƌƵĐƚŝŽŶŽĨĨĞŶĐĞͬǁĂůůŽƌĚĞďƌŝƐĐŚƵƚĞ͖ĐƌĂŶĞĞƌĞĐƚŝŽŶ͖ǁĂƚĞƌŵŽŶŝƚŽƌŝŶŐĂŶĚĞdžƚƌĂĐƚŝŽŶǁĞůůƐ͖ŵŽŶŝƚŽƌŝŶŐǁĞůů ŝŶƐƚĂůůĂƚŝŽŶŽƌƌĞŵŽǀĂů͖ƵŶĚĞƌŐƌŽƵŶĚƐƚŽƌĂŐĞƚĂŶŬ͖ďŽƌŝŶŐƐĂŶĚŝŶƐƚĂůůĂƚŝŽŶŽĨƉƌŝǀĂƚĞůLJŽǁŶĞĚƚƌĞŶĐŚĞƐĂĐƌŽƐƐƉƵďůŝĐƌŝŐŚƚŽĨǁĂLJͿ͖ƌĞǀŽĐĂďůĞĞŶĐƌŽĂĐŚŵĞŶƚƉĞƌŵŝƚƐĂƌĞĂƉƉƌŽǀĞĚĨŽƌĂϯͲŵŽŶƚŚ͕ϲͲŵŽŶƚŚŽƌϭͲLJĞĂƌƉĞƌŝŽĚ͕ĚĞƉĞŶĚŝŶŐŽŶƚŚĞƉƌŽũĞĐƚƐŝnjĞĂŶĚƚLJƉĞŽĨĐŽŶƐƚƌƵĐƚŝŽŶĂĐƚŝǀŝƚŝĞƐ͖ƚŚĞƌĞǀŽĐĂďůĞĞŶĐƌŽĂĐŚŵĞŶƚƉĞƌŵŝƚƐŚĂůůďĞƚĂŝůŽƌĞĚƚŽƚŚĞƚŝŵĞĨƌĂŵĞŶĞĐĞƐƐĂƌLJƚŽƉĞƌĨŽƌŵƚŚĞƐƉĞĐŝĨŝĐǁŽƌŬĂĐƚŝǀŝƚLJ͘ ŚƚƚƉƐ͗ͬͬǁǁǁ͘ƐĂŶũŽƐĞĐĂ͘ŐŽǀͬŚŽŵĞͬƐŚŽǁƉƵďůŝƐŚĞĚĚŽĐƵŵĞŶƚ͍ ŝ ĚсϯϮϳϳϲ
ŚƚƚƉƐ͗ͬͬǁǁǁ͘ƐĂŶũŽƐĞĐĂ͘ŐŽǀͬŚŽŵĞͬƐŚŽǁƉƵďůŝƐŚĞĚĚŽĐƵŵĞŶ ƚ͍ŝĚсϯϮϳϴϭ ^ĞǁĞƌ>ĂƚĞƌĂůWĞƌŵŝƚ ŽŶƚƌĂĐƚŽƌ KŶůLJƌĞƋƵŝƌĞĚĨŽƌŝŶƐƚĂůůĂƚŝŽŶŽĨƐƚŽƌŵŽƌƐĞǁĞƌůĂƚĞƌĂůǁŝƚŚŶŽŽƚŚĞƌƉƌŽƉŽƐĞĚƉƵďůŝĐŝŵƉƌŽǀĞŵĞŶƚƐ͘ ŚƚƚƉƐ͗ͬͬǁǁǁ͘ƐĂŶũŽƐĞĐĂ͘ŐŽǀͬŚŽŵĞͬƐŚŽǁƉƵďůŝƐŚĞĚĚŽĐƵŵĞŶƚ͍ ŝ ĚсϯϮϳϳϴ
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ŝƚLJŽĨ^ĂŶ:ŽƐĠWĞƌŵŝƚZĞƋƵŝƌĞŵĞŶƚƐ
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City of Santa Clara
Agenda Report
1500 Warburton Avenue
Santa Clara, CA 95050
santaclaraca.gov
@SantaClaraCity
25-1096 Agenda Date: 10/7/2025
REPORT TO COUNCIL
SUBJECT
Note and File the City Auditor’s Office Report on the Audit of the City’s Building Permitting Process ( DEFERRED FROM SEPTEMBER 23, 2025)
BACKGROUND
Per Section 909 of the City Charter, and SCCC Section 2.29.010, the City Auditor’s duties and responsibilities include conducting in-depth financial and performance audits, overseeing the City’s performance management system, auditing and approving all bills, invoices, payrolls, demands or charges against the City government before payment and, with the advice of the City Attorney, making reports to the City Council as to the regularity, legality and correctness of such claims, demands or charges. The City Auditor’s Office conducts its work under the auditing standards prescribed by the Institute of Internal Auditors (IIA). The IIA International Standards for the Professional Practice of Internal Auditing (Standards) requires the City Auditor to present the results of any audits.
DISCUSSION
In 2022, the City Auditor’s Office engaged Baker Tilly US, LLP (Baker Tilly) to conduct an annual citywide risk assessment and prepare an annual audit work plan for the next five years.
As part of the risk assessment, the Auditor’s Office and Baker Tilly rated the building permitting process as high risk based on inherent risks and specific information gathered, including:
· Higher frequencies of customer complaints for slow processing. · Departmental vacancies and turnover due to failed recruitment in a competitive field. · New system implementation.
· Volatile revenue.
· Increased compliance risk associated with changing building code. · Ineffective fee management.
Accordingly, the Auditor’s Office partnered with Baker Tilly to perform an internal audit of the building permitting process. The objectives of this audit were to:
1) Determine whether the internal controls for the building permitting processes are adequately designed and operating effectively to ensure compliance with the City Code and other regulations.
2) Determine whether adequate mechanisms are in place to ensure that the building permitting City of Santa Clara Page 1 of 2 Printed on 10/3/2025
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25-1096 Agenda Date: 10/7/2025
process is efficient and provides timely customer service. 3) Determine whether the internal controls over billing and collections of permitting fees and fines are adequately designed and operating effectively to ensure financial accountability.
Attached is the City Auditor’s Office report containing the analysis, results and recommendations from the audit.
On June 12, 2025, City staff and Baker Tilly, LLC presented the results of the audit to the Audit Committee for input and approval. The results of the audit were presented by the Auditor’s Office, along with Baker Tilly, and the Community Development Department made a presentation of how they are proactively implementing corrective actions to address the issues raised in the report. Staff prepared a memo for the Audit Committee outlining and detailing the progress made to date and the proposed improvements. The Audit Committee engaged in a discussion with staff and in general were in support of the improvements. After discussion, the Audit Committee accepted the City Auditor’s Office Report on the Audit of the City’s Building Permitting Process and recommend that this report be forwarded for note and file to the full Council at a future Joint Council and Authorities Concurrent and Stadium Authority Meeting.
ENVIRONMENTAL REVIEW
The action being considered does not constitute a “project” within the meaning of the California Environment Quality Act (“CEQA”) pursuant to CEQA Guidelines section 15378(a)(4) in that it is a fiscal activity that does not involve any commitment to any specific project which may result in a potential significant impact on the environment.
FISCAL IMPACT
Costs associated with the preparation of this report are included in the City’s FY 2024/25 Adopted Operating Budget.
COORDINATION
This report has been coordinated with the City Manager’s Office and City Attorney’s Office.
PUBLIC CONTACT
Public contact was made by posting the Council agenda on the City’s official-notice bulletin board outside City Hall Council Chambers. A complete agenda packet is available on the City’s website and in the City Clerk’s Office at least 72 hours prior to a Regular Meeting and 24 hours prior to a Special Meeting. A hard copy of any agenda report may be requested by contacting the City Clerk’s Office at (408) 615-2220, email [email protected] or at the public information desk at any City of Santa Clara public library.
RECOMMENDATION
Note and file the City Auditor’s Office Report on the Audit of the City’s Building Permitting Process.
Reviewed and Approved by: David Noce, Audit Manager
ATTACHMENTS
1. City Auditor’s Office - Audit of Building Permitting Process
2. Executive Memo on Baker Tilly Building Permitting Process Audit City of Santa Clara Page 2 of 2 Printed on 10/3/2025
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1 April 16, 2025
City of Santa Clara
City Auditor’s Office
Audit of Building Permitting Process
Contents
Baker Tilly Advisory Group, LP and Baker Tilly US, LLP, trading as Baker Tilly, operate under an alternative practice structure and are members of the global network of Baker Tilly International Ltd., the members of which are separate and independent legal entities. Baker Tilly US, LLP is a licensed CPA firm that provides assurance services to its clients. Baker Tilly Advisory Group, LP and its subsidiary entities provide tax and consulting services to their clients and are not licensed CPA firms.
EXECUTIVE SUMMARY ................................................................................................. 1 INTRODUCTION ............................................................................................................. 2 DETAILED ANALYSIS ................................................................................................... 5 AUDIT RESULTS .......................................................................................................... 12 APPENDIX .................................................................................................................... 19 1 Executive Summary
Purpose of the Audit
Baker Tilly US, LLP (Baker Tilly) provides internal audit services to the City Auditor’s Office (CAO) for the City of Santa Clara (the City) and has conducted an audit of the Building Permitting Process based on the Statement of Work (SOW) No. 2023-02 prepared in accordance with the 2023-2024 audit plan approved by the Audit Committee of the City. The objectives of this audit were to:
1) Determine whether the internal controls for the building permitting processes are adequately designed and operating effectively to ensure compliance with the City Code and other regulations. 2) Determine whether adequate mechanisms are in place to ensure that the building permitting process is efficient and provides timely customer service.
3) Determine whether the internal controls over billing and collections of permitting fees and fines are adequately designed and operating effectively to ensure financial accountability.
Report Highlights
Finding 1: Policies and Procedures (page 12)
Although the Building Division (BD) has some written procedures, they are informal and fragmentary.
Comprehensive policies and procedures (P&P) have not been formally established for the building permitting process, which is essential to guide the BD staff in decision-making and to communicate management’s expectations.
Management should establish and implement comprehensive P&P for the BD's critical processes, including Application Processing, Plan Review, Permitting Fee Billing and Collection, Permit Issuance, and Performance Monitoring.
Finding 2: Timeliness of Permitting Process (page 13)
Baker Tilly’s review of 45 applications revealed that initial plan review, as well as subsequent plan review, was not consistently completed within the target time frames established by City management. Based on our permitting process timeline analysis, the processes before and after plan review can be improved.
Management should proactively monitor the permitting process efficiency by leveraging additional performance metrics throughout the year, maximizing the use of the City’s permitting system reporting function.
Finding 3: Permit Fees (page 15)
Baker Tilly tested permit fee calculations for 45 applications (for which the total job value was $334M and fees totaled over $3M) selected from all applications the City received in FY2022 and FY2023 and noted that building permit fees were not always calculated accurately in accordance with the applicable Municipal Fee Schedules.
Management should implement the following mechanisms to ensure the accuracy of building permit fees charged to applicants: Comprehensive Manuals and Training for Permit Technicians; Adequate Testing of Fee Calculations; Timely Secondary Review of Invoices; and Refresher Training for Permit Technicians.
Finding 4: Performance Monitoring and Process Improvement (page 17) The BD does not have a robust, formal mechanism that utilizes performance metrics for monitoring building permitting processes to track progress, identify areas for improvement, and make informed decisions. The BD also lacks a formal process for receiving, tracking, and responding to customer feedback in a manner that allows for analyses and subsequent improvements to the building permitting process.
The BD management should establish formal mechanisms for periodically monitoring building permitting processes. The BD management should also implement a systematic approach for collecting and analyzing customer feedback.
2 Introduction
Objective
The objectives of this audit were to:
1) Determine whether the internal controls for the building permitting processes are adequately designed and operating effectively to ensure compliance with the City Code and other regulations. 2) Determine whether adequate mechanisms are in place to ensure that the building permitting process is efficient and provides timely customer service.
3) Determine whether the internal controls over billing and collections of permitting fees and fines are adequately designed and operating effectively to ensure financial accountability.
Background
Building Division
The Building Division (BD) is part of the City’s Community Development Department. The BD is responsible for project approval throughout various stages, from permits and design review to construction and use.
Additionally, the BD ensures that buildings and structures comply with the Building Code, prioritizing public health, safety, and well-being in the built environment. The 2023 Permits Issued Report1 available in the City’s website shows that the City issued 690 permits during calendar year 2023.
The BD, led by the Building Official and Assistant Building Official, comprises over fifty full-time positions that provide the following services: Permit Services and Building Services. Permit Services issues building permits after completing a review of building plans submitted by applicants to ensure compliance with local and State laws concerning building construction, use, maintenance, repair, and rehabilitation. Permit Services, while conducting its own review, coordinates the building plan review process across several City departments including but not limited to, Planning, Silicon Valley Power (SVP), Public Works, and Fire. Permit Services consists of various support staff and the following positions:
o One Permit Center Supervisor,
o Two Customer Service Representatives,
o Two Senior Permit Technicians,
o Seven Permit Technicians,
o One Plan Review Manager,
o Five Senior Plans Examiners,
o Four Plans Examiners.
Building Services conducts inspections after a building permit has been issued for building construction, ensuring compliance with the Building Codes and approved plans.
The BD also utilizes consultants to assist with plan reviews and inspection services. Currently, the BD has eight active contracts.
The BD’s objectives related to the permitting process include the following2:
Delivering excellent customer services through efficient plan review and permitting services Streamlining the building permitting process through new technologies and optimal use of the current permitting system
Improving customer satisfaction
Coordinating plan checks for City Stakeholders, Building, Fire Prevention, Planning, Public Works, etc. 1 https://www.santaclaraca.gov/our-city/departments-a-f/community-development/building-division/permits-issued-report 2 Page 383, City of Santa Clara FY 2023/24 and FY 2024/2025 Adopted Operating Budget 3 INTRODUCTION
The BD’s performance measures related to the building permitting process are reported as follows3:
TABLE 1: Building Division Performance Measures Reported in FY 2023/24 and FY 2024/2025 Adopted Operating Budget Performance Measures 2020/21
Actual
2021/22
Actual
2022/23
Target
2022/23
Actual
2023/24
Target
2024/25
Target
Percent of short cycle plan checks
performed within ten business days N/A N/A 50% 93% 90% 90% Percent of regular cycle plan checks
performed within target dates at
4,6,8, and 10 weeks
72% 93% N/A 85% 85% 85%
Overview of the Building Permitting Process
A permit application can be submitted on the
Building Permitting Online Portal or to the Permit
Center in person.
For an application received via online portal, a
Permit Technician bills plan review fees via the
permitting system after receiving a complete
application.
Once plan review fees are paid, a Permit
Technician creates a digital workflow in the
permitting system based on the review type to
facilitate a plan review. To provide quality and
timely service to the applicants, the BD has
established target time frames for plan reviews.
Permits for small scale projects are to be
completed within 10 days. For more extensive
projects, there are four other target time frames
based on size and scope: 2, 4, 6, and 10 weeks.
After initial review, an applicant may be notified
to submit additional information. The plan review
target time frame for the additional information
submitted is half of the original target timeframe for
that particular permit type.
A Permit Technician bills permit fees when a
plan review is completed.
Once permit fees are paid, a building permit is
issued to an applicant.
During the annual risk assessment conducted to prepare the FY 2023/2024 Audit Plan (presented February 3, 2023), Baker Tilly rated the building permitting process as high risk based on inherent risks and specific information gathered, including:
Customer complaints for slow processing
Departmental vacancies and turnover due to failed recruitment in a competitive field New system implementation
Volatile revenue
Increased compliance risk associated with changing building code 3 Page 401, City of Santa Clara FY 2023/24 and FY 2024/2025 Adopted Operating Budget 4 INTRODUCTION
Scope
Our audit covered interviews and document assessments related to the City’s building permitting process for FY 2022 and FY 2023. We focused on Permit Services, which encompasses processes from application receipt to permit issuance, while excluding Building Services consisting of inspections and permit finalization.
Methodology
To achieve the audit objectives, Baker Tilly performed the following procedures. Analyzed the relevant laws, policies, and guidelines related to building permitting issuance including the City of Santa Clara Municipal Code (Title 15, Building and Construction) and California Building Standards Commission in Part 1 of Title 24 of the California Code of Regulations. Gathered information to understand the environment under audit including evaluating P&P, permitting applications and fees, annual budget information, and performance monitoring documentation. Conducted interviews with key process owners and management including the Director of Community Development, the Building Official, the Assistant Building Official, Staff Analysts, Permit Center Supervisor, and the Accounting Division.
Assessed risks and identified controls in place based on process walkthroughs and review of supporting documentation.
Performed testing of key controls for application processing, plan reviews, and permit fee billing and payments.
o Randomly selected 45 applications using a stratified sampling method to ensure all review types were represented in our sample.
o Selection was made from permit applications that were received in FY2022 and FY2023 and for which permits had been issued as of September 11, 2023.
Organizational Strengths
The BD boasts several strengths. Firstly, the City’s website hosts an informative page dedicated to building permits, providing clear guidelines and resources for applicants. Secondly, the recent implementation of a new permitting system has streamlined processes, enhancing efficiency and transparency. Lastly, in general, notes are maintained within the system for each permit application, ensuring accurate tracking and effective communication.
Baker Tilly greatly appreciates the support of the BD and Accounting Division in conducting this audit activity.
Thank you!
5 Detailed Analysis
Risk and Control Matrix
To assess the BD's control environment, Baker Tilly created a Risk and Controls Matrix (RCM). The RCM was used to identify inherrent and potential risks that could affect the achievement of process objectives, and document the BD’s existing controls to mitigate those risks. Additionally, it highlights control design weaknesses (gaps) and opportunities for improvement. This matrix was constructed through documentation, analysis, and stakeholder interviews related to the building permitting process within the scope of the audit. We separated the process into four sub-processes: Application Processing, Plan Review, Permit Fees, and Performance Monitoring. As shown in the table below, we identified six gaps, some of which are repeated under different risks and sub-processes.These gaps are discussed in the Audit Results section of this report.
TABLE 2: Risk and Controls Matrix
Sub-process Potential Risk Potential Risk Description
Gap
#
Control or Gap Description Specific to Santa Clara
Application
Processing
Inconsistent
processing
Applications are processed
inconsistently 1
Comprehensive formal P&P are not established to
guide the staff for consistent, efficient, and effective processing (Gap)
Application
Processing
Inefficient
processing
Permit applications are not
processed in a timely manner
1 • The Building Permitting Online Portal is used for
application submission, communication, billing, and
fee payment (Control)
• A Permit Technician reviews an application and
plans for completeness before proceeding to the
next step (Control)
• Comprehensive formal P&P are not established to
guide the staff for consistent, efficient, and effective processing (Gap)
Application
Processing
Ineffective
processing
• Incomplete and/or unpaid
applications are routed to a
plan review
• Applications are not routed
to all applicable departments
for a plan review
1 • A Permit Technician acts as a gatekeeper of the
entire building permitting process for effective
processing (Control)
• The permitting system is utilized to create a
workflow and keep track of processing (Control)
• Comprehensive formal P&P are not established to
guide the staff for consistent, efficient, and effective processing (Gap)
Plan Review Inefficient review A plan review is not
completed in a timely manner
• Target time frames for a plan review are
established based on review types (Control)
• Plan reviews are conducted by multiple
departments (if applicable) simultaneously (Control)
Plan Review Ineffective review Incomplete applications are approved 1
• Missing information and documents are identified
and communicated to an applicant via the
permitting system (Control)
• Comprehensive formal P&P are not established to
guide the staff for consistent, efficient, and effective processing (Gap)
6 DETAILED ANALYSIS
Sub-process Potential Risk Potential Risk Description
Gap
#
Control or Gap Description Specific to Santa Clara
Plan Review
Approval of
noncompliant
applications
Applications that are
noncompliant with new,
unique, and established
regulatory requirements,
including zoning, building
codes, and environmental
regulations are approved
1 • Plan review is conducted by multiple departments
with specific expertise (Control)
• Comprehensive formal P&P are not established to
guide the staff for consistent, efficient, and effective processing (Gap)
Permit Fees Erroneous fees
Fees erroneously assigned by
a Permit Technician are
invoiced
1 2
• Comprehensive formal P&P are not established to
guide the staff for consistent, efficient, and effective processing (Gap)
• There is no formal mechanism to check the
appropriateness of fees before they are invoiced
(Gap)
Permit Fees Inaccurately
calculated fees
Fees are incorrectly
calculated
The City’s permitting system calculates fees based
on the approved Municipal Fee Schedule in the
system (Control)
Permit Fees Unpaid building
permits
Payments are not received for
building permits issued
A Permit Technician verifies the fee payment status
in the permitting system before routing an
application to a plan review and issuing a building
permit (Control)
Performance
Monitoring
Inefficient
application
processing
The permit application
processing continues to be
inconsistent, inefficient, and
ineffective
3 There is no formal mechanism for periodic
monitoring of performance to identify areas of
improvement (Gap)
Performance
Monitoring
Inaccurate or
incomplete plan
review
Inaccurate or incomplete
applications continue to be
approved
4 There is no formal mechanism for periodic
monitoring of the quality of a plan review (Gap)
Performance
Monitoring
Uncollected
building permit
fees
Building permit fees are not
collected due to bounced
checks and other reasons
5 There is no formal mechanism for the BD
management to identify uncollected fees
periodically (Gap)
Performance
Monitoring
Unsatisfied
customers
Impairs the City’s ability to
consistently deliver excellent
customer service due to its
inability to improve the
building permitting services
based on customer feedback
and complaints
6 All customer complaints and feedback are not
collected and analyzed to improve customer
satisfaction (Gap)
7 DETAILED ANALYSIS
Plan Review Time Frame Data Analysis
Baker Tilly obtained a list of permit applications received by the City in FY2022 and FY2023 (beginning July 1, 2021 thru June 30, 2023) along with associated data, such as application dates, processing status, and status dates, extracted from the City’s permitting system on September 11, 2023.
As the BD established several target time frames to complete a plan review based on review types (see the Overview of the Building Permitting Process section in this report), we filtered the data to identify applications falling into five review types that received permits and then conducted a high-level data analysis to compare the established plan review time frames (the “Plan Review Target” in the following tables) and the actual number of days it took to issue each permit (the “Average Days Until ‘Issued’ Status”). This analysis does not directly compare target and actual time frames for plan reviews, as that was done during sample testing. Instead, its purpose is to gain an understanding of the overall process time frame in relation to the established plan review target time frames as the list does not include detailed information or data, such as a continued plan review for a resubmitted application with additional information, or the dates for billing and payment steps before and after a plan review.
TABLE 3: FY2022 Comparison of Plan Review Target and Permit Issue Time Frames Plan Review
Target (Days)
Number of Permits
with "Issued" Status
Average Number of
Days Until "Issued"
Status
Low
(Days)
Median
(Days)
High
(Days)
Over the Counter 10 3 7 0 5 17
Simple 14 46 122 8 62 539
Regular 28 168 170 13 126 748
Complex 42 299 229 14 196 743
Large New Building 70 14 465 344 449 654
*Includes actual days took for billing and payment steps for plan review fees (before a plan review) and permit fees (after a plan review) in addition to a plan review.
**A value of 0 indicates that the processing was completed on the same day.
TABLE 4: FY2023 Comparison of Plan Review Target and Permit Issue Time Frames Plan Review
Target (Days)
Number of Permits
with "Issued" Status
Average Number of
Days Until "Issued"
Status
Low
(Days)
Median
(Days)
High
(Days)
Over the Counter 10 22 32 0 28 135
Simple 14 245 69 0 54 364
Regular 28 376 131 0 118 412
Complex 42 265 150 7 140 399
Large New Building 70 N/A N/A N/A N/A N/A
*Includes actual days took for billing and payment steps for plan review fees (before a plan review) and permit fees (after a plan review) in addition to a plan review.
**A value of 0 indicates that the processing was completed on the same day.
Benchmarking and Best Practices
An efficient and effective building permitting process benefits local governments by generating revenue, optimizing resources, and improving their reputation. For communities, it leads to faster services, health, and safety. Economically, it creates jobs, stimulates growth, and increases property values. 8 DETAILED ANALYSIS
Benchmarks and best practices are accessible to local governments, allowing them to compare their processes and performance and identify areas for continuous improvement.
Benchmarking
In 2023, the NAIOP Research Foundation4 released an updated tool to compare the approval processes in the building permitting process among different jurisdictions. Using some key metrics under the following three categories, the tool focuses on evaluating approval processes, not a direct benchmark of average approval timelines or costs: transparency, accountability, and consistency. The tool was populated with 100 jurisdictions from 30 U.S. states and the Canadian providence to score and rank the relative strengths and weaknesses of approval processes. The following table is an excerpt from the California city data accompanied with the NAIOP June 2023 research brief titled “Examining development Approvals Across North America: An analysis of Site Plan and Building Permit Review Processes”5.
TABLE 5: NAIOP Research Foundation’s Development Approval Index – California Jurisdictions by Rank City
Transparency
(Points)
Accountability
(Points)
Consistency
(Points)
Weighted
Overall Score*
Rank
(Among 100 jurisdictions)
San Diego, CA 57 38 40 44 29
San Jose, CA 57 21 45 40 36
Santa Clara, CA 52 36 25 36 48
Jurupa Valley, CA 45 21 35 33 59
Carlsbad, CA 47 10 40 31 64
Palo Alto, CA 52 22 25 31 69
Chino, CA 48 10 30 28 74
Colton, CA 7 9 20 13 96
*Assigned weights for ranking are 25% for Transparency, 35% for Accountability, and 40% for Consistency. The maximum score is 120 points.
The research brief states that, as there is no obvious, significant relationship between population or income variables and scores, further study would be needed to determine if other variables such as leadership, governance structure, growth rates, tax revenues, and available human and financial resources are possible explanatory factors.
Best Practices
The NAIOP June 2023 research brief provides a few examples of best practices. Fairfax County (Virginia), ranked #1, offers applicants the option to elect an expedited review or peer/third-party design review for a project, which allows them to continue moving approvals. Examples of other jurisdictions that have implemented expedited processes for building permitting are as follows:
Austin (Texas) ranked #5 - The Expedited Building Plan Review program in Austin accelerates the building plan review and permit process by holding a single review session with a full team of experienced plan reviewers and the applicant’s design team. Salt Lake City (Utah) ranked #20 - Expedited projects in Salt Lake City meet Energy Star Home Energy Rating System (HERS) ratings of 85 or better.
4 https://www.naiop.org/research-foundation/ The initial funding for the NAIOP Research Foundation was underwritten by NAIOP, the Commercial Real Estate Development Association.
5 C. Kat Grimsley, Ph.D., June 2023, https://www.naiop.org/research-and-publications/research-reports/reports/examining-developmentapprovals-across-north-america/ 9 DETAILED ANALYSIS
Seattle (Washington) ranked #25: Seattle also has an expedited process called Priority Green Expedited.
San Diego (California) ranked #29: San Diego has a Sustainable Building Expedite Program.