Cities Index.
Attachment

San Jose City Council
May 23, 2023

Document
Attachment
Meeting
May 23, 2023
Body
San Jose City Council
Pages
207
Original file
78.6 MB
Text extracted from the city's file for reading and search. Open the original on legistar.granicus.com. That file is the official record.

HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim WEMD 7: Coleman Ave & Aviation Ave 03/30/2023
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 3 764 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 1 6 5 5 2
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 C C D C D A A D A
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
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim WEMD 7: Coleman Ave & Aviation Ave 03/30/2023
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 Interim WEMD 8: Coleman Ave & Earthquakes Wy 03/30/2023
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 28 824 815 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 0 0 0 1 0
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. 03/30/2023
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 0 373 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
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Interim WEMD 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 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 0 604 321 282 648 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 5 2
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 03/30/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 1 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 2: Coleman Ave & Brokaw Rd 03/30/2023
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 (veh/h) 300 13 401 57 21 23 319 308 75 24 377 115 Future Volume (veh/h) 300 13 401 57 21 23 319 308 75 24 377 115 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1885 1885 1885 1885 1900 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 345 15 461 66 24 26 367 354 0 28 433 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 0 0 1 1 1 1 0 0 0 1 1 1
Cap, veh/h 372 16 494 142 150 162 396 1973 38 654
Arrive On Green 0.21 0.32 0.32 0.08 0.18 0.18 0.22 0.38 0.00 0.02 0.18 0.00 Sat Flow, veh/h 1810 51 1563 1795 825 894 1810 5358 0 1795 3582 1598 Grp Volume(v), veh/h 345 0 476 66 0 50 367 354 0 28 433 0 Grp Sat Flow(s),veh/h/ln 1810 0 1613 1795 0 1719 1810 1729 0 1795 1791 1598 Q Serve(g_s), s 20.6 0.0 31.4 3.9 0.0 2.7 21.8 5.0 0.0 1.7 12.3 0.0 Cycle Q Clear(g_c), s 20.6 0.0 31.4 3.9 0.0 2.7 21.8 5.0 0.0 1.7 12.3 0.0 Prop In Lane 1.00 0.97 1.00 0.52 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 372 0 510 142 0 312 396 1973 38 654 V/C Ratio(X) 0.93 0.00 0.93 0.47 0.00 0.16 0.93 0.18 0.75 0.66 Avail Cap(c_a), veh/h 376 0 720 173 0 563 418 1973 105 737 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 42.8 0.0 36.5 48.4 0.0 37.9 42.1 22.6 0.0 53.5 41.8 0.0 Incr Delay (d2), s/veh 28.9 0.0 13.1 0.9 0.0 0.1 25.8 0.0 0.0 10.3 1.3 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 12.2 0.0 14.1 1.8 0.0 1.2 12.3 2.0 0.0 0.9 5.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.7 0.0 49.5 49.3 0.0 38.0 67.9 22.7 0.0 63.8 43.0 0.0 LnGrp LOS E A D D A D E C E D
Approach Vol, veh/h 821 116 721 461
Approach Delay, s/veh 58.8 44.4 45.7 44.3
Approach LOS E D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.2 47.7 14.1 40.9 28.9 26.0 28.8 26.2 Change Period (Y+Rc), s 4.9 5.9 5.4 6.2 4.9 5.9 6.2 6.2 Max Green Setting (Gmax), s 6.4 41.6 10.6 49.0 25.4 22.6 22.8 36.0 Max Q Clear Time (g_c+I1), s 3.7 7.0 5.9 33.4 23.8 14.3 22.6 4.7 Green Ext Time (p_c), s 0.0 3.2 0.0 1.2 0.2 2.1 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 50.4
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B WEMD 3: Coleman Ave & Champions Wy 03/30/2023
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 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 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
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B WEMD 13: Coleman Ave & Airport Blvd 03/30/2023
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 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 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.

HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 75N-25B WEMD 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
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 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 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 03/30/2023
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 0 0 0 0 0 0 0 0 0 0 0 0
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 1 2 3 4 5 6 7 8
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.

HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B WEMD 7: Coleman Ave & Aviation Ave 03/30/2023
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 1 6 5 5 2
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 C C D C D A A D A
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
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B WEMD 7: Coleman Ave & Aviation Ave 03/30/2023
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 03/30/2023
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 0 0 0 1 0
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. 03/30/2023
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
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Avg 75N-25B WEMD 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 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 5 2
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 03/30/2023
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 2: Coleman Ave & Brokaw Rd 03/30/2023
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 (veh/h) 300 13 406 57 21 23 324 308 75 24 377 115 Future Volume (veh/h) 300 13 406 57 21 23 324 308 75 24 377 115 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1870 1885 1885 1885 1856 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 345 15 467 66 24 26 372 354 0 28 433 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 0 0 2 1 1 1 3 0 0 1 1 1
Cap, veh/h 368 16 498 140 154 166 397 1986 37 641
Arrive On Green 0.20 0.32 0.32 0.08 0.19 0.19 0.22 0.38 0.00 0.02 0.18 0.00 Sat Flow, veh/h 1810 50 1563 1795 825 894 1767 5358 0 1795 3582 1598 Grp Volume(v), veh/h 345 0 482 66 0 50 372 354 0 28 433 0 Grp Sat Flow(s),veh/h/ln 1810 0 1613 1795 0 1719 1767 1729 0 1795 1791 1598 Q Serve(g_s), s 21.0 0.0 32.5 3.9 0.0 2.7 23.2 5.1 0.0 1.7 12.7 0.0 Cycle Q Clear(g_c), s 21.0 0.0 32.5 3.9 0.0 2.7 23.2 5.1 0.0 1.7 12.7 0.0 Prop In Lane 1.00 0.97 1.00 0.52 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 368 0 514 140 0 320 397 1986 37 641 V/C Ratio(X) 0.94 0.00 0.94 0.47 0.00 0.16 0.94 0.18 0.75 0.68 Avail Cap(c_a), veh/h 368 0 705 170 0 552 400 1986 102 722 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 44.0 0.0 37.1 49.5 0.0 38.3 42.7 22.9 0.0 54.6 43.0 0.0 Incr Delay (d2), s/veh 31.6 0.0 14.4 0.9 0.0 0.1 29.1 0.0 0.0 10.7 1.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.7 0.0 14.8 1.8 0.0 1.2 13.0 2.0 0.0 0.9 5.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.6 0.0 51.5 50.4 0.0 38.3 71.8 22.9 0.0 65.3 44.5 0.0 LnGrp LOS E A D D A D E C E D
Approach Vol, veh/h 827 116 726 461
Approach Delay, s/veh 61.6 45.2 48.0 45.8
Approach LOS E D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.2 48.8 14.1 42.0 30.1 26.0 29.0 27.1 Change Period (Y+Rc), s 4.9 5.9 5.4 6.2 4.9 5.9 6.2 6.2 Max Green Setting (Gmax), s 6.4 41.6 10.6 49.0 25.4 22.6 22.8 36.0 Max Q Clear Time (g_c+I1), s 3.7 7.1 5.9 34.5 25.2 14.7 23.0 4.7 Green Ext Time (p_c), s 0.0 3.2 0.0 1.2 0.0 2.0 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 52.6
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B WEMD 3: Coleman Ave & Champions Wy 03/30/2023
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 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 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
HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B WEMD 13: Coleman Ave & Airport Blvd 03/30/2023
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 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 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.

HCM 6th Signalized Intersection Summary CP2 WP 2023 Peak 75N-25B WEMD 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
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 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 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 03/30/2023
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 0 0 0 0 0 0 0 0 0 0 0 0
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 1 2 3 4 5 6 7 8
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.

HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B WEMD 7: Coleman Ave & Aviation Ave 03/30/2023
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 1 6 5 5 2
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 C C D C D A A D A
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
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B WEMD 7: Coleman Ave & Aviation Ave 03/30/2023
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 03/30/2023
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 0 0 0 1 0
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. 03/30/2023
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
HCM Signalized Intersection Capacity Analysis CP2 WP 2023 Peak 75N-25B WEMD 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 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 5 2
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 03/30/2023
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 03/30/2023
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 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 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
HCM 6th Signalized Intersection Summary CP2 WP 2024 Background WEMD 13: Coleman Ave & Airport Blvd 03/30/2023
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 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1900 1900 1856 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 0 3 1
Cap, veh/h 366 279 2695 241 3205
Arrive On Green 0.11 0.11 0.41 0.00 0.07 0.62
Sat Flow, veh/h 3456 1585 6802 1610 3428 5316
Grp Volume(v), veh/h 75 94 1528 0 79 937
Grp Sat Flow(s),veh/h/ln 1728 1585 1634 1610 1714 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 241 3205
V/C Ratio(X) 0.21 0.34 0.57 0.33 0.29
Avail Cap(c_a), veh/h 3360 1653 2779 388 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 20.4 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.

HCM 6th Signalized Intersection Summary CP2 WP 2024 Background WEMD 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
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 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 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 03/30/2023
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 (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 0 0 0 0 0 0 0 0 0 0 0 0
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 1900 1900 1900 1885 1885 1885 1900 1885 1900 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 0 0 0 1 1 1 0 1 0
Cap, veh/h 219 362 238 84 577 174 1464 50 222 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 1810 3705 0 1795 3534 120 3510 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 1810 1805 0 1795 1791 1864 1755 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 84 577 174 742 772 222 2008 V/C Ratio(X) 0.54 0.35 0.38 0.66 0.27 0.51 0.62 0.62 0.55 0.30 Avail Cap(c_a), veh/h 247 721 650 126 1448 174 742 772 258 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 8.4 0.3 0.0 10.3 3.9 3.8 2.1 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 42.2 26.8 0.0 41.2 20.6 20.4 34.8 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 30.8 22.3 18.8
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
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.

HCM 6th Signalized Intersection Summary CP2 WP 2024 Background WEMD 52: Private Dr/Costco & Brokaw Rd 03/30/2023
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) 4 53 0 168 84 468 0 0 75 683 0 9 Future Volume (veh/h) 4 53 0 168 84 468 0 0 75 683 0 9
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1870 1811 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 4 58 0 182 91 508 0 0 81 741 0 10
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 2 6 0 0 0 0 0 0 0 0 0
Cap, veh/h 95 592 0 495 79 440 0 0 104 785 0 11
Arrive On Green 0.32 0.32 0.00 0.32 0.32 0.32 0.00 0.00 0.06 0.44 0.00 0.44 Sat Flow, veh/h 833 1870 0 1357 249 1388 0 0 1610 1782 0 24 Grp Volume(v), veh/h 4 58 0 182 0 599 0 0 81 751 0 0
Grp Sat Flow(s),veh/h/ln 833 1870 0 1357 0 1637 0 0 1610 1807 0 0 Q Serve(g_s), s 0.0 1.7 0.0 8.3 0.0 24.0 0.0 0.0 3.8 30.2 0.0 0.0 Cycle Q Clear(g_c), s 24.0 1.7 0.0 9.9 0.0 24.0 0.0 0.0 3.8 30.2 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.85 0.00 1.00 0.99 0.01
Lane Grp Cap(c), veh/h 95 592 0 495 0 518 0 0 104 796 0 0 V/C Ratio(X) 0.04 0.10 0.00 0.37 0.00 1.16 0.00 0.00 0.78 0.94 0.00 0.00 Avail Cap(c_a), veh/h 95 592 0 495 0 518 0 0 382 822 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 37.9 18.3 0.0 21.8 0.0 25.9 0.0 0.0 34.9 20.3 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.3 0.0 2.1 0.0 90.1 0.0 0.0 11.7 18.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.8 0.0 2.8 0.0 21.9 0.0 0.0 1.7 15.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.7 18.6 0.0 23.9 0.0 116.0 0.0 0.0 46.6 39.1 0.0 0.0 LnGrp LOS D B A C A F A A D D A A
Approach Vol, veh/h 62 781 81 751
Approach Delay, s/veh 19.9 94.6 46.6 39.1
Approach LOS B F D D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 28.5 37.9 28.5 9.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 24.0 34.5 24.0 18.0
Max Q Clear Time (g_c+I1), s 26.0 32.2 26.0 5.8
Green Ext Time (p_c), s 0.0 1.2 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 64.6
HCM 6th LOS E
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 2: Coleman Ave & Brokaw Rd 03/30/2023
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) 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 5187 1576 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 5187 1576 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% 0% 0%
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 1372 416 v/s Ratio Prot 0.11 0.11 c0.23 c0.03 0.03 0.00 c0.23 0.13 0.02 c0.11 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 0.43 0.21 Uniform Delay, d1 33.3 33.3 16.9 40.3 40.3 39.3 37.1 16.5 45.1 28.4 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
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 7: Coleman Ave & Aviation Ave 03/30/2023
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 3502 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 3502 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% 0% 1% 1% 0% 0% 0%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 1 6 5 5 2
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 81 143 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 2.4 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
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 7: Coleman Ave & Aviation Ave 03/30/2023
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 03/30/2023
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 0 0 0 1 0
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. 03/30/2023
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) 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 0 1 0 0 0 0 0 7 0
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
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Background WEMD 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 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 5360 1652 3502 5124
Flt Permitted 1.00 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1358 3502 2842 5360 1652 3502 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% 0% 1% 0% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 5 2
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 2215 682 471 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 0.80 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 10.9 0.2
Delay (s) 29.9 26.2 22.0 13.0 12.3 36.8 4.9
Level of Service C C C B B D A
Approach Delay (s) 29.9 22.6 12.8 15.0
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay 16.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.52
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 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B WEMD 3: Coleman Ave & Champions Wy 03/30/2023
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 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 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
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B WEMD 13: Coleman Ave & Airport Blvd 03/30/2023
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 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1885 1900 1856 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 0 3 2
Cap, veh/h 366 279 2677 241 3182
Arrive On Green 0.11 0.11 0.41 0.00 0.07 0.62
Sat Flow, veh/h 3456 1585 6749 1610 3428 5274
Grp Volume(v), veh/h 75 94 1543 0 79 952
Grp Sat Flow(s),veh/h/ln 1728 1585 1621 1610 1714 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 241 3182
V/C Ratio(X) 0.21 0.34 0.58 0.33 0.30
Avail Cap(c_a), veh/h 3357 1651 2754 387 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 20.4 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.

HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B WEMD 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
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 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 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 03/30/2023
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 (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 0 0 0 0 0 0 0 0 0 0 0 0
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 1900 1900 1900 1885 1885 1885 1900 1885 1900 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 0 0 0 1 1 1 0 1 0
Cap, veh/h 219 362 238 84 577 174 1464 50 222 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 1810 3705 0 1795 3534 120 3510 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 1810 1805 0 1795 1791 1864 1755 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 84 577 174 742 772 222 2008 V/C Ratio(X) 0.54 0.35 0.38 0.66 0.27 0.51 0.62 0.62 0.55 0.30 Avail Cap(c_a), veh/h 247 721 650 126 1448 174 742 772 258 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 8.4 0.3 0.0 10.3 3.9 3.8 2.1 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 42.2 26.8 0.0 41.2 20.6 20.4 34.8 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 30.8 22.3 18.8
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
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.

HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 75N-25B WEMD 52: Private Dr/Costco & Brokaw Rd 03/30/2023
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) 4 57 0 168 88 468 0 0 75 683 0 9 Future Volume (veh/h) 4 57 0 168 88 468 0 0 75 683 0 9
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1767 1811 1900 1826 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 4 62 0 182 95 508 0 0 81 741 0 10
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 9 6 0 5 0 0 0 0 0 0 0
Cap, veh/h 95 559 0 490 79 420 0 0 104 785 0 11
Arrive On Green 0.32 0.32 0.00 0.32 0.32 0.32 0.00 0.00 0.06 0.44 0.00 0.44 Sat Flow, veh/h 829 1767 0 1352 248 1327 0 0 1610 1782 0 24 Grp Volume(v), veh/h 4 62 0 182 0 603 0 0 81 751 0 0
Grp Sat Flow(s),veh/h/ln 829 1767 0 1352 0 1575 0 0 1610 1807 0 0 Q Serve(g_s), s 0.0 1.9 0.0 8.3 0.0 24.0 0.0 0.0 3.8 30.2 0.0 0.0 Cycle Q Clear(g_c), s 24.0 1.9 0.0 10.2 0.0 24.0 0.0 0.0 3.8 30.2 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.84 0.00 1.00 0.99 0.01
Lane Grp Cap(c), veh/h 95 559 0 490 0 499 0 0 104 796 0 0 V/C Ratio(X) 0.04 0.11 0.00 0.37 0.00 1.21 0.00 0.00 0.78 0.94 0.00 0.00 Avail Cap(c_a), veh/h 95 559 0 490 0 499 0 0 382 822 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 37.9 18.3 0.0 22.0 0.0 25.9 0.0 0.0 34.9 20.3 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.4 0.0 2.2 0.0 111.9 0.0 0.0 11.7 18.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.8 0.0 2.9 0.0 24.1 0.0 0.0 1.7 15.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.7 18.7 0.0 24.1 0.0 137.8 0.0 0.0 46.6 39.1 0.0 0.0 LnGrp LOS D B A C A F A A D D A A
Approach Vol, veh/h 66 785 81 751
Approach Delay, s/veh 20.0 111.4 46.6 39.1
Approach LOS B F D D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 28.5 37.9 28.5 9.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 24.0 34.5 24.0 18.0
Max Q Clear Time (g_c+I1), s 26.0 32.2 26.0 5.8
Green Ext Time (p_c), s 0.0 1.2 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 72.4
HCM 6th LOS E
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 2: Coleman Ave & Brokaw Rd 03/30/2023
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) 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 5187 1576 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 5187 1576 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% 0% 0%
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 1369 415 v/s Ratio Prot 0.11 0.11 c0.23 c0.03 0.03 0.00 c0.24 0.13 0.02 c0.11 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 0.21 Uniform Delay, d1 33.1 33.1 16.9 40.5 40.5 39.5 37.2 16.6 45.2 28.5 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
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 7: Coleman Ave & Aviation Ave 03/30/2023
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 3502 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 3502 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% 0% 1% 1% 0% 0% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 1 6 5 5 2
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 81 143 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 2.4 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
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 7: Coleman Ave & Aviation Ave 03/30/2023
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 03/30/2023
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 0 0 0 1 0
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. 03/30/2023
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) 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 0 1 0 0 0 0 0 6 0
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
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 75N-25B WEMD 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 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 5360 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 5360 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% 0% 1% 4% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 5 2
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 2215 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 0.53
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 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B WEMD 3: Coleman Ave & Champions Wy 03/30/2023
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 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 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
HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B WEMD 13: Coleman Ave & Airport Blvd 03/30/2023
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 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1856 1900 1856 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 0 3 4
Cap, veh/h 366 279 2639 241 3133
Arrive On Green 0.11 0.11 0.41 0.00 0.07 0.62
Sat Flow, veh/h 3456 1585 6643 1610 3428 5191
Grp Volume(v), veh/h 75 94 1564 0 79 973
Grp Sat Flow(s),veh/h/ln 1728 1585 1596 1610 1714 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 241 3133
V/C Ratio(X) 0.21 0.34 0.59 0.33 0.31
Avail Cap(c_a), veh/h 3352 1649 2707 387 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.

HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B WEMD 14: Coleman Ave & I-880 SB Off Ramp 03/30/2023
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 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 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 03/30/2023
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 (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 0 0 0 0 0 0 0 0 0 0 0 0
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 1900 1900 1900 1885 1885 1885 1900 1885 1900 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 0 0 0 1 1 1 0 1 0
Cap, veh/h 219 362 238 84 577 174 1464 50 222 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 1810 3705 0 1795 3534 120 3510 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 1810 1805 0 1795 1791 1864 1755 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 84 577 174 742 772 222 2008 V/C Ratio(X) 0.54 0.35 0.38 0.66 0.27 0.51 0.62 0.62 0.55 0.30 Avail Cap(c_a), veh/h 247 721 650 126 1448 174 742 772 258 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 8.4 0.3 0.0 10.3 3.9 3.8 2.1 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 42.2 26.8 0.0 41.2 20.6 20.4 34.8 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 30.8 22.3 18.8
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
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.

HCM 6th Signalized Intersection Summary CP2 WP 2024 Peak 75N-25B WEMD 52: Private Dr/Costco & Brokaw Rd 03/30/2023
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) 4 62 0 168 93 468 0 0 75 683 0 9 Future Volume (veh/h) 4 62 0 168 93 468 0 0 75 683 0 9
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1663 1811 1900 1752 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 4 67 0 182 101 508 0 0 81 741 0 10 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 16 6 0 10 0 0 0 0 0 0 0
Cap, veh/h 95 526 0 483 79 400 0 0 104 785 0 11
Arrive On Green 0.32 0.32 0.00 0.32 0.32 0.32 0.00 0.00 0.06 0.44 0.00 0.44 Sat Flow, veh/h 825 1663 0 1347 251 1262 0 0 1610 1782 0 24 Grp Volume(v), veh/h 4 67 0 182 0 609 0 0 81 751 0 0
Grp Sat Flow(s),veh/h/ln 825 1663 0 1347 0 1513 0 0 1610 1807 0 0 Q Serve(g_s), s 0.0 2.2 0.0 8.4 0.0 24.0 0.0 0.0 3.8 30.2 0.0 0.0 Cycle Q Clear(g_c), s 24.0 2.2 0.0 10.6 0.0 24.0 0.0 0.0 3.8 30.2 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.83 0.00 1.00 0.99 0.01
Lane Grp Cap(c), veh/h 95 526 0 483 0 479 0 0 104 796 0 0 V/C Ratio(X) 0.04 0.13 0.00 0.38 0.00 1.27 0.00 0.00 0.78 0.94 0.00 0.00 Avail Cap(c_a), veh/h 95 526 0 483 0 479 0 0 382 822 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 37.9 18.4 0.0 22.2 0.0 25.9 0.0 0.0 34.9 20.3 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.5 0.0 2.2 0.0 137.8 0.0 0.0 11.7 18.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.9 0.0 2.9 0.0 26.6 0.0 0.0 1.7 15.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.7 18.9 0.0 24.5 0.0 163.7 0.0 0.0 46.6 39.1 0.0 0.0 LnGrp LOS D B A C A F A A D D A A
Approach Vol, veh/h 71 791 81 751
Approach Delay, s/veh 20.1 131.7 46.6 39.1
Approach LOS C F D D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 28.5 37.9 28.5 9.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 24.0 34.5 24.0 18.0
Max Q Clear Time (g_c+I1), s 26.0 32.2 26.0 5.8
Green Ext Time (p_c), s 0.0 1.2 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 81.9
HCM 6th LOS F
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 2: Coleman Ave & Brokaw Rd 03/30/2023
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) 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 5187 1576 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 5187 1576 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% 0% 0%
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 1364 414 v/s Ratio Prot 0.11 0.11 c0.24 c0.03 0.03 0.00 c0.25 0.13 0.02 c0.11 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 0.21 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
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 7: Coleman Ave & Aviation Ave 03/30/2023
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 3502 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 3502 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% 0% 1% 1% 0% 0% 1%
Turn Type Prot NA custom custom NA Prot NA Perm Prot Prot NA Protected Phases 3 8 4 1 6 5 5 2
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 81 143 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 2.4 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
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 7: Coleman Ave & Aviation Ave 03/30/2023
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 03/30/2023
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 0 0 0 1 0
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. 03/30/2023
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) 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 0 1 0 0 0 0 0 6 0
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
HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Peak 75N-25B WEMD 15: Coleman Ave & McKendrie St/I-880 NB Ramps 03/30/2023 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 5360 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 5360 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% 0% 1% 9% 1% 1%
Parking (#/hr) 3
Turn Type Perm Prot Prot NA Perm Prot NA
Protected Phases 4 7 6 5 2
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 2196 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 Unsignalized Intersection Capacity Analysis CP2 WP 2023 Avg 10B WEMD 52: Brokaw Rd & Costco 04/05/2023
Weekend Mid-Day Synchro 11 Report
KIE Page 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 1 17 14 468 683 9
Future Volume (Veh/h) 1 17 14 468 683 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 18 15 498 727 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 518 40 20
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 518 40 20
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) 1023 971 1059
Direction, Lane # EB 1 WB 1 WB 2 SB 1
Volume Total 19 15 498 737
Volume Left 1 0 0 727
Volume Right 0 0 498 10
cSH 1023 1700 1700 972
Volume to Capacity 0.00 0.01 0.29 0.76
Queue Length 95th (ft) 0 0 0 187
Control Delay (s) 0.5 0.0 0.0 19.3
Lane LOS A C
Approach Delay (s) 0.5 0.0 19.3
Approach LOS C
Intersection Summary
Average Delay 11.2
Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15
HCM 6th Signalized Intersection Summary CP2 WP 2024 Avg 10B WEMD 52: Private Dr/Costco & Brokaw Rd 04/05/2023
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 (veh/h) 4 55 0 168 86 468 0 0 75 683 0 9 Future Volume (veh/h) 4 55 0 168 86 468 0 0 75 683 0 9
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1811 1811 1900 1870 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 4 60 0 182 93 508 0 0 81 741 0 10
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 6 6 0 2 0 0 0 0 0 0 0
Cap, veh/h 95 573 0 492 79 431 0 0 104 785 0 11
Arrive On Green 0.32 0.32 0.00 0.32 0.32 0.32 0.00 0.00 0.06 0.44 0.00 0.44 Sat Flow, veh/h 831 1811 0 1355 249 1363 0 0 1610 1782 0 24 Grp Volume(v), veh/h 4 60 0 182 0 601 0 0 81 751 0 0
Grp Sat Flow(s),veh/h/ln 831 1811 0 1355 0 1612 0 0 1610 1807 0 0 Q Serve(g_s), s 0.0 1.8 0.0 8.3 0.0 24.0 0.0 0.0 3.8 30.2 0.0 0.0 Cycle Q Clear(g_c), s 24.0 1.8 0.0 10.1 0.0 24.0 0.0 0.0 3.8 30.2 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.85 0.00 1.00 0.99 0.01
Lane Grp Cap(c), veh/h 95 573 0 492 0 510 0 0 104 796 0 0 V/C Ratio(X) 0.04 0.10 0.00 0.37 0.00 1.18 0.00 0.00 0.78 0.94 0.00 0.00 Avail Cap(c_a), veh/h 95 573 0 492 0 510 0 0 382 822 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 37.9 18.3 0.0 21.9 0.0 25.9 0.0 0.0 34.9 20.3 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.4 0.0 2.1 0.0 98.8 0.0 0.0 11.7 18.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.8 0.0 2.9 0.0 22.8 0.0 0.0 1.7 15.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.7 18.7 0.0 24.0 0.0 124.7 0.0 0.0 46.6 39.1 0.0 0.0 LnGrp LOS D B A C A F A A D D A A
Approach Vol, veh/h 64 783 81 751
Approach Delay, s/veh 19.9 101.3 46.6 39.1
Approach LOS B F D D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 28.5 37.9 28.5 9.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 24.0 34.5 24.0 18.0
Max Q Clear Time (g_c+I1), s 26.0 32.2 26.0 5.8
Green Ext Time (p_c), s 0.0 1.2 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 67.7
HCM 6th LOS E
HCM 6th Signalized Intersection Summary CP2 WP 2023 Avg 10B WEMD 2: Coleman Ave & Brokaw Rd 04/06/2023
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 (veh/h) 300 13 399 57 21 23 317 308 75 24 377 115 Future Volume (veh/h) 300 13 399 57 21 23 317 308 75 24 377 115 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1885 1885 1885 1885 1885 1900 1900 1885 1885 1885 Adj Flow Rate, veh/h 345 15 459 66 24 26 364 354 0 28 433 0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 0 0 1 1 1 1 1 0 0 1 1 1
Cap, veh/h 373 16 492 142 149 161 393 1975 38 656
Arrive On Green 0.21 0.31 0.31 0.08 0.18 0.18 0.22 0.38 0.00 0.02 0.18 0.00 Sat Flow, veh/h 1810 51 1562 1795 825 894 1795 5358 0 1795 3582 1598 Grp Volume(v), veh/h 345 0 474 66 0 50 364 354 0 28 433 0 Grp Sat Flow(s),veh/h/ln 1810 0 1613 1795 0 1719 1795 1729 0 1795 1791 1598 Q Serve(g_s), s 20.5 0.0 31.2 3.9 0.0 2.7 21.8 5.0 0.0 1.7 12.3 0.0 Cycle Q Clear(g_c), s 20.5 0.0 31.2 3.9 0.0 2.7 21.8 5.0 0.0 1.7 12.3 0.0 Prop In Lane 1.00 0.97 1.00 0.52 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 373 0 508 142 0 311 393 1975 38 656 V/C Ratio(X) 0.93 0.00 0.93 0.47 0.00 0.16 0.93 0.18 0.74 0.66 Avail Cap(c_a), veh/h 376 0 721 174 0 565 416 1975 105 739 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 42.7 0.0 36.4 48.3 0.0 37.9 42.0 22.5 0.0 53.4 41.6 0.0 Incr Delay (d2), s/veh 28.7 0.0 12.8 0.9 0.0 0.1 25.8 0.0 0.0 10.3 1.3 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 12.1 0.0 14.0 1.8 0.0 1.2 12.2 2.0 0.0 0.9 5.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.4 0.0 49.2 49.1 0.0 38.0 67.7 22.6 0.0 63.7 42.9 0.0 LnGrp LOS E A D D A D E C E D
Approach Vol, veh/h 819 116 718 461
Approach Delay, s/veh 58.6 44.3 45.5 44.1
Approach LOS E D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.2 47.6 14.1 40.7 28.9 26.0 28.8 26.0 Change Period (Y+Rc), s 4.9 5.9 5.4 6.2 4.9 5.9 6.2 6.2 Max Green Setting (Gmax), s 6.4 41.6 10.6 49.0 25.4 22.6 22.8 36.0 Max Q Clear Time (g_c+I1), s 3.7 7.0 5.9 33.2 23.8 14.3 22.5 4.7 Green Ext Time (p_c), s 0.0 3.2 0.0 1.2 0.2 2.1 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 50.2
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM Signalized Intersection Capacity Analysis CP2 WP 2024 Avg 10B WEMD 2: Coleman Ave & Brokaw Rd 04/06/2023
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 13 381 57 21 23 360 487 75 24 508 287 Future Volume (vph) 318 13 381 57 21 23 360 487 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 5187 1576 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 5187 1576 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 15 447 67 25 27 422 571 88 28 596 336 RTOR Reduction (vph) 0 0 76 0 0 25 0 15 0 0 0 247
Lane Group Flow (vph) 194 194 371 46 46 2 422 644 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% 0% 0%
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 1369 415 v/s Ratio Prot 0.11 0.11 c0.23 c0.03 0.03 0.00 c0.24 0.13 0.02 c0.11 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 0.21 Uniform Delay, d1 33.1 33.1 16.8 40.5 40.5 39.5 37.2 16.6 45.2 28.5 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 0.0 105.7 0.0 35.2 0.1 0.1 Delay (s) 34.1 34.0 17.0 41.0 41.0 39.5 142.9 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 65.9 29.5
Approach LOS C D E C
Intersection Summary
HCM 2000 Control Delay 41.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 93.2 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
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
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 1 10 7 0 0 33 3 0 0 0 0 0 10 40 6 110 Articulated (Classes VII - XIII) 0 2 1 56 0 1 5 0 0 0 0 0 0 0 0 0 10 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 2 0 6
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
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 0 22 0 0 0 0 2 0 2 27 4 63 Articulated (Classes VII - XIII) 0 0 0 1 0 0 6 0 0 0 0 0 0 0 3 3 13 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 4 1 6

1.3% 4.8% 2.0% 4.4%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
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 1 10 1 0 1 0 1 0 2 13 1 30 Articulated (Classes VII - XIII) 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 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 4 2 3

0.0% 1.0% 1.0% 2.1%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
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) 0 2 1 0 0 0 1 1 0 0 0 0 0 0 1 0 6 Articulated (Classes VII - XIII) 0 0 0 0 0 1 0 0 0 0 0 1 0 1 0 0 3 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 3 1 0

0.4% 0.6% 1.0% 0.3%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights (Classes II & III) 0 0 0 0 0 0 419 2 0 0 0 0 2 0 1285 0 1,708 Mediums (Classes IV, V & VI) 0 0 0 0 0 0 20 4 0 0 0 0 0 0 37 0 61 Articulated (Classes VII - XIII) 0 0 0 0 0 0 5 0 0 0 0 0 0 0 3 0 8 Total 0 0 0 0 0 0 444 6 0 0 0 0 2 0 1325 0 1,777
Total Motorized Vehicles 0 0 0 0 0 0 444 6 0 0 0 0 2 0 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 0 0 0

0.0% 6.4% 0.0% 3.0%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights (Classes II & III) 0 0 1 0 1 0 1896 6 0 0 0 0 7 1 737 0 2,649 Mediums (Classes IV, V & VI) 0 0 0 0 0 0 16 0 0 0 0 0 0 1 19 0 36 Articulated (Classes VII - XIII) 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 0 3 Total 0 0 1 0 1 0 1913 6 0 0 0 0 7 2 758 0 2,688
Total Motorized Vehicles 0 0 1 0 1 0 1913 6 0 0 0 0 7 2 758 0 2,688 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 0 5 0

0.0% 0.9% 0.0% 2.9%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights (Classes II & III) 0 4 0 0 0 0 863 4 0 0 0 0 1 1 819 0 1,692 Mediums (Classes IV, V & VI) 0 0 0 0 0 0 3 0 0 0 0 0 0 0 4 0 7 Articulated (Classes VII - XIII) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 Total 0 4 0 0 0 0 866 4 0 0 0 0 1 1 824 0 1,700
Total Motorized Vehicles 0 4 0 0 0 0 866 4 0 0 0 0 1 1 824 0 1,700 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 0 0 0

0.0% 0.3% 0.0% 0.6%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
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 1 18 0 0 1 0 0 0 0 30 1 55 Articulated (Classes VII - XIII) 0 0 0 0 0 0 3 0 0 0 0 0 0 0 3 0 6 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 0 0 0
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 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1
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 0 15 0 0 1 0 0 0 0 16 0 33 Articulated (Classes VII - XIII) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 0 1 3

3.4% 0.8% 2.0% 2.3%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights (Classes II & III) 0 1 0 2 29 4 864 1 0 13 0 7 0 3 760 24 1,708 Mediums (Classes IV, V & VI) 0 0 0 0 0 0 2 0 0 1 0 0 0 0 3 1 7 Articulated (Classes VII - XIII) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 Total 0 1 0 2 29 4 866 1 0 14 0 7 0 3 764 25 1,716
Total Motorized Vehicles 0 1 0 2 29 4 866 1 0 14 0 7 0 3 764 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 0 0 0

0.0% 0.2% 4.8% 0.6%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights (Classes II & III) 0 6 0 24 0 0 391 4 0 0 0 0 12 39 1446 0 1,922 Mediums (Classes IV, V & VI) 0 0 0 1 0 0 27 0 0 0 0 0 0 2 44 0 74 Articulated (Classes VII - XIII) 0 0 0 0 0 0 3 0 0 0 0 0 0 0 3 0 6 Total 0 6 0 25 0 0 421 4 0 0 0 0 12 41 1493 0 2,002
Total Motorized Vehicles 0 6 0 25 0 0 421 4 0 0 0 0 12 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 0 0 0

3.2% 7.1% 0.0% 3.2%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 0 3
Lights (Classes II & III) 0 10 0 84 0 0 1838 5 0 0 0 0 7 18 683 0 2,645 Mediums (Classes IV, V & VI) 0 0 0 1 0 0 20 0 0 0 0 0 1 1 14 0 37 Articulated (Classes VII - XIII) 0 0 0 0 0 0 1 0 0 0 0 0 0 1 3 0 5 Total 0 10 0 85 0 0 1860 5 0 0 0 0 8 20 702 0 2,690
Total Motorized Vehicles 0 10 0 85 0 0 1859 5 0 0 0 0 8 20 700 0 2,687 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 0 0 0

1.1% 1.1% 0.0% 2.7%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights (Classes II & III) 0 5 0 22 0 0 812 17 0 0 0 0 9 28 818 1 1,712 Mediums (Classes IV, V & VI) 0 0 0 0 0 0 3 0 0 0 0 0 1 0 5 0 9 Articulated (Classes VII - XIII) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 Total 0 5 0 22 0 0 815 17 0 0 0 0 10 28 824 1 1,722
Total Motorized Vehicles 0 5 0 22 0 0 815 17 0 0 0 0 10 28 824 1 1,722 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 0 0 0
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights (Classes II & III) 0 74 0 154 0 0 354 62 0 1 1 0 2 214 1412 3 2,277 Mediums (Classes IV, V & VI) 0 2 0 5 0 0 17 4 0 0 0 0 0 5 30 0 63 Articulated (Classes VII - XIII) 0 0 0 1 0 0 2 0 0 0 0 0 0 2 3 0 8 Total 0 76 0 160 0 0 373 66 0 1 1 0 2 221 1445 3 2,348
Total Motorized Vehicles 0 76 0 160 0 0 373 66 0 1 1 0 2 221 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 1 0 0

3.4% 5.2% 0.0% 2.4%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights (Classes II & III) 0 93 0 340 6 0 758 136 0 1 0 0 6 379 809 1 2,529 Mediums (Classes IV, V & VI) 0 3 0 3 0 0 27 2 0 0 0 0 0 1 30 1 67 Articulated (Classes VII - XIII) 0 1 0 3 0 0 5 1 0 0 0 0 0 2 6 0 18 Total 0 97 0 346 6 0 790 139 0 1 0 0 6 382 845 2 2,614
Total Motorized Vehicles 0 97 0 346 6 0 790 139 0 1 0 0 6 382 845 2 2,614 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 5 0 0

2.3% 3.7% 0.0% 3.2%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
Lights (Classes II & III) 0 60 0 347 0 0 1841 143 0 1 0 0 5 325 652 0 3,374 Mediums (Classes IV, V & VI) 0 1 0 3 3 0 10 1 0 1 0 0 0 0 14 1 34 Articulated (Classes VII - XIII) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 4 Total 0 61 0 350 3 0 1851 144 0 2 0 0 5 325 671 1 3,413 Total Motorized Vehicles 0 61 0 350 3 0 1851 144 0 2 0 0 5 325 670 1 3,412 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 0 0 0

1.0% 0.7% 50.0% 1.9%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2
Lights (Classes II & III) 0 94 0 370 1 0 768 100 0 0 0 1 1 409 773 1 2,518 Mediums (Classes IV, V & VI) 0 0 0 3 0 0 6 0 0 0 0 0 0 1 4 0 14 Articulated (Classes VII - XIII) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 Total 0 94 0 373 1 0 774 100 0 0 0 1 1 410 781 1 2,536
Total Motorized Vehicles 0 94 0 373 1 0 774 100 0 0 0 1 1 410 779 1 2,534 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 2 2 0
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights (Classes II & III) 0 0 0 0 0 47 331 0 0 55 0 112 1 0 1534 345 2,425 Mediums (Classes IV, V & VI) 0 0 0 0 0 6 12 0 0 1 0 6 0 0 28 0 53 Articulated (Classes VII - XIII) 0 0 0 0 0 0 3 0 0 0 0 0 0 0 4 0 7 Total 0 0 0 0 0 53 346 0 0 56 0 118 1 0 1566 345 2,485
Total Motorized Vehicles 0 0 0 0 0 53 346 0 0 56 0 118 1 0 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 0 0 0

0.0% 5.3% 4.0% 1.7%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2
Lights (Classes II & III) 0 0 0 0 0 82 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 0 11 7 40 Articulated (Classes VII - XIII) 0 0 0 0 0 0 0 0 0 1 0 0 0 0 3 0 4 Total 0 0 0 0 0 87 1416 0 0 87 0 90 0 0 929 269 2,878
Total Motorized Vehicles 0 0 0 0 0 87 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 0 0 0

0.0% 0.8% 6.2% 1.8%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2
Lights (Classes II & III) 0 0 0 0 2 45 699 0 0 70 0 80 0 0 1081 252 2,229 Mediums (Classes IV, V & VI) 0 0 0 0 0 2 5 0 0 1 0 2 0 0 5 1 16 Articulated (Classes VII - XIII) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 Total 0 0 0 0 2 47 704 0 0 71 0 82 0 0 1089 253 2,248
Total Motorized Vehicles 0 0 0 0 2 47 704 0 0 71 0 82 0 0 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 0 0 0
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights (Classes II & III) 0 0 0 0 0 0 398 0 0 229 0 257 0 0 1576 0 2,460 Mediums (Classes IV, V & VI) 0 0 0 0 0 0 8 0 0 18 0 7 0 0 29 0 62 Articulated (Classes VII - XIII) 0 0 0 0 0 0 4 0 0 7 0 3 0 0 1 0 15 Total 0 0 0 0 0 0 410 0 0 254 0 267 0 0 1606 0 2,537
Total Motorized Vehicles 0 0 0 0 0 0 410 0 0 254 0 267 0 0 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 0 0 0

0.0% 2.9% 6.7% 1.9%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1
Lights (Classes II & III) 0 0 0 0 1 0 1494 0 0 316 0 250 0 0 912 0 2,973 Mediums (Classes IV, V & VI) 0 0 0 0 0 0 13 0 0 11 0 7 0 0 16 0 47 Articulated (Classes VII - XIII) 0 0 0 0 0 0 2 0 0 2 0 1 0 0 0 0 5 Total 0 0 0 0 1 0 1510 0 0 329 0 258 0 0 928 0 3,026
Total Motorized Vehicles 0 0 0 0 1 0 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 0 0 0

0.0% 1.0% 3.6% 1.7%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights (Classes II & III) 0 0 0 0 0 0 671 0 0 191 0 252 0 0 1007 0 2,121 Mediums (Classes IV, V & VI) 0 0 0 0 0 0 6 0 0 4 0 1 0 0 7 0 18 Articulated (Classes VII - XIII) 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 Total 0 0 0 0 0 0 677 0 0 195 0 254 0 0 1014 0 2,140
Total Motorized Vehicles 0 0 0 0 0 0 677 0 0 195 0 254 0 0 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 0 0 0
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
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 3 15 1 0 1 0 6 0 0 30 11 67 Articulated (Classes VII - XIII) 0 0 0 0 0 3 7 0 0 0 0 1 0 0 2 7 20 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 0 0 0

0.0% 4.7% 1.1% 3.4%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
Lights (Classes II & III) 0 0 0 8 4 439 1310 11 4 137 2 402 0 0 773 357 3,447 Mediums (Classes IV, V & VI) 0 0 0 0 0 1 16 2 0 2 0 2 0 0 9 4 36 Articulated (Classes VII - XIII) 0 0 0 0 0 1 1 0 0 0 0 1 0 0 1 0 4 Total 0 0 0 8 4 441 1327 13 4 139 2 405 0 0 784 361 3,488 Total Motorized Vehicles 0 0 0 8 4 441 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 0 0 0

0.0% 1.2% 0.9% 1.2%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2
Lights (Classes II & III) 0 0 0 5 0 281 640 10 1 102 0 552 0 0 601 313 2,505 Mediums (Classes IV, V & VI) 0 0 0 0 0 1 7 0 0 1 0 1 0 0 2 7 19 Articulated (Classes VII - XIII) 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 1 3 Total 0 0 0 5 0 282 648 10 1 103 0 553 0 0 606 321 2,529 Total Motorized Vehicles 0 0 0 5 0 282 648 10 1 103 0 553 0 0 604 321 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 0 0 0
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 0 0 6 0 0 0 0 0 0 0 1 0 0 0 0 0 7
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 1 13 2 0 8 6 9 0 1 28 7 90 Articulated (Classes VII - XIII) 0 2 2 0 0 0 6 2 0 0 1 0 0 0 9 1 23 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 1 0 7

3.7% 4.0% 4.0% 4.3%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 12
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 1 15 5 0 6 1 2 0 0 14 2 48 Articulated (Classes VII - XIII) 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 2 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 1 2 4

0.3% 1.5% 1.4% 2.0%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
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 2 14 Articulated (Classes VII - XIII) 0 1 0 0 0 0 1 0 0 0 0 0 0 0 1 0 3 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 0 10
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 0 0 3 0 0 0 0 0 0 0 1 0 0 0 0 0 4
Lights (Classes II & III) 0 1 5 0 0 206 0 3 0 0 26 212 0 0 0 0 453 Mediums (Classes IV, V & VI) 0 0 6 0 0 4 0 0 2 1 4 2 0 1 0 0 20 Articulated (Classes VII - XIII) 0 0 0 0 0 1 0 0 0 0 0 0 0 2 0 0 3 Total 0 1 14 0 0 211 0 3 2 1 31 214 0 3 0 0 480
Total Motorized Vehicles 0 1 11 0 0 211 0 3 2 1 30 214 0 3 0 0 476 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 0 10
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 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0 3
Lights (Classes II & III) 0 7 34 0 0 515 0 7 0 0 16 338 0 0 0 2 919 Mediums (Classes IV, V & VI) 0 0 4 0 0 1 0 0 0 0 0 2 0 0 0 1 8 Articulated (Classes VII - XIII) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 7 39 0 0 516 0 7 0 0 18 340 0 0 0 3 930
Total Motorized Vehicles 0 7 38 0 0 516 0 7 0 0 16 340 0 0 0 3 927 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 7 0 6
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 0 0 1 0 0 0 0 0 0 0 2 1 0 0 0 0 4
Lights (Classes II & III) 0 2 50 0 0 551 0 9 3 0 8 307 0 0 0 0 930 Mediums (Classes IV, V & VI) 0 1 0 0 0 1 0 0 0 0 1 1 0 0 0 0 4 Articulated (Classes VII - XIII) 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 Total 0 3 51 0 0 552 0 9 3 0 11 310 0 0 0 0 939
Total Motorized Vehicles 0 3 50 0 0 552 0 9 3 0 9 309 0 0 0 0 935 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 3 0 2

1.9% 0.2% 0.9% 0.0%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
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 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1
Lights (Classes II & III) 0 1 14 0 0 682 0 9 1 0 12 466 0 0 0 0 1,185 Mediums (Classes IV, V & VI) 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 2 Articulated (Classes VII - XIII) 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 2 Total 0 1 15 0 0 683 0 9 1 0 13 468 0 0 0 0 1,190
Total Motorized Vehicles 0 1 15 0 0 683 0 9 1 0 12 468 0 0 0 0 1,189 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 5 0 0

6.3% 0.1% 0.4% 0.0%
Vehicle Type
(per FHWA Classification)
Northbound Eastbound Southbound Westbound
CTMP for West Portal Early Works Revision Number: 02 Date: 04/10/2023

Page 38 ends

APPENDIX E

CITY PERMIT REQUIREMENTS
Issuing Agency Name of Permit Responsible Party Notes Link to Permit Instructions Link to Permit Application Public Street Improvement Permit Contractor Construction of public improvements, such as construction of sidewalks, curb & gutter, curb ramps, driveways, storm/sanitary sewer, streetlights, traffic signals, roadways, medians, crosswalks, etc. https://www.sanjoseca.gov/ho
me/showpublisheddocument?i
d=32905
https://www.sanjoseca.gov/h
ome/showpublisheddocumen
t?id=32907
Private Utility (Joint Trench) Permit Utility Owner For utility companies that allow private contractors to construct the trench and install the facilities with the utility company inspecting and accepting the work.
https://www.sanjoseca.gov/ho
me/showpublisheddocument?i
d=32774
https://www.sanjoseca.gov/h
ome/showpublisheddocumen
t?id=32781
Revocable Encroachment Permit Contractor
For the temp use of public right of way to support private construction work. Typical examples include: full or partial street/sidewalk closure lasting more than one day; covered pedestrian walkways; potholing; tie-backs for retaining wall/shoring; scaffolding, facade improvements; construction of fence/wall or debris chute; crane erection; water monitoring and extraction wells; monitoring well installation or removal; underground storage tank; borings and installation of privately owned trenches across public right of way); revocable encroachment permits are approved for a 3-month, 6-month or 1-year period, depending on the project size and type of construction activities; the revocable encroachment permit shall be tailored to the time frame necessary to perform the specific work activity. https://www.sanjoseca.gov/ho
me/showpublisheddocument?i
d=32776
https://www.sanjoseca.gov/h
ome/showpublisheddocumen
t?id=32781
Sewer Lateral Permit Contractor Only required for installation of storm or sewer lateral with no other proposed public improvements. https://www.sanjoseca.gov/ho
me/showpublisheddocument?i
d=32778
https://www.sanjoseca.gov/h
ome/showpublisheddocumen
t?id=32781
Major:
https://www.sanjoseca.gov/h
ome/showpublisheddocumen
t?id=33157
Minor:
https://www.sanjoseca.gov/h
ome/showpublisheddocumen
t?id=33159
Grading and Drainage Permit Contractor
https://www.sanjoseca.gov/ho
me/showpublisheddocument?i
d=32811
https://www.sanjoseca.gov/h
ome/showpublisheddocumen
t?id=32809
Transportation Permit Contractor Required for extra legal load (weight, width and/or height) vehicles. Contact : (408) 975-3278 https://www.sanjoseca.gov/y
ourgovernment/departments/tra
nsportation/permits
Haul Route Permit Contractor Required for any haul route for the transportation of more than 10,000 CY; see CSJ Downtown Construction Guidelines for process for notification, application and information necessary.

Contact : (408) 975-3278 https://www.sanjoseca.gov/h
ome/showpublisheddocumen
t?id=40711
Tow Away Permit Contractor Required for removal of metered and non-metered parking spaces. Contact : (408) 535-3850 https://www.sanjoseca.gov/h ome/showpublisheddocumen
t?id=61796
Downtown Lane Closure Permit Contractor Applicable for any lane closure prior to approval of a revocable encroachment permit. Contact : (408) 975-3278 https://www.sanjoseca.gov/h ome/showpublisheddocumen
t?id=40713
Bike Share Relocation Contractor Coordination with private owner-operator (currently Lyft) and City for relocation of a bike share docking station due to closure of sidewalk or roadway that will impede user or operator access.

Zipcar Parking Relocation Contractor
The location of the on-street parking spaces is subject to change on a temporary or permanent basis at the sole reasonable direction of the Director of DOT upon no less than seven (7) days prior written notice to Zipcar for temporary relocations and fifteen (15) days prior written notice for permanent relocations.

City of San Jose - Department of
Planning, Building & Code
Enforcement
Building Demolition Permit Contractor
Industrial Wastewater Discharge Permit Contractor Required for discharge into the sanitary sewer.

Polychlorinated Biphenyls (PCBs) Screening
Assessment
Contractor Required to be submitted with demolition permit application.

City of San Jose - Environmental
Services Department
City of San José Permit Requirements
City of San José - Department of
Public Works
City of San José - Department of
Transportation
https://www.sanjoseca.gov/ho
me/showpublisheddocument?i
d=33139
Utility Permit Utility Owner Permit is applicable when the utility company serves as both the applicant and the permittee performing the work.

Page 1 of 1 ends

Issuing Agency Name of Permit Responsible Party Notes Link to Permit Application Encroachment Permit Contractor Regulates all construction in public rights-of-way https://www.santaclaraca.g ov/home/showpublisheddocument?id=70700
Special Transportation Permit Contractor Allows wide loads to be transported on City streets. https://www.santaclaraca.g ov/home/showpublisheddocument?id=70427
Street License Encroachment Permit Utility Owner Allows private underground facilities to be installed and maintained in public easements or rights-of-way. https://www.santaclaraca.g ov/home/showpublisheddocument?id=13749
Open Trench Permit Contractor Included in Encroachment PermitStreet Closure Permit Contractor Included in the Traffic Control Plans required for the Encroachment PermitNew Water Service Contractor Included in the Encroachment Permit and subject to a specific fee through the Water and Sewer Utilities DepartmentNew Sewer Service Contractor Included in the Encroachment Permit and subject to a specific fee through the Water and Sewer Utilities DepartmentWaste Management Plan Contractor This is associated with a state mandate to recycle 65% of construction and demolition debris.Polychlorinated Biphenyls (PCBs) Assessment Contractor Required for demolition of older structures.

City of Santa Clara - Community Development Department - Building Division City of Santa Clara Permit Requirements
City of Santa Clara - Public Works Department

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