Agenda packet — Daly City City Council, July 22, 2024 (part 3 of 4)

HCM 6th Signalized Intersection Summary Timing Plan: AM Peak 16: Serramonte Blvd. & I-280 NB Ramps 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 311 1434 363 2 0 0
Future Volume (veh/h) 311 1434 363 2 0 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870
Adj Flow Rate, veh/h 375 1728 448 2
Peak Hour Factor 0.83 0.83 0.81 0.81
Percent Heavy Veh, % 2 2 2 2
Cap, veh/h 637 2987 1803 8
Arrive On Green 0.18 0.84 0.50 0.50
Sat Flow, veh/h 3456 3647 3722 16
Grp Volume(v), veh/h 375 1728 219 231
Grp Sat Flow(s),veh/h/ln1728 1777 1777 1867
Q Serve(g_s), s 2.8 4.3 2.0 2.0
Cycle Q Clear(g_c), s 2.8 4.3 2.0 2.0
Prop In Lane 1.00 0.01
Lane Grp Cap(c), veh/h 637 2987 883 928
V/C Ratio(X) 0.59 0.58 0.25 0.25
Avail Cap(c_a), veh/h 1285 4468 1290 1356
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 10.5 0.7 4.1 4.1
Incr Delay (d2), s/veh 0.9 0.2 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.8 0.1 0.3 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.4 0.9 4.2 4.2
LnGrp LOS B A A A
Approach Vol, veh/h 2103 450
Approach Delay, s/veh 2.8 4.2
Approach LOS A A
Timer - Assigned Phs 4 7 8
Phs Duration (G+Y+Rc), s 28.2 9.7 18.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 35.5 10.5 20.5
Max Q Clear Time (g_c+I1), s 6.3 4.8 4.0
Green Ext Time (p_c), s 17.5 0.7 2.4
Intersection Summary
HCM 6th Ctrl Delay 3.0
HCM 6th LOS A

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HCM 6th Signalized Intersection Summary Timing Plan: AM Peak 17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 17
HCM 6th Edition methodology does not support more than 4 approaches.

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HCM Signalized Intersection Capacity Analysis Timing Plan: AM Peak 17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 1
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 345 801 284 229 214 385 102 60 464 421 280 118 Future Volume (vph) 345 801 284 229 214 385 102 60 464 421 280 118 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 0.91 0.97 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.92 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 3433 3539 1583 1770 3121 1441 3433 3539 1583 1770 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 3433 3539 1583 1770 3121 1441 3433 3539 1583 1770 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 Adj. Flow (vph) 375 871 309 249 233 418 111 65 504 458 304 128 RTOR Reduction (vph) 0 0 217 0 0 124 0 0 0 0 172 0
Lane Group Flow (vph) 375 871 92 249 496 142 0 0 569 458 132 128 Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Protected Phases 7 4 3 8 5 5 2 1
Permitted Phases 4 8 2
Actuated Green, G (s) 5.0 17.8 17.8 5.0 17.8 17.8 5.5 14.3 14.3 5.0 Effective Green, g (s) 5.0 17.8 17.8 5.0 17.8 17.8 5.5 14.3 14.3 5.0 Actuated g/C Ratio 0.08 0.30 0.30 0.08 0.30 0.30 0.09 0.24 0.24 0.08 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 285 1048 468 147 924 426 314 842 376 147 v/s Ratio Prot 0.11 c0.25 c0.14 0.16 c0.17 c0.13 0.07
v/s Ratio Perm 0.06 0.10 0.08
v/c Ratio 1.32 0.83 0.20 1.69 0.54 0.33 1.81 0.54 0.35 0.87 Uniform Delay, d1 27.6 19.7 15.8 27.6 17.7 16.5 27.3 20.0 19.0 27.2 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 164.8 5.7 0.2 339.7 0.6 0.5 377.8 0.7 0.6 39.1 Delay (s) 192.3 25.5 16.0 367.3 18.3 17.0 405.1 20.8 19.6 66.3 Level of Service F C B F B B F C B E
Approach Delay (s) 63.8 103.9 184.8
Approach LOS E F F
Intersection Summary
HCM 2000 Control Delay 102.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.97
Actuated Cycle Length (s) 60.1 Sum of lost time (s) 18.0 Intersection Capacity Utilization 75.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group

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HCM Signalized Intersection Capacity Analysis Timing Plan: AM Peak 17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 2
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 280 96 133
Future Volume (vph) 280 96 133
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.5 4.5
Lane Util. Factor 0.95 1.00
Frt 0.96 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3404 1583
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3404 1583
Peak-hour factor, PHF 0.92 0.92 0.92
Adj. Flow (vph) 304 104 145
RTOR Reduction (vph) 0 0 112
Lane Group Flow (vph) 408 0 33
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 13.8 13.8
Effective Green, g (s) 13.8 13.8
Actuated g/C Ratio 0.23 0.23
Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 781 363
v/s Ratio Prot 0.12
v/s Ratio Perm 0.02
v/c Ratio 0.52 0.09
Uniform Delay, d1 20.3 18.2
Progression Factor 1.00 1.00
Incremental Delay, d2 0.6 0.1
Delay (s) 20.9 18.3
Level of Service C B
Approach Delay (s) 28.9
Approach LOS C
Intersection Summary

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HCM 6th TWSC
1: Gellert Blvd. & Serravista Ave. 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 1
Intersection
Int Delay, s/veh 4.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 8 209 483 22 216 734
Future Vol, veh/h 8 209 483 22 216 734
Conflicting Peds, #/hr 5 00660
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - 100 0 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 80 80 93 93 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 10 261 519 24 235 798
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1798 525 0 0 549 0
Stage 1 525 -----
Stage 2 1273 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 88 552 - - 1021 -
Stage 1 593 -----
Stage 2 263 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 67 549 - - 1015 -
Mov Cap-2 Maneuver 67 -----
Stage 1 589 -----
Stage 2 201 -----
Approach WB NB SB
HCM Control Delay, s 19.3 0 2.2

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 67 549 1015 -
HCM Lane V/C Ratio - - 0.149 0.476 0.231 -
HCM Control Delay (s) - - 67.9 17.4 9.6 -
HCM Lane LOS - - F C A -
HCM 95th %tile Q(veh) - - 0.5 2.5 0.9 -

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HCM 6th TWSC
2: Marbly Ave. & Serravista Ave. 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 2
Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 150 0 2 213 9 0
Future Vol, veh/h 150 0 2 213 9 0
Conflicting Peds, #/hr 0 11045
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 79 79 75 75
Heavy Vehicles, % 2 22222
Mvmt Flow 167 0 3 270 12 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 168 0 448 173
Stage 1 - - - - 168 -
Stage 2 - - - - 280 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1410 - 568 871
Stage 1 - - - - 862 -
Stage 2 - - - - 767 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1409 - 563 866
Mov Cap-2 Maneuver - - - - 563 -
Stage 1 - - - - 861 -
Stage 2 - - - - 762 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 11.5

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 563 - - 1409 -
HCM Lane V/C Ratio 0.021 - - 0.002 -
HCM Control Delay (s) 11.5 - - 7.6 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

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HCM 6th TWSC
3: Serravista Ave. & Victoria St./Serra Ln. 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 3
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 1 17 0 0 5 7 59 1 11 77 23
Future Vol, veh/h 1 1 17 0 0 5 7 59 1 11 77 23
Conflicting Peds, #/hr 0 01100502205
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 80 80 80 50 50 50 84 84 84 89 89 89
Heavy Vehicles, % 2 22222222222
Mvmt Flow 1 1 21 0 0 10 8 70 1 12 87 26
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 221 218 106 225 231 73 118 0 0 73 0 0 Stage 1 129 129 - 89 89 -------
Stage 2 92 89 - 136 142 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 735 680 948 730 669 989 1470 - - 1527 - - Stage 1 875 789 - 918 821 -------
Stage 2 915 821 - 867 779 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 717 666 943 703 655 987 1463 - - 1524 - - Mov Cap-2 Maneuver 717 666 - 703 655 -------
Stage 1 865 779 - 911 814 -------
Stage 2 900 814 - 839 769 -------
Approach EB WB NB SB
HCM Control Delay, s 9.1 8.7 0.8 0.7

HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1463 - - 908 987 1524 - -
HCM Lane V/C Ratio 0.006 - - 0.026 0.01 0.008 - -
HCM Control Delay (s) 7.5 0 - 9.1 8.7 7.4 0 -
HCM Lane LOS A A - AAAA -
HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - -

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HCM 6th TWSC
4: Serravista Ave. & Driveway 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 4
Intersection
Int Delay, s/veh 5.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 70 92 68 0 22 157
Future Vol, veh/h 70 92 68 0 22 157
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 76 100 74 0 24 171
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 74 0 - 0 326 74
Stage 1 - - - - 74 -
Stage 2 - - - - 252 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1526 - - - 668 988
Stage 1 - - - - 949 -
Stage 2 - - - - 790 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1526 - - - 633 988
Mov Cap-2 Maneuver - - - - 633 -
Stage 1 - - - - 899 -
Stage 2 - - - - 790 -
Approach EB WB SB
HCM Control Delay, s 3.2 0 9.9

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1526 - - - 924
HCM Lane V/C Ratio 0.05 - - - 0.211
HCM Control Delay (s) 7.5 0 - - 9.9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.2 - - - 0.8

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HCM 6th Signalized Intersection Summary
5: Junipero Serra Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 294 824 174 136 537 649 139 352 98 284 434 227 Future Volume (veh/h) 294 824 174 136 537 649 139 352 98 284 434 227 Initial Q (Qb), veh 000000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 303 849 0 145 571 0 153 387 0 312 477 0 Peak Hour Factor 0.97 0.97 0.97 0.94 0.94 0.94 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 227 1598 299 691 422 1454 466 1454
Arrive On Green 0.43 0.43 0.00 0.43 0.43 0.00 0.41 0.41 0.00 0.41 0.41 0.00 Sat Flow, veh/h 841 3741 0 394 1617 1585 917 3647 0 995 3554 1585 Grp Volume(v), veh/h 303 849 0 145 571 0 153 387 0 312 477 0 Grp Sat Flow(s),veh/h/ln 841 1870 0 394 1617 1585 917 1777 0 995 1777 1585 Q Serve(g_s), s 6.3 9.2 0.0 11.7 17.2 0.0 7.5 4.0 0.0 16.6 5.0 0.0 Cycle Q Clear(g_c), s 23.5 9.2 0.0 21.0 17.2 0.0 12.6 4.0 0.0 20.6 5.0 0.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 227 1598 299 691 422 1454 466 1454 V/C Ratio(X) 1.33 0.53 0.48 0.83 0.36 0.27 0.67 0.33
Avail Cap(c_a), veh/h 227 1598 299 691 422 1454 466 1454 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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.2 11.7 0.0 19.4 13.9 0.0 15.4 10.8 0.0 17.6 11.1 0.0 Incr Delay (d2), s/veh 176.8 0.3 0.0 1.2 8.2 0.0 0.5 0.1 0.0 3.7 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.9 3.2 0.0 1.6 6.5 0.0 1.4 1.3 0.0 3.6 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 202.9 12.0 0.0 20.7 22.1 0.0 15.9 10.9 0.0 21.3 11.2 0.0 LnGrp LOS F B C C B B C B
Approach Vol, veh/h 1152 716 540 789
Approach Delay, s/veh 62.2 21.8 12.3 15.2
Approach LOS E C B B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 27.0 28.0 27.0 28.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.5 23.5 22.5 23.5
Max Q Clear Time (g_c+I1), s 14.6 25.5 22.6 23.0
Green Ext Time (p_c), s 2.0 0.0 0.0 0.3
Intersection Summary
HCM 6th Ctrl Delay 33.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary
6: I-280 NB Ramps & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 182 837 299 209 762 53 801 90 422 60 90 100 Future Volume (veh/h) 182 837 299 209 762 53 801 90 422 60 90 100 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 198 910 0 218 794 51 941 0 144 66 99 6 Peak Hour Factor 0.92 0.92 0.92 0.96 0.96 0.96 0.92 0.92 0.92 0.91 0.91 0.91 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 228 1054 247 1040 67 1054 0 469 80 120 171
Arrive On Green 0.13 0.30 0.00 0.14 0.31 0.31 0.30 0.00 0.30 0.11 0.11 0.11 Sat Flow, veh/h 1781 3647 0 1781 3389 218 3563 0 1585 733 1100 1563 Grp Volume(v), veh/h 198 910 0 218 416 429 941 0 144 165 0 6 Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1830 1781 0 1585 1834 0 1563 Q Serve(g_s), s 12.3 27.2 0.0 13.5 23.8 23.8 28.4 0.0 7.9 9.9 0.0 0.4 Cycle Q Clear(g_c), s 12.3 27.2 0.0 13.5 23.8 23.8 28.4 0.0 7.9 9.9 0.0 0.4 Prop In Lane 1.00 0.00 1.00 0.12 1.00 1.00 0.40 1.00
Lane Grp Cap(c), veh/h 228 1054 247 545 562 1054 0 469 200 0 171 V/C Ratio(X) 0.87 0.86 0.88 0.76 0.76 0.89 0.00 0.31 0.82 0.00 0.04 Avail Cap(c_a), veh/h 274 1217 263 597 615 1230 0 547 295 0 252 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 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.1 37.4 0.0 47.5 35.3 35.3 37.9 0.0 30.7 49.0 0.0 44.8 Incr Delay (d2), s/veh 21.6 6.0 0.0 26.9 5.3 5.2 7.7 0.0 0.4 11.4 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.7 12.4 0.0 7.8 10.9 11.2 12.9 0.0 3.0 5.2 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.7 43.4 0.0 74.5 40.6 40.4 45.6 0.0 31.0 60.4 0.0 44.9 LnGrp LOS E D E D D D A C E A D
Approach Vol, veh/h 1108 1063 1085 171
Approach Delay, s/veh 48.1 47.5 43.7 59.9
Approach LOS D D D E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 37.8 20.1 37.8 16.8 18.9 39.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 38.8 16.6 38.5 18.1 17.3 37.8 Max Q Clear Time (g_c+I1), s 30.4 15.5 29.2 11.9 14.3 25.8 Green Ext Time (p_c), s 2.9 0.1 4.1 0.4 0.2 4.1
Intersection Summary
HCM 6th Ctrl Delay 47.1
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary
7: I-280 SB Ramps & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 731 677 361 1352 0 0 0 0 552 5 443 Future Volume (veh/h) 0 731 677 361 1352 0 0 0 0 552 5 443 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 850 0 376 1408 0 761 0 326
Peak Hour Factor 0.86 0.86 0.86 0.96 0.96 0.96 0.91 0.91 0.91 Percent Heavy Veh, % 0 22220 222
Cap, veh/h 0 1177 500 1981 0 997 0 444
Arrive On Green 0.00 0.33 0.00 0.14 0.56 0.00 0.28 0.00 0.28 Sat Flow, veh/h 0 3741 0 3456 3647 0 3563 0 1585
Grp Volume(v), veh/h 0 850 0 376 1408 0 761 0 326
Grp Sat Flow(s),veh/h/ln 0 1777 0 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 11.6 0.0 5.8 16.1 0.0 10.8 0.0 10.3 Cycle Q Clear(g_c), s 0.0 11.6 0.0 5.8 16.1 0.0 10.8 0.0 10.3 Prop In Lane 0.00 0.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1177 500 1981 0 997 0 444
V/C Ratio(X) 0.00 0.72 0.75 0.71 0.00 0.76 0.00 0.73
Avail Cap(c_a), veh/h 0 1703 594 2603 0 1321 0 588
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 16.3 0.0 22.7 9.0 0.0 18.2 0.0 18.1 Incr Delay (d2), s/veh 0.0 0.9 0.0 4.4 0.6 0.0 1.9 0.0 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 4.1 0.0 2.4 4.5 0.0 3.9 0.0 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.1 0.0 27.1 9.6 0.0 20.2 0.0 21.4 LnGrp LOS A B C A A C A C
Approach Vol, veh/h 850 1784 1087
Approach Delay, s/veh 17.1 13.3 20.5
Approach LOS B B C
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 12.5 22.8 20.0 35.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 26.5 20.5 40.5
Max Q Clear Time (g_c+I1), s 7.8 13.6 12.8 18.1
Green Ext Time (p_c), s 0.3 4.7 2.7 11.2
Intersection Summary
HCM 6th Ctrl Delay 16.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Page 313 of 567 ends

HCM 6th TWSC
8: Driveway & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 8
Intersection
Int Delay, s/veh 5.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1245 0 104 1665 0 269
Future Vol, veh/h 1245 0 104 1665 0 269
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 1311 0 109 1753 0 283
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 656
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 408
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 408
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s 0 31.6

HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 408 - -
HCM Lane V/C Ratio 0.694 - -
HCM Control Delay (s) 31.6 - -
HCM Lane LOS D - -
HCM 95th %tile Q(veh) 5.1 - -

Page 314 of 567 ends

HCM 6th Signalized Intersection Summary
9: Gellert Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 119 391 57 567 422 675 145 296 304 553 327 196 Future Volume (veh/h) 119 391 57 567 422 675 145 296 304 553 327 196 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 151 495 20 623 464 343 159 325 66 614 363 29 Peak Hour Factor 0.79 0.79 0.79 0.91 0.91 0.91 0.91 0.91 0.91 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 179 672 290 709 1043 459 269 565 231 802 421 349 Arrive On Green 0.10 0.19 0.19 0.21 0.29 0.29 0.15 0.15 0.15 0.23 0.23 0.23 Sat Flow, veh/h 1781 3554 1535 3456 3554 1566 1781 3741 1532 3563 1870 1549 Grp Volume(v), veh/h 151 495 20 623 464 343 159 325 66 614 363 29 Grp Sat Flow(s),veh/h/ln 1781 1777 1535 1728 1777 1566 1781 1870 1532 1781 1870 1549 Q Serve(g_s), s 6.5 10.3 0.8 13.7 8.3 15.5 6.5 6.3 3.0 12.6 14.6 1.2 Cycle Q Clear(g_c), s 6.5 10.3 0.8 13.7 8.3 15.5 6.5 6.3 3.0 12.6 14.6 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 179 672 290 709 1043 459 269 565 231 802 421 349 V/C Ratio(X) 0.84 0.74 0.07 0.88 0.44 0.75 0.59 0.58 0.29 0.77 0.86 0.08 Avail Cap(c_a), veh/h 179 816 352 749 1228 541 420 883 361 841 441 366 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.6 29.9 26.1 30.2 22.5 25.1 31.0 30.9 29.5 28.4 29.2 24.0 Incr Delay (d2), s/veh 28.5 2.8 0.1 11.2 0.3 4.7 2.1 0.9 0.7 4.1 15.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 4.4 0.3 6.5 3.3 6.0 2.9 2.8 1.1 5.6 8.1 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.2 32.8 26.2 41.5 22.8 29.8 33.1 31.9 30.2 32.5 44.6 24.1 LnGrp LOS E CCDCCCCCCDC
Approach Vol, veh/h 666 1430 550 1006
Approach Delay, s/veh 39.5 32.6 32.0 36.6
Approach LOS DCCD
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 16.3 20.6 19.3 22.2 12.4 27.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 17.0 18.0 18.5 7.9 27.1 Max Q Clear Time (g_c+I1), s 8.5 15.7 12.3 16.6 8.5 17.5 Green Ext Time (p_c), s 2.0 0.4 1.6 1.0 0.0 3.0
Intersection Summary
HCM 6th Ctrl Delay 34.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Page 315 of 567 ends

HCM 6th Signalized Intersection Summary
10: Callan Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 455 100 68 593 129 52 182 34 41 207 192 Future Volume (veh/h) 144 455 100 68 593 129 52 182 34 41 207 192 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 164 517 114 75 652 142 61 214 40 44 220 204 Peak Hour Factor 0.88 0.88 0.88 0.91 0.91 0.91 0.85 0.85 0.85 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 205 934 205 103 770 167 93 447 84 76 250 232 Arrive On Green 0.12 0.32 0.32 0.06 0.27 0.27 0.05 0.29 0.29 0.04 0.28 0.28 Sat Flow, veh/h 1781 2892 634 1781 2896 630 1781 1528 286 1781 885 820 Grp Volume(v), veh/h 164 317 314 75 400 394 61 0 254 44 0 424 Grp Sat Flow(s),veh/h/ln1781 1777 1749 1781 1777 1749 1781 0 1813 1781 0 1705 Q Serve(g_s), s 5.7 9.3 9.4 2.6 13.5 13.5 2.1 0.0 7.3 1.5 0.0 15.0 Cycle Q Clear(g_c), s 5.7 9.3 9.4 2.6 13.5 13.5 2.1 0.0 7.3 1.5 0.0 15.0 Prop In Lane 1.00 0.36 1.00 0.36 1.00 0.16 1.00 0.48
Lane Grp Cap(c), veh/h 205 574 565 103 472 465 93 0 530 76 0 483 V/C Ratio(X) 0.80 0.55 0.56 0.73 0.85 0.85 0.66 0.00 0.48 0.58 0.00 0.88 Avail Cap(c_a), veh/h 239 574 565 202 505 497 141 0 584 143 0 552 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.3 17.7 17.7 29.4 22.0 22.0 29.5 0.0 18.4 29.8 0.0 21.7 Incr Delay (d2), s/veh 15.3 1.1 1.2 9.4 12.0 12.4 7.7 0.0 0.7 6.9 0.0 13.7 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/ln3.1 3.6 3.6 1.3 6.6 6.6 1.1 0.0 2.9 0.8 0.0 7.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.6 18.8 18.9 38.7 34.1 34.4 37.2 0.0 19.1 36.6 0.0 35.4 LnGrp LOS D B B DCCDABDAD
Approach Vol, veh/h 795 869 315 468
Approach Delay, s/veh 23.8 34.6 22.6 35.5
Approach LOS CCCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.2 23.0 8.2 25.0 7.8 22.4 11.8 21.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.1 20.4 7.2 19.3 5.0 20.5 8.5 18.0 Max Q Clear Time (g_c+I1), s3.5 9.3 4.6 11.4 4.1 17.0 7.7 15.5 Green Ext Time (p_c), s 0.0 1.1 0.0 2.3 0.0 0.9 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 29.7
HCM 6th LOS C

Page 316 of 567 ends

HCM 6th Signalized Intersection Summary
11: Hickey Blvd. & Campus Dr. 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 11
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 86 150 60 542 706 135
Future Volume (veh/h) 86 150 60 542 706 135
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99
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 1870 1870 1870
Adj Flow Rate, veh/h 109 190 65 583 776 148
Peak Hour Factor 0.79 0.79 0.93 0.93 0.91 0.91
Percent Heavy Veh, % 2 22222
Cap, veh/h 140 245 114 1923 1085 207
Arrive On Green 0.23 0.23 0.06 0.54 0.37 0.37
Sat Flow, veh/h 598 1042 1781 3647 3065 567
Grp Volume(v), veh/h 300 0 65 583 464 460
Grp Sat Flow(s),veh/h/ln1645 0 1781 1777 1777 1761
Q Serve(g_s), s 6.9 0.0 1.4 3.6 9.0 9.0
Cycle Q Clear(g_c), s 6.9 0.0 1.4 3.6 9.0 9.0
Prop In Lane 0.36 0.63 1.00 0.32
Lane Grp Cap(c), veh/h 387 0 114 1923 649 643
V/C Ratio(X) 0.78 0.00 0.57 0.30 0.72 0.72
Avail Cap(c_a), veh/h 736 0 226 2475 813 806
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 14.4 0.0 18.3 5.1 11.0 11.0
Incr Delay (d2), s/veh 3.4 0.0 4.4 0.1 2.2 2.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.4 0.0 0.6 0.7 2.9 2.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.8 0.0 22.7 5.2 13.2 13.2
LnGrp LOS B A C A B B
Approach Vol, veh/h 300 648 924
Approach Delay, s/veh 17.8 6.9 13.2
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 26.3 13.9 7.1 19.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 18.0 5.1 18.4
Max Q Clear Time (g_c+I1), s 5.6 8.9 3.4 11.0
Green Ext Time (p_c), s 3.9 0.7 0.0 3.3
Intersection Summary
HCM 6th Ctrl Delay 11.8
HCM 6th LOSB
Notes
User approved volume balancing among the lanes for turning movement.

Page 317 of 567 ends

HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 356 284 142 148 340 293 179 573 101 220 623 653 Future Volume (veh/h) 356 284 142 148 340 293 179 573 101 220 623 653 Initial Q (Qb), veh 0 00000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 348 364 0 156 358 0 188 603 0 232 656 0 Peak Hour Factor 0.92 0.92 0.92 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 395 414 201 495 225 740 267 824
Arrive On Green 0.22 0.22 0.00 0.19 0.19 0.00 0.13 0.21 0.00 0.15 0.23 0.00 Sat Flow, veh/h 1781 1870 1585 1040 2556 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 348 364 0 273 241 0 188 603 0 232 656 0 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1818 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 15.0 14.9 0.0 11.3 10.1 0.0 8.2 12.9 0.0 10.1 13.8 0.0 Cycle Q Clear(g_c), s 15.0 14.9 0.0 11.3 10.1 0.0 8.2 12.9 0.0 10.1 13.8 0.0 Prop In Lane 1.00 1.00 0.57 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 395 414 352 344 225 740 267 824
V/C Ratio(X) 0.88 0.88 0.77 0.70 0.84 0.82 0.87 0.80
Avail Cap(c_a), veh/h 415 436 492 481 227 899 267 980
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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 29.9 29.9 0.0 30.4 29.9 0.0 33.9 30.0 0.0 33.0 28.7 0.0 Incr Delay (d2), s/veh 18.8 17.6 0.0 5.0 2.6 0.0 22.8 4.9 0.0 25.0 4.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.1 8.4 0.0 5.2 4.3 0.0 4.7 5.5 0.0 5.9 5.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.7 47.5 0.0 35.4 32.5 0.0 56.7 34.9 0.0 58.0 32.7 0.0 LnGrp LOS D D D C E C E C
Approach Vol, veh/h 712 514 791 888
Approach Delay, s/veh 48.1 34.0 40.1 39.3
Approach LOS DCDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s16.4 21.0 22.1 14.5 22.9 19.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s11.9 20.1 18.5 10.1 21.9 21.5 Max Q Clear Time (g_c+I1), s12.1 14.9 17.0 10.2 15.8 13.3 Green Ext Time (p_c), s 0.0 1.7 0.6 0.0 2.1 1.9
Intersection Summary
HCM 6th Ctrl Delay 40.7
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 318 of 567 ends

HCM 6th AWSC
13: Gellert Blvd. & Victoria St. 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 13
Intersection
Intersection Delay, s/veh31.6
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 98 14 21 23 14 24 35 253 7 22 430 163 Future Vol, veh/h 98 14 21 23 14 24 35 253 7 22 430 163 Peak Hour Factor 0.81 0.81 0.81 0.82 0.82 0.82 0.87 0.87 0.87 0.92 0.92 0.92 Heavy Vehicles, % 2 22222222222
Mvmt Flow 121 17 26 28 17 29 40 291 8 24 467 177
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 12.9 11.1 15.5 46.6

HCM LOS B B C E

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 12% 74% 38% 4%
Vol Thru, % 86% 11% 23% 70%
Vol Right, % 2% 16% 39% 27%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 295 133 61 615
LT Vol 35 98 23 22
Through Vol 253 14 14 430
RT Vol 7 21 24 163
Lane Flow Rate 339 164 74 668
Geometry Grp 1111
Degree of Util (X) 0.54 0.312 0.144 0.955
Departure Headway (Hd) 5.734 6.848 6.953 5.143
Convergence, Y/N Yes Yes Yes Yes
Cap 624 529 519 702
Service Time 3.833 4.848 4.961 3.224
HCM Lane V/C Ratio 0.543 0.31 0.143 0.952
HCM Control Delay 15.5 12.9 11.1 46.6
HCM Lane LOS C B B E
HCM 95th-tile Q 3.2 1.3 0.5 13.9

Page 319 of 567 ends

HCM 6th Signalized Intersection Summary
14: Gellert Blvd. & Serramonte Blvd. 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 64 411 289 566 366 575 354 301 605 502 309 65 Future Volume (veh/h) 64 411 289 566 366 575 354 301 605 502 309 65 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.94 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 74 472 332 578 373 0 385 327 658 534 329 69 Peak Hour Factor 0.87 0.87 0.87 0.98 0.98 0.98 0.92 0.92 0.92 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 95 737 533 660 645 469 394 1235 621 386 81
Arrive On Green 0.05 0.21 0.21 0.19 0.34 0.00 0.13 0.21 0.21 0.18 0.26 0.26 Sat Flow, veh/h 1781 3554 1564 3456 1870 2790 3563 1870 2990 3456 1491 313 Grp Volume(v), veh/h 74 472 332 578 373 0 385 327 658 534 0 398 Grp Sat Flow(s),veh/h/ln1781 1777 1564 1728 1870 1395 1781 1870 1495 1728 0 1804 Q Serve(g_s), s 3.5 10.3 15.2 13.8 13.9 0.0 9.0 14.2 14.4 12.8 0.0 17.9 Cycle Q Clear(g_c), s 3.5 10.3 15.2 13.8 13.9 0.0 9.0 14.2 14.4 12.8 0.0 17.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.17
Lane Grp Cap(c), veh/h 95 737 533 660 645 469 394 1235 621 0 467 V/C Ratio(X) 0.78 0.64 0.62 0.88 0.58 0.82 0.83 0.53 0.86 0.00 0.85 Avail Cap(c_a), veh/h 138 751 539 710 645 523 426 1287 694 0 508 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 0.00 1.00 Uniform Delay (d), s/veh 39.8 30.9 23.6 33.5 22.8 0.0 36.0 32.2 19.5 33.9 0.0 30.0 Incr Delay (d2), s/veh 15.6 1.8 2.2 11.3 1.3 0.0 9.3 12.2 0.4 9.8 0.0 12.4 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/ln1.9 4.5 5.7 6.7 6.1 0.0 4.4 7.6 4.8 6.1 0.0 9.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.4 32.7 25.8 44.8 24.1 0.0 45.3 44.4 19.9 43.7 0.0 42.4 LnGrp LOS E CCDC DDBDAD
Approach Vol, veh/h 878 951 1370 932
Approach Delay, s/veh 32.0 36.7 32.9 43.2
Approach LOS CDCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s19.8 22.4 20.8 22.2 15.7 26.5 9.1 33.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s17.1 19.4 17.5 18.0 12.5 24.0 6.6 28.9 Max Q Clear Time (g_c+I1), s14.8 16.4 15.8 17.2 11.0 19.9 5.5 15.9 Green Ext Time (p_c), s 0.5 1.5 0.4 0.4 0.2 0.9 0.0 1.8 Intersection Summary
HCM 6th Ctrl Delay 35.9
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Page 320 of 567 ends

HCM 6th Signalized Intersection Summary
15: Serramonte Blvd. & I-280 SB Ramps 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1539 663 0 845 918
Future Volume (veh/h) 0 1539 663 0 845 918
Initial Q (Qb), veh 0 00000
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 0 1870 1870 0 1870 1870
Adj Flow Rate, veh/h 0 1620 729 0 889 966
Peak Hour Factor 0.95 0.95 0.91 0.91 0.95 0.95
Percent Heavy Veh, % 0 22022
Cap, veh/h 0 1691 2430 0 1291 1042
Arrive On Green 0.00 0.48 0.48 0.00 0.37 0.37
Sat Flow, veh/h 0 3741 5443 0 3456 2790
Grp Volume(v), veh/h 0 1620 729 0 889 966
Grp Sat Flow(s),veh/h/ln 0 1777 1702 0 1728 1395
Q Serve(g_s), s 0.0 26.3 5.2 0.0 13.0 19.8
Cycle Q Clear(g_c), s 0.0 26.3 5.2 0.0 13.0 19.8
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1691 2430 0 1291 1042
V/C Ratio(X) 0.00 0.96 0.30 0.00 0.69 0.93
Avail Cap(c_a), veh/h 0 1693 2432 0 1300 1049
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 15.1 9.6 0.0 15.8 18.0
Incr Delay (d2), s/veh 0.0 13.3 0.1 0.0 1.5 13.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 11.8 1.7 0.0 4.4 7.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 28.4 9.7 0.0 17.3 31.5
LnGrp LOS A C A A B C
Approach Vol, veh/h 1620 729 1855
Approach Delay, s/veh 28.4 9.7 24.7
Approach LOS C A C
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 33.0 26.9 33.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.5 22.5 28.5
Max Q Clear Time (g_c+I1), s 28.3 21.8 7.2
Green Ext Time (p_c), s 0.2 0.5 5.2
Intersection Summary
HCM 6th Ctrl Delay 23.5
HCM 6th LOS C

Page 321 of 567 ends

HCM 6th Signalized Intersection Summary
16: Serramonte Blvd. & I-280 NB Ramps 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 738 1649 652 15 0 0
Future Volume (veh/h) 738 1649 652 15 0 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870
Adj Flow Rate, veh/h 761 1700 716 16
Peak Hour Factor 0.97 0.97 0.91 0.91
Percent Heavy Veh, % 2 2 2 2
Cap, veh/h 1095 2983 1285 29
Arrive On Green 0.32 0.84 0.36 0.36
Sat Flow, veh/h 3456 3647 3645 79
Grp Volume(v), veh/h 761 1700 358 374
Grp Sat Flow(s),veh/h/ln1728 1777 1777 1854
Q Serve(g_s), s 5.4 4.1 4.5 4.5
Cycle Q Clear(g_c), s 5.4 4.1 4.5 4.5
Prop In Lane 1.00 0.04
Lane Grp Cap(c), veh/h 1095 2983 643 671
V/C Ratio(X) 0.69 0.57 0.56 0.56
Avail Cap(c_a), veh/h 1542 4504 1174 1225
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 8.4 0.7 7.1 7.1
Incr Delay (d2), s/veh 0.8 0.2 0.8 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.3 0.1 1.1 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.2 0.9 7.9 7.9
LnGrp LOS A A A A
Approach Vol, veh/h 2461 732
Approach Delay, s/veh 3.4 7.9
Approach LOS A A
Timer - Assigned Phs 4 7 8
Phs Duration (G+Y+Rc), s 28.0 13.4 14.6
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 35.5 12.5 18.5
Max Q Clear Time (g_c+I1), s 6.1 7.4 6.5
Green Ext Time (p_c), s 17.2 1.5 3.6
Intersection Summary
HCM 6th Ctrl Delay 4.5
HCM 6th LOS A

Page 322 of 567 ends

HCM 6th Signalized Intersection Summary
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 17
HCM 6th Edition methodology does not support more than 4 approaches.

Page 323 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 1
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 513 758 339 223 391 437 103 136 450 494 171 144 Future Volume (vph) 513 758 339 223 391 437 103 136 450 494 171 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 0.91 0.97 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.99 1.00 1.00 0.98 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 0.94 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 3433 3539 1555 1770 3176 1421 3433 3539 1555 1770 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 3433 3539 1555 1770 3176 1421 3433 3539 1555 1770 Peak-hour factor, PHF 0.91 0.91 0.91 0.90 0.90 0.90 0.90 0.91 0.91 0.91 0.91 0.93 Adj. Flow (vph) 564 833 373 248 434 486 114 149 495 543 188 155 RTOR Reduction (vph) 0 0 222 0 0 126 0 0 0 0 139 0
Lane Group Flow (vph) 564 833 151 248 711 197 0 0 644 543 49 155 Confl. Peds. (#/hr) 5 5 6 6
Confl. Bikes (#/hr) 1 1 1
Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Protected Phases 7 4 3 8 5 5 2 1
Permitted Phases 4 8 2
Actuated Green, G (s) 5.0 17.6 17.6 5.0 17.6 17.6 5.5 16.2 16.2 5.0 Effective Green, g (s) 5.0 17.6 17.6 5.0 17.6 17.6 5.5 16.2 16.2 5.0 Actuated g/C Ratio 0.08 0.28 0.28 0.08 0.28 0.28 0.09 0.26 0.26 0.08 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 277 1007 442 143 904 404 305 927 407 143 v/s Ratio Prot c0.16 c0.24 0.14 0.22 c0.19 0.15 0.09
v/s Ratio Perm 0.10 0.14 0.03
v/c Ratio 2.04 0.83 0.34 1.73 0.79 0.49 2.11 0.59 0.12 1.08 Uniform Delay, d1 28.4 20.7 17.5 28.4 20.4 18.4 28.1 19.9 17.4 28.4 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 478.7 5.7 0.5 357.9 4.6 0.9 511.1 1.0 0.1 99.5 Delay (s) 507.1 26.4 18.0 386.3 24.9 19.3 539.3 20.8 17.5 127.9 Level of Service F C B F C B F C B F
Approach Delay (s) 177.8 93.4 263.2
Approach LOS F F F
Intersection Summary
HCM 2000 Control Delay 154.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.06
Actuated Cycle Length (s) 61.8 Sum of lost time (s) 18.0 Intersection Capacity Utilization 83.7% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group

Page 324 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 2
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 365 155 222
Future Volume (vph) 365 155 222
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.5 4.5
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 0.99
Flpb, ped/bikes 1.00 1.00
Frt 0.96 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3368 1563
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3368 1563
Peak-hour factor, PHF 0.93 0.93 0.93
Adj. Flow (vph) 392 167 239
RTOR Reduction (vph) 0 0 178
Lane Group Flow (vph) 559 0 61
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 1 1
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 15.7 15.7
Effective Green, g (s) 15.7 15.7
Actuated g/C Ratio 0.25 0.25
Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 855 397
v/s Ratio Prot c0.17
v/s Ratio Perm 0.04
v/c Ratio 0.65 0.15
Uniform Delay, d1 20.6 17.9
Progression Factor 1.00 1.00
Incremental Delay, d2 1.8 0.2
Delay (s) 22.4 18.1
Level of Service C B
Approach Delay (s) 38.5
Approach LOS D
Intersection Summary

Page 325 of 567 ends

Queues Timing Plan: AM Peak
9: Gellert Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 AM.syn Synchro 10 Report
TJKM Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 107 774 98 383 359 474 72 285 644 202 422 102 v/c Ratio 0.69 0.99 0.23 0.97 0.41 0.64 0.14 0.27 1.01 0.75 0.75 0.28 Control Delay 66.9 68.2 5.9 84.8 33.2 7.4 26.0 26.6 61.4 56.6 48.4 7.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.9 68.2 5.9 84.8 33.2 7.4 26.0 26.6 61.4 56.6 48.4 7.8 Queue Length 50th (ft) 67 261 0 127 102 0 36 75 ~310 134 140 0 Queue Length 95th (ft) #127 #346 26 #222 145 85 71 107 #510 #212 186 32 Internal Link Dist (ft) 287 237 306 851
Turn Bay Length (ft) 115 115 190 125 120 150
Base Capacity (vph) 163 785 435 393 878 744 502 1057 639 293 604 378 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.66 0.99 0.23 0.97 0.41 0.64 0.14 0.27 1.01 0.69 0.70 0.27 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Page 326 of 567 ends

Queues
9: Gellert Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 PM.syn Synchro 11 Report
TJKM Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 151 495 72 623 464 742 143 341 334 319 658 218 v/c Ratio 0.92 0.74 0.16 0.90 0.44 0.91 0.50 0.56 0.64 0.91 0.91 0.43 Control Delay 94.0 40.4 0.8 53.1 26.2 25.7 38.0 35.8 12.1 65.7 52.2 7.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 94.0 40.4 0.8 53.1 26.2 25.7 38.0 35.8 12.1 65.7 52.2 7.5 Queue Length 50th (ft) 85 135 0 177 107 126 78 95 16 193 199 0 Queue Length 95th (ft) #170 165 0 #290 155 #388 140 140 96 #380 #323 58 Internal Link Dist (ft) 287 237 306 851
Turn Bay Length (ft) 115 115 190 125 120 150
Base Capacity (vph) 165 752 473 689 1132 843 351 739 569 351 724 503 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.92 0.66 0.15 0.90 0.41 0.88 0.41 0.46 0.59 0.91 0.91 0.43 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Page 327 of 567 ends

HCM 6th TWSC Timing Plan: AM Peak
1: Gellert Blvd. & Serravista Ave. 04/26/2023
Existing + Project Alt 1 AM Mit.syn Synchro 10 Report
TJKM Page 1
Intersection
Int Delay, s/veh 4.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 173 752 32 202 344
Future Vol, veh/h 9 173 752 32 202 344
Conflicting Peds, #/hr 5 20330
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - 100 0 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 91 91 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 10 192 826 35 224 382
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1664 831 0 0 864 0
Stage 1 829 -----
Stage 2 835 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 107 370 - - 779 -
Stage 1 429 -----
Stage 2 426 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 76 368 - - 777 -
Mov Cap-2 Maneuver 76 -----
Stage 1 428 -----
Stage 2 302 -----
Approach WB NB SB
HCM Control Delay, s 26.7 0 4.3

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 76 368 777 -
HCM Lane V/C Ratio - - 0.132 0.522 0.289 -
HCM Control Delay (s) - - 59.4 25 11.5 -
HCM Lane LOS - - F D B -
HCM 95th %tile Q(veh) - - 0.4 2.9 1.2 -

Page 328 of 567 ends

Queues Timing Plan: AM Peak
9: Gellert Blvd. & Hickey Blvd. 04/26/2023
Existing + Project Alt 1 AM Mit.syn Synchro 10 Report
TJKM Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 107 774 98 383 359 474 72 607 322 202 422 102 v/c Ratio 0.62 0.88 0.21 0.87 0.36 0.61 0.19 0.70 0.64 0.70 0.71 0.27 Control Delay 57.9 46.6 5.8 61.1 29.0 6.8 27.8 23.4 15.5 49.8 42.6 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.9 46.6 5.8 61.1 29.0 6.8 27.8 23.4 15.5 49.8 42.6 7.7 Queue Length 50th (ft) 61 230 0 114 89 0 36 115 49 118 124 0 Queue Length 95th (ft) #127 #346 26 #222 145 85 71 168 129 #212 186 32 Internal Link Dist (ft) 287 237 306 851
Turn Bay Length (ft) 115 115 190 125 120 150
Base Capacity (vph) 183 882 474 441 991 778 564 1167 641 329 678 411 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.58 0.88 0.21 0.87 0.36 0.61 0.13 0.52 0.50 0.61 0.62 0.25 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Page 329 of 567 ends

HCM 6th Signalized Intersection Summary Timing Plan: AM Peak 9: Gellert Blvd. & Hickey Blvd. 04/26/2023
Existing + Project Alt 1 AM Mit.syn Synchro 10 Report
TJKM Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 650 82 345 323 427 70 241 560 348 188 88 Future Volume (veh/h) 90 650 82 345 323 427 70 241 560 348 188 88 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 107 774 75 383 359 95 80 216 504 405 219 5 Peak Hour Factor 0.84 0.84 0.84 0.90 0.90 0.90 0.87 0.87 0.87 0.86 0.86 0.86 Percent Heavy Veh, % 222222222222
Cap, veh/h 137 904 397 465 1109 494 396 416 682 576 303 254 Arrive On Green 0.08 0.25 0.25 0.13 0.31 0.31 0.22 0.22 0.22 0.16 0.16 0.16 Sat Flow, veh/h 1781 3554 1561 3456 3554 1582 1781 1870 3067 3563 1870 1570 Grp Volume(v), veh/h 107 774 75 383 359 95 80 216 504 405 219 5 Grp Sat Flow(s),veh/h/ln 1781 1777 1561 1728 1777 1582 1781 1870 1533 1781 1870 1570 Q Serve(g_s), s 4.7 16.5 3.0 8.6 6.1 3.5 2.9 8.1 12.1 8.5 8.8 0.2 Cycle Q Clear(g_c), s 4.7 16.5 3.0 8.6 6.1 3.5 2.9 8.1 12.1 8.5 8.8 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 137 904 397 465 1109 494 396 416 682 576 303 254 V/C Ratio(X) 0.78 0.86 0.19 0.82 0.32 0.19 0.20 0.52 0.74 0.70 0.72 0.02 Avail Cap(c_a), veh/h 204 981 431 492 1109 494 692 726 1191 809 425 356 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.0 28.2 23.2 33.4 20.9 20.0 25.1 27.1 28.7 31.4 31.6 27.9 Incr Delay (d2), s/veh 10.8 7.2 0.2 10.4 0.2 0.2 0.2 1.0 1.6 1.6 3.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 7.5 1.1 4.1 2.4 1.2 1.2 3.6 4.4 3.7 4.2 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.7 35.3 23.4 43.8 21.0 20.1 25.4 28.1 30.3 33.0 35.2 28.0 LnGrp LOS DDCDCCCCCCDC
Approach Vol, veh/h 956 837 800 629
Approach Delay, s/veh 35.7 31.4 29.2 33.7
Approach LOS DCCC
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.1 15.2 24.7 17.3 10.6 29.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 30.8 11.3 21.9 18.0 9.1 24.1 Max Q Clear Time (g_c+I1), s 14.1 10.6 18.5 10.8 6.7 8.1 Green Ext Time (p_c), s 3.5 0.1 1.7 1.7 0.0 2.3
Intersection Summary
HCM 6th Ctrl Delay 32.6
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Page 330 of 567 ends

HCM 6th Signalized Intersection Summary Timing Plan: AM Peak 12: Skyline Blvd. & Hickey Blvd. 04/25/2023
Existing + Project Alt 1 AM Mit.syn Synchro 10 Report
TJKM Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 664 455 180 70 188 264 111 910 121 225 453 321 Future Volume (veh/h) 664 455 180 70 188 264 111 910 121 225 453 321 Initial Q (Qb), veh 000000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 447 803 186 81 219 0 128 1046 0 253 509 0 Peak Hour Factor 0.97 0.97 0.97 0.86 0.86 0.86 0.87 0.87 0.87 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 502 827 192 101 292 155 1114 268 1340
Arrive On Green 0.28 0.28 0.28 0.11 0.11 0.00 0.09 0.31 0.00 0.15 0.38 0.00 Sat Flow, veh/h 1781 2936 680 924 2677 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 447 511 478 160 140 0 128 1046 0 253 509 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1746 1824 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 29.9 33.6 33.6 10.6 9.5 0.0 8.8 35.6 0.0 17.5 12.9 0.0 Cycle Q Clear(g_c), s 29.9 33.6 33.6 10.6 9.5 0.0 8.8 35.6 0.0 17.5 12.9 0.0 Prop In Lane 1.00 0.39 0.51 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 502 527 492 199 194 155 1114 268 1340 V/C Ratio(X) 0.89 0.97 0.97 0.80 0.72 0.83 0.94 0.94 0.38 Avail Cap(c_a), veh/h 502 527 492 272 265 251 1139 268 1340 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 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 42.8 44.1 44.1 54.0 53.5 0.0 55.8 41.5 0.0 52.2 28.1 0.0 Incr Delay (d2), s/veh 17.8 31.7 33.0 11.5 6.0 0.0 11.2 14.2 0.0 39.8 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 15.4 19.9 18.8 5.5 4.5 0.0 4.3 17.1 0.0 10.6 5.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.5 75.8 77.1 65.6 59.5 0.0 67.0 55.7 0.0 92.0 28.3 0.0 LnGrp LOS EEEEE EE FC
Approach Vol, veh/h 1436 300 1174 762
Approach Delay, s/veh 71.4 62.7 56.9 49.5
Approach LOS E E E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.2 43.4 39.5 15.3 51.4 18.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.7 39.8 35.0 17.5 41.0 18.5 Max Q Clear Time (g_c+I1), s 19.5 37.6 35.6 10.8 14.9 12.6 Green Ext Time (p_c), s 0.0 1.4 0.0 0.1 3.2 0.8
Intersection Summary
HCM 6th Ctrl Delay 61.5
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 331 of 567 ends

HCM Signalized Intersection Capacity Analysis Timing Plan: AM Peak 17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/25/2023 Existing + Project Alt 1 AM Mit.syn Synchro 10 Report
TJKM Page 3
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 345 801 284 229 214 385 102 60 464 421 280 118 Future Volume (vph) 345 801 284 229 214 385 102 60 464 421 280 118 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 0.91 0.97 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.92 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 3433 3539 1583 1770 3121 1441 3433 3539 1583 1770 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 3433 3539 1583 1770 3121 1441 3433 3539 1583 1770 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 Adj. Flow (vph) 375 871 309 249 233 418 111 65 504 458 304 128 RTOR Reduction (vph) 0 0 225 0 0 91 0 0 0 0 231 0
Lane Group Flow (vph) 375 871 84 249 496 175 0 0 569 458 73 128 Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Protected Phases 7 4 3 8 5 5 2 1
Permitted Phases 4 8 2
Actuated Green, G (s) 12.3 23.5 23.5 13.7 24.9 24.9 15.9 20.7 20.7 10.8 Effective Green, g (s) 12.3 23.5 23.5 13.7 24.9 24.9 15.9 20.7 20.7 10.8 Actuated g/C Ratio 0.14 0.27 0.27 0.16 0.29 0.29 0.18 0.24 0.24 0.12 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 487 959 429 279 896 413 629 844 377 220 v/s Ratio Prot 0.11 c0.25 c0.14 0.16 c0.17 0.13 0.07
v/s Ratio Perm 0.05 0.12 0.05
v/c Ratio 0.77 0.91 0.20 0.89 0.55 0.42 0.90 0.54 0.19 0.58 Uniform Delay, d1 35.8 30.6 24.3 35.8 26.2 25.1 34.7 28.9 26.3 35.8 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 7.4 12.1 0.2 28.0 0.7 0.7 16.5 0.7 0.3 3.9 Delay (s) 43.2 42.6 24.5 63.7 26.9 25.8 51.1 29.6 26.6 39.7 Level of Service D D C E C C DCCD
Approach Delay (s) 39.2 35.7 38.1
Approach LOS D D D
Intersection Summary
HCM 2000 Control Delay 37.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.85
Actuated Cycle Length (s) 86.7 Sum of lost time (s) 18.0 Intersection Capacity Utilization 75.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group

Page 332 of 567 ends

HCM Signalized Intersection Capacity Analysis Timing Plan: AM Peak 17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/25/2023 Existing + Project Alt 1 AM Mit.syn Synchro 10 Report
TJKM Page 4
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 280 96 133
Future Volume (vph) 280 96 133
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.5 4.5
Lane Util. Factor 0.95 1.00
Frt 0.96 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3404 1583
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3404 1583
Peak-hour factor, PHF 0.92 0.92 0.92
Adj. Flow (vph) 304 104 145
RTOR Reduction (vph) 0 0 119
Lane Group Flow (vph) 408 0 26
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 15.6 15.6
Effective Green, g (s) 15.6 15.6
Actuated g/C Ratio 0.18 0.18
Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 612 284
v/s Ratio Prot c0.12
v/s Ratio Perm 0.02
v/c Ratio 0.67 0.09
Uniform Delay, d1 33.1 29.6
Progression Factor 1.00 1.00
Incremental Delay, d2 2.7 0.1
Delay (s) 35.9 29.8
Level of Service D C
Approach Delay (s) 35.3
Approach LOS D
Intersection Summary

Page 333 of 567 ends

HCM 6th TWSC
1: Gellert Blvd. & Serravista Ave. 04/26/2023
Existing + Project Alt 1 PM Mit.syn Synchro 11 Report
TJKM Page 1
Intersection
Int Delay, s/veh 4.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 8 209 483 22 216 734
Future Vol, veh/h 8 209 483 22 216 734
Conflicting Peds, #/hr 5 00660
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - 100 0 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 80 80 93 93 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 10 261 519 24 235 798
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1798 525 0 0 549 0
Stage 1 525 -----
Stage 2 1273 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 88 552 - - 1021 -
Stage 1 593 -----
Stage 2 263 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 67 549 - - 1015 -
Mov Cap-2 Maneuver 67 -----
Stage 1 589 -----
Stage 2 201 -----
Approach WB NB SB
HCM Control Delay, s 19.3 0 2.2

Page 334 of 567 ends

Queues
9: Gellert Blvd. & Hickey Blvd. 04/26/2023
Existing + Project Alt 1 PM Mit.syn Synchro 11 Report
TJKM Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 151 495 72 623 464 742 143 468 207 319 658 218 v/c Ratio 0.94 0.75 0.16 0.92 0.45 0.91 0.46 0.75 0.47 0.93 0.93 0.44 Control Delay 98.9 41.3 0.8 56.3 26.8 26.4 36.6 38.3 8.6 69.6 55.5 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 98.9 41.3 0.8 56.3 26.8 26.4 36.6 38.3 8.6 69.6 55.5 7.6 Queue Length 50th (ft) 87 138 0 182 111 131 78 131 0 198 205 0 Queue Length 95th (ft) #170 165 0 #290 155 #388 140 191 62 #380 #323 58 Internal Link Dist (ft) 287 237 306 851
Turn Bay Length (ft) 115 115 190 125 120 150
Base Capacity (vph) 161 737 468 676 1110 836 344 686 462 344 710 497 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.94 0.67 0.15 0.92 0.42 0.89 0.42 0.68 0.45 0.93 0.93 0.44 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Page 335 of 567 ends

HCM 6th Signalized Intersection Summary
9: Gellert Blvd. & Hickey Blvd. 04/26/2023
Existing + Project Alt 1 PM Mit.syn Synchro 11 Report
TJKM Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 119 391 57 567 422 675 145 296 304 553 327 196 Future Volume (veh/h) 119 391 57 567 422 675 145 296 304 553 327 196 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 151 495 20 623 464 343 159 324 66 614 363 29 Peak Hour Factor 0.79 0.79 0.79 0.91 0.91 0.91 0.91 0.91 0.91 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 180 672 290 709 1043 459 269 565 231 802 421 349 Arrive On Green 0.10 0.19 0.19 0.21 0.29 0.29 0.15 0.15 0.15 0.23 0.23 0.23 Sat Flow, veh/h 1781 3554 1535 3456 3554 1566 1781 3741 1531 3563 1870 1549 Grp Volume(v), veh/h 151 495 20 623 464 343 159 324 66 614 363 29 Grp Sat Flow(s),veh/h/ln 1781 1777 1535 1728 1777 1566 1781 1870 1531 1781 1870 1549 Q Serve(g_s), s 6.5 10.3 0.8 13.7 8.3 15.5 6.5 6.3 3.0 12.6 14.6 1.2 Cycle Q Clear(g_c), s 6.5 10.3 0.8 13.7 8.3 15.5 6.5 6.3 3.0 12.6 14.6 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 180 672 290 709 1043 459 269 565 231 802 421 349 V/C Ratio(X) 0.84 0.74 0.07 0.88 0.44 0.75 0.59 0.57 0.29 0.77 0.86 0.08 Avail Cap(c_a), veh/h 180 816 352 749 1228 541 420 883 361 841 441 366 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.6 29.9 26.1 30.2 22.5 25.1 31.0 30.9 29.5 28.4 29.2 24.0 Incr Delay (d2), s/veh 28.5 2.8 0.1 11.2 0.3 4.7 2.1 0.9 0.7 4.1 15.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 4.4 0.3 6.5 3.3 6.0 2.9 2.8 1.1 5.6 8.1 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.1 32.7 26.2 41.5 22.8 29.8 33.1 31.9 30.2 32.5 44.6 24.1 LnGrp LOS E CCDCCCCCCDC
Approach Vol, veh/h 666 1430 549 1006
Approach Delay, s/veh 39.4 32.6 32.0 36.6
Approach LOS DCCD
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 16.3 20.6 19.3 22.2 12.4 27.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 17.0 18.0 18.5 7.9 27.1 Max Q Clear Time (g_c+I1), s 8.5 15.7 12.3 16.6 8.5 17.5 Green Ext Time (p_c), s 2.0 0.4 1.6 1.0 0.0 3.0
Intersection Summary
HCM 6th Ctrl Delay 34.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Page 336 of 567 ends

HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 1 PM Mit.syn Synchro 11 Report
TJKM Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 356 284 142 148 340 293 179 573 101 220 623 653 Future Volume (veh/h) 356 284 142 148 340 293 179 573 101 220 623 653 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 283 454 154 156 358 0 188 603 0 232 656 0 Peak Hour Factor 0.92 0.92 0.92 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 378 566 190 203 499 226 745 270 835
Arrive On Green 0.21 0.21 0.21 0.20 0.20 0.00 0.13 0.21 0.00 0.15 0.23 0.00 Sat Flow, veh/h 1781 2671 898 1040 2556 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 283 317 291 273 241 0 188 603 0 232 656 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1698 1818 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 11.6 12.5 12.7 11.1 9.8 0.0 8.0 12.6 0.0 9.9 13.5 0.0 Cycle Q Clear(g_c), s 11.6 12.5 12.7 11.1 9.8 0.0 8.0 12.6 0.0 9.9 13.5 0.0 Prop In Lane 1.00 0.53 0.57 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 378 396 360 355 347 226 745 270 835 V/C Ratio(X) 0.75 0.80 0.81 0.77 0.70 0.83 0.81 0.86 0.79 Avail Cap(c_a), veh/h 424 445 404 503 491 231 918 272 1000 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 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 28.7 29.1 29.2 29.6 29.1 0.0 33.2 29.3 0.0 32.2 27.9 0.0 Incr Delay (d2), s/veh 6.5 9.0 10.6 4.6 2.5 0.0 21.9 4.5 0.0 22.8 3.5 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 5.4 6.3 6.0 5.0 4.2 0.0 4.6 5.4 0.0 5.6 5.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.2 38.1 39.8 34.2 31.7 0.0 55.0 33.8 0.0 55.0 31.4 0.0 LnGrp LOS DDDCC EC DC
Approach Vol, veh/h 891 514 791 888
Approach Delay, s/veh 37.7 33.0 38.8 37.6
Approach LOS DCDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 16.3 20.8 21.0 14.3 22.8 19.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.9 20.1 18.5 10.1 21.9 21.5 Max Q Clear Time (g_c+I1), s 11.9 14.6 14.7 10.0 15.5 13.1 Green Ext Time (p_c), s 0.0 1.7 1.7 0.0 2.1 1.9
Intersection Summary
HCM 6th Ctrl Delay 37.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 337 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 1 PM Mit.syn Synchro 11 Report
TJKM Page 3
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 513 758 339 223 391 437 103 136 450 494 171 144 Future Volume (vph) 513 758 339 223 391 437 103 136 450 494 171 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 0.91 0.97 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 0.99 0.99 1.00 1.00 0.98 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 0.94 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 3433 3539 1551 1770 3176 1421 3433 3539 1550 1770 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 3433 3539 1551 1770 3176 1421 3433 3539 1550 1770 Peak-hour factor, PHF 0.91 0.91 0.91 0.90 0.90 0.90 0.90 0.91 0.91 0.91 0.91 0.93 Adj. Flow (vph) 564 833 373 248 434 486 114 149 495 543 188 155 RTOR Reduction (vph) 0 0 279 0 0 140 0 0 0 0 121 0
Lane Group Flow (vph) 564 833 94 248 711 183 0 0 644 543 67 155 Confl. Peds. (#/hr) 5 5 6 6
Confl. Bikes (#/hr) 1 1 1
Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Protected Phases 7 4 3 8 5 5 2 1
Permitted Phases 4 8 2
Actuated Green, G (s) 15.5 22.4 22.4 13.6 20.5 20.5 17.5 24.6 24.6 10.7 Effective Green, g (s) 15.5 22.4 22.4 13.6 20.5 20.5 17.5 24.6 24.6 10.7 Actuated g/C Ratio 0.17 0.25 0.25 0.15 0.23 0.23 0.20 0.28 0.28 0.12 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 595 887 389 269 729 326 672 974 426 212 v/s Ratio Prot c0.16 c0.24 0.14 0.22 c0.19 0.15 0.09
v/s Ratio Perm 0.06 0.13 0.04
v/c Ratio 0.95 0.94 0.24 0.92 0.98 0.56 0.96 0.56 0.16 0.73 Uniform Delay, d1 36.5 32.8 26.7 37.3 34.1 30.4 35.5 27.7 24.5 37.9 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 24.4 17.1 0.3 34.7 27.0 2.2 24.5 0.7 0.2 12.2 Delay (s) 60.9 49.9 27.0 72.0 61.2 32.6 60.1 28.4 24.7 50.1 Level of Service E D C E E C E C C D
Approach Delay (s) 48.6 56.1 42.7
Approach LOS D E D
Intersection Summary
HCM 2000 Control Delay 47.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.94
Actuated Cycle Length (s) 89.3 Sum of lost time (s) 18.0 Intersection Capacity Utilization 83.7% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group

Page 338 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 1 PM Mit.syn Synchro 11 Report
TJKM Page 4
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 365 155 222
Future Volume (vph) 365 155 222
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.5 4.5
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 0.99
Flpb, ped/bikes 1.00 1.00
Frt 0.96 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3367 1563
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3367 1563
Peak-hour factor, PHF 0.93 0.93 0.93
Adj. Flow (vph) 392 167 239
RTOR Reduction (vph) 0 0 191
Lane Group Flow (vph) 559 0 48
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 1 1
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 17.8 17.8
Effective Green, g (s) 17.8 17.8
Actuated g/C Ratio 0.20 0.20
Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 671 311
v/s Ratio Prot c0.17
v/s Ratio Perm 0.03
v/c Ratio 0.83 0.15
Uniform Delay, d1 34.3 29.5
Progression Factor 1.00 1.00
Incremental Delay, d2 8.7 0.2
Delay (s) 43.1 29.8
Level of Service D C
Approach Delay (s) 40.9
Approach LOS D
Intersection Summary

Page 339 of 567 ends

455 Hickey Boulevard Traffic Impact Study

Appendix D – Existing + Project Alternative 2 Conditions Intersection Level of Service Worksheets

Page 340 of 567 ends

HCM 6th TWSC
1: Gellert Blvd. & Serravista Ave. 04/20/2023
Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 1
Intersection
Int Delay, s/veh 3.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 150 752 27 164 344
Future Vol, veh/h 9 150 752 27 164 344
Conflicting Peds, #/hr 5 20330
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - 100 0 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 91 91 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 10 163 826 30 182 382
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1580 831 0 0 859 0
Stage 1 829 -----
Stage 2 751 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 120 370 - - 782 -
Stage 1 429 -----
Stage 2 466 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 91 368 - - 780 -
Mov Cap-2 Maneuver 91 -----
Stage 1 428 -----
Stage 2 356 -----
Approach WB NB SB
HCM Control Delay, s 23.8 0 3.6

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 91 368 780 -
HCM Lane V/C Ratio - - 0.108 0.443 0.234 -
HCM Control Delay (s) - - 49.3 22.3 11 -
HCM Lane LOS - - E C B -
HCM 95th %tile Q(veh) - - 0.3 2.2 0.9 -

Page 341 of 567 ends

HCM 6th TWSC
2: Marbly Ave. & Serravista Ave. 04/20/2023
Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 2
Intersection
Int Delay, s/veh 0.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 166 9 4 145 15 0
Future Vol, veh/h 166 9 4 145 15 0
Conflicting Peds, #/hr 0 22010
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 61 61 80 80 67 67
Heavy Vehicles, % 2 22222
Mvmt Flow 272 15 5 181 22 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 289 0 474 282
Stage 1 - - - - 282 -
Stage 2 - - - - 192 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1273 - 549 757
Stage 1 - - - - 766 -
Stage 2 - - - - 841 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1271 - 545 756
Mov Cap-2 Maneuver - - - - 545 -
Stage 1 - - - - 764 -
Stage 2 - - - - 837 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 11.9

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 545 - - 1271 -
HCM Lane V/C Ratio 0.041 - - 0.004 -
HCM Control Delay (s) 11.9 - - 7.8 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

Page 342 of 567 ends

HCM 6th TWSC
3: Serravista Ave. & Victoria St./Serra Ln. 04/20/2023
Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 3
Intersection
Int Delay, s/veh 3.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 11 2 6 9 8 23 128 8 4 36 3
Future Vol, veh/h 9 11 2 6 9 8 23 128 8 4 36 3
Conflicting Peds, #/hr 1 00001205502
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 45 45 45 55 55 55 68 68 68 65 65 65
Heavy Vehicles, % 2 22222222222
Mvmt Flow 20 24 4 11 16 15 34 188 12 6 55 5
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 351 345 60 351 341 200 62 0 0 205 0 0 Stage 1 72 72 - 267 267 -------
Stage 2 279 273 - 84 74 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 604 578 1005 604 581 841 1541 - - 1366 - - Stage 1 938 835 - 738 688 -------
Stage 2 728 684 - 924 833 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 565 557 1003 565 560 836 1538 - - 1359 - - Mov Cap-2 Maneuver 565 557 - 565 560 -------
Stage 1 913 829 - 716 667 -------
Stage 2 680 663 - 888 827 -------
Approach EB WB NB SB
HCM Control Delay, s 11.7 11.1 1.1 0.7

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1538 - - 584 634 1359 - -
HCM Lane V/C Ratio 0.022 - - 0.084 0.066 0.005 - -
HCM Control Delay (s) 7.4 0 - 11.7 11.1 7.7 0 -
HCM Lane LOS A A - BBAA -
HCM 95th %tile Q(veh) 0.1 - - 0.3 0.2 0 - -

Page 343 of 567 ends

HCM 6th TWSC
4: Serravista Ave. & Driveway 04/20/2023
Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 4
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 112 49 139 0 2 16
Future Vol, veh/h 112 49 139 0 2 16
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 122 53 151 0 2 17
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 151 0 - 0 448 151
Stage 1 - - - - 151 -
Stage 2 - - - - 297 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1430 - - - 568 895
Stage 1 - - - - 877 -
Stage 2 - - - - 754 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1430 - - - 518 895
Mov Cap-2 Maneuver - - - - 518 -
Stage 1 - - - - 800 -
Stage 2 - - - - 754 -
Approach EB WB SB
HCM Control Delay, s 5.4 0 9.5

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1430 - - - 828
HCM Lane V/C Ratio 0.085 - - - 0.024
HCM Control Delay (s) 7.8 0 - - 9.5
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.3 - - - 0.1

Page 344 of 567 ends

HCM 6th Signalized Intersection Summary
5: Junipero Serra Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 353 656 75 96 390 417 140 444 124 310 288 271 Future Volume (veh/h) 353 656 75 96 390 417 140 444 124 310 288 271 Initial Q (Qb), veh 000000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 415 772 0 104 424 0 152 483 0 348 324 0 Peak Hour Factor 0.85 0.85 0.85 0.92 0.92 0.92 0.92 0.92 0.92 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 402 1496 245 851 519 1421 439 1421
Arrive On Green 0.40 0.40 0.00 0.40 0.40 0.00 0.40 0.40 0.00 0.40 0.40 0.00 Sat Flow, veh/h 963 3741 0 311 2129 1585 1056 3647 0 912 3554 1585 Grp Volume(v), veh/h 415 772 0 207 321 0 152 483 0 348 324 0 Grp Sat Flow(s),veh/h/ln 963 1870 0 823 1617 1585 1056 1777 0 912 1777 1585 Q Serve(g_s), s 11.3 7.0 0.0 4.1 6.7 0.0 5.0 4.2 0.0 13.8 2.7 0.0 Cycle Q Clear(g_c), s 18.0 7.0 0.0 11.2 6.7 0.0 7.7 4.2 0.0 18.0 2.7 0.0 Prop In Lane 1.00 0.00 0.50 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 402 1496 449 647 519 1421 439 1421 V/C Ratio(X) 1.03 0.52 0.46 0.50 0.29 0.34 0.79 0.23
Avail Cap(c_a), veh/h 402 1496 449 647 519 1421 439 1421 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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 19.1 10.2 0.0 11.2 10.1 0.0 11.5 9.4 0.0 17.0 8.9 0.0 Incr Delay (d2), s/veh 53.5 0.3 0.0 0.7 0.6 0.0 0.3 0.1 0.0 9.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.7 2.2 0.0 1.1 1.9 0.0 0.9 1.2 0.0 4.2 0.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.6 10.5 0.0 11.9 10.7 0.0 11.8 9.5 0.0 26.6 9.0 0.0 LnGrp LOS F B B B B A C A
Approach Vol, veh/h 1187 528 635 672
Approach Delay, s/veh 32.2 11.2 10.1 18.1
Approach LOS C B B B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 9.7 20.0 20.0 13.2
Green Ext Time (p_c), s 2.3 0.0 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 20.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 345 of 567 ends

HCM 6th Signalized Intersection Summary
6: I-280 NB Ramps & Hickey Blvd. 04/20/2023
Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 128 866 330 113 583 49 580 56 470 68 169 128 Future Volume (veh/h) 128 866 330 113 583 49 580 56 470 68 169 128 Initial Q (Qb), veh 0 00000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 147 995 0 133 686 51 681 0 203 72 178 17 Peak Hour Factor 0.87 0.87 0.87 0.85 0.85 0.85 0.91 0.91 0.91 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 181 1215 163 1113 83 773 0 344 85 209 252
Arrive On Green 0.10 0.34 0.00 0.09 0.33 0.33 0.22 0.00 0.22 0.16 0.16 0.16 Sat Flow, veh/h 1781 3647 0 1781 3353 249 3563 0 1585 531 1313 1585 Grp Volume(v), veh/h 147 995 0 133 363 374 681 0 203 250 0 17 Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1826 1781 0 1585 1844 0 1585 Q Serve(g_s), s 7.6 24.2 0.0 6.9 16.2 16.3 17.5 0.0 10.9 12.5 0.0 0.9 Cycle Q Clear(g_c), s 7.6 24.2 0.0 6.9 16.2 16.3 17.5 0.0 10.9 12.5 0.0 0.9 Prop In Lane 1.00 0.00 1.00 0.14 1.00 1.00 0.29 1.00
Lane Grp Cap(c), veh/h 181 1215 163 590 606 773 0 344 294 0 252 V/C Ratio(X) 0.81 0.82 0.81 0.62 0.62 0.88 0.00 0.59 0.85 0.00 0.07 Avail Cap(c_a), veh/h 277 1559 171 674 693 840 0 374 372 0 320 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 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.6 28.5 0.0 42.2 26.5 26.5 35.8 0.0 33.3 38.7 0.0 33.8 Incr Delay (d2), s/veh 10.3 2.8 0.0 24.4 1.3 1.3 10.2 0.0 2.1 14.1 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.8 10.3 0.0 4.1 6.8 7.0 8.2 0.0 4.3 6.8 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.9 31.3 0.0 66.6 27.9 27.9 46.0 0.0 35.4 52.8 0.0 33.9 LnGrp LOS D C E C C D A D D A C
Approach Vol, veh/h 1142 870 884 267
Approach Delay, s/veh 33.9 33.8 43.6 51.6
Approach LOS CCDD
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 25.0 13.2 36.8 19.6 14.1 35.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.3 9.1 41.5 19.1 14.7 35.9 Max Q Clear Time (g_c+I1), s 19.5 8.9 26.2 14.5 9.6 18.3 Green Ext Time (p_c), s 1.0 0.0 6.1 0.6 0.1 4.2
Intersection Summary
HCM 6th Ctrl Delay 38.1
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Page 346 of 567 ends

HCM 6th Signalized Intersection Summary
7: I-280 SB Ramps & Hickey Blvd. 04/20/2023
Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 750 820 385 911 0 0 0 0 583 2 392 Future Volume (veh/h) 0 750 820 385 911 0 0 0 0 583 2 392 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 815 0 418 990 0 767 0 285
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 22220 222
Cap, veh/h 0 1183 543 2020 0 979 0 436
Arrive On Green 0.00 0.33 0.00 0.16 0.57 0.00 0.27 0.00 0.27 Sat Flow, veh/h 0 3741 0 3456 3647 0 3563 0 1585
Grp Volume(v), veh/h 0 815 0 418 990 0 767 0 285
Grp Sat Flow(s),veh/h/ln 0 1777 0 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 11.4 0.0 6.7 9.6 0.0 11.4 0.0 9.1
Cycle Q Clear(g_c), s 0.0 11.4 0.0 6.7 9.6 0.0 11.4 0.0 9.1 Prop In Lane 0.00 0.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1183 543 2020 0 979 0 436
V/C Ratio(X) 0.00 0.69 0.77 0.49 0.00 0.78 0.00 0.65
Avail Cap(c_a), veh/h 0 2197 656 3150 0 1247 0 555
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 16.6 0.0 23.2 7.4 0.0 19.2 0.0 18.4 Incr Delay (d2), s/veh 0.0 0.7 0.0 4.6 0.2 0.0 2.6 0.0 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 4.1 0.0 2.8 2.6 0.0 4.3 0.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.3 0.0 27.8 7.6 0.0 21.8 0.0 20.2 LnGrp LOS A B C A A C A C
Approach Vol, veh/h 815 1408 1052
Approach Delay, s/veh 17.3 13.6 21.4
Approach LOS B B C
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 13.5 23.6 20.3 37.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.9 35.5 20.1 50.9
Max Q Clear Time (g_c+I1), s 8.7 13.4 13.4 11.6
Green Ext Time (p_c), s 0.4 5.7 2.4 8.5
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Page 347 of 567 ends

HCM 6th TWSC
8: Driveway & Hickey Blvd. 04/20/2023
Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 8
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1560 0 168 1101 0 27
Future Vol, veh/h 1560 0 168 1101 0 27
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1696 0 183 1197 0 29
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 848
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 305
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 305
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s 0 18.1

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 305 - -
HCM Lane V/C Ratio 0.096 - -
HCM Control Delay (s) 18.1 - -
HCM Lane LOS C - -
HCM 95th %tile Q(veh) 0.3 - -

Page 348 of 567 ends

HCM 6th Signalized Intersection Summary
9: Gellert Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 650 60 337 323 427 57 236 555 348 179 88 Future Volume (veh/h) 90 650 60 337 323 427 57 236 555 348 179 88 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.98 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 107 774 48 374 359 95 66 271 458 405 208 5 Peak Hour Factor 0.84 0.84 0.84 0.90 0.90 0.90 0.87 0.87 0.87 0.86 0.86 0.86 Percent Heavy Veh, % 222222222222
Cap, veh/h 135 818 359 410 971 432 559 1174 489 527 277 232 Arrive On Green 0.08 0.23 0.23 0.12 0.27 0.27 0.31 0.31 0.31 0.15 0.15 0.15 Sat Flow, veh/h 1781 3554 1560 3456 3554 1582 1781 3741 1557 3563 1870 1569 Grp Volume(v), veh/h 107 774 48 374 359 95 66 271 458 405 208 5 Grp Sat Flow(s),veh/h/ln 1781 1777 1560 1728 1777 1582 1781 1870 1557 1781 1870 1569 Q Serve(g_s), s 5.6 20.4 2.3 10.2 7.8 4.4 2.5 5.1 27.2 10.4 10.1 0.3 Cycle Q Clear(g_c), s 5.6 20.4 2.3 10.2 7.8 4.4 2.5 5.1 27.2 10.4 10.1 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 135 818 359 410 971 432 559 1174 489 527 277 232 V/C Ratio(X) 0.79 0.95 0.13 0.91 0.37 0.22 0.12 0.23 0.94 0.77 0.75 0.02 Avail Cap(c_a), veh/h 170 818 359 410 971 432 577 1211 504 674 354 297 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.3 36.1 29.1 41.4 28.0 26.7 23.3 24.1 31.7 39.0 38.9 34.6 Incr Delay (d2), s/veh 18.0 19.6 0.2 24.2 0.2 0.3 0.1 0.1 24.9 4.1 6.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 10.8 0.9 5.6 3.2 1.7 1.1 2.2 13.1 4.8 5.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.2 55.7 29.3 65.6 28.2 27.0 23.4 24.2 56.6 43.0 45.4 34.7 LnGrp LOS E E C E CCCCEDDC
Approach Vol, veh/h 929 828 795 618
Approach Delay, s/veh 55.0 45.0 42.8 43.8
Approach LOS DDDD
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 34.4 15.8 26.4 18.6 11.7 30.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 30.8 11.3 21.9 18.0 9.1 24.1 Max Q Clear Time (g_c+I1), s 29.2 12.2 22.4 12.4 7.6 9.8 Green Ext Time (p_c), s 0.7 0.0 0.0 1.4 0.0 2.2
Intersection Summary
HCM 6th Ctrl Delay 47.1
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Page 349 of 567 ends

HCM 6th Signalized Intersection Summary
10: Callan Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 188 675 60 17 369 71 85 293 34 68 133 164 Future Volume (veh/h) 188 675 60 17 369 71 85 293 34 68 133 164 Initial Q (Qb), veh 0 00000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 204 734 65 19 410 79 90 312 36 74 145 178 Peak Hour Factor 0.92 0.92 0.92 0.90 0.90 0.90 0.94 0.94 0.94 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 255 1075 95 41 614 117 124 408 47 112 184 226 Arrive On Green 0.14 0.33 0.33 0.02 0.21 0.21 0.07 0.25 0.25 0.06 0.24 0.24 Sat Flow, veh/h 1781 3295 292 1781 2974 568 1781 1646 190 1781 763 936 Grp Volume(v), veh/h 204 396 403 19 244 245 90 0 348 74 0 323 Grp Sat Flow(s),veh/h/ln1781 1777 1809 1781 1777 1765 1781 0 1836 1781 0 1699 Q Serve(g_s), s 5.9 10.2 10.2 0.6 6.7 6.8 2.6 0.0 9.3 2.1 0.0 9.4 Cycle Q Clear(g_c), s 5.9 10.2 10.2 0.6 6.7 6.8 2.6 0.0 9.3 2.1 0.0 9.4 Prop In Lane 1.00 0.16 1.00 0.32 1.00 0.10 1.00 0.55
Lane Grp Cap(c), veh/h 255 580 590 41 367 364 124 0 455 112 0 410 V/C Ratio(X) 0.80 0.68 0.68 0.46 0.66 0.67 0.73 0.00 0.77 0.66 0.00 0.79 Avail Cap(c_a), veh/h 320 756 770 168 605 601 185 0 670 175 0 610 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.9 15.4 15.4 25.5 19.3 19.3 24.1 0.0 18.5 24.2 0.0 18.8 Incr Delay (d2), s/veh 11.0 1.7 1.7 7.9 2.1 2.2 7.9 0.0 3.1 6.6 0.0 4.1 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/ln3.0 3.7 3.8 0.3 2.6 2.7 1.3 0.0 3.9 1.0 0.0 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.9 17.1 17.1 33.4 21.4 21.5 32.1 0.0 21.6 30.8 0.0 22.9 LnGrp LOS C B B CCCCACCAC
Approach Vol, veh/h 1003 508 438 397
Approach Delay, s/veh 20.3 21.9 23.7 24.4
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.8 17.6 5.7 21.8 8.2 17.3 12.1 15.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.2 19.3 5.0 22.5 5.5 19.0 9.5 18.0 Max Q Clear Time (g_c+I1), s4.1 11.3 2.6 12.2 4.6 11.4 7.9 8.8 Green Ext Time (p_c), s 0.0 1.3 0.0 3.5 0.0 1.2 0.1 1.9 Intersection Summary
HCM 6th Ctrl Delay 22.0
HCM 6th LOS C

Page 350 of 567 ends

HCM 6th Signalized Intersection Summary
11: Hickey Blvd. & Campus Dr. 04/20/2023
Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 11
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 207 120 117 728 354 265
Future Volume (veh/h) 207 120 117 728 354 265
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97
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 1870 1870 1870
Adj Flow Rate, veh/h 292 169 133 827 393 294
Peak Hour Factor 0.71 0.71 0.88 0.88 0.90 0.90
Percent Heavy Veh, % 2 22222
Cap, veh/h 341 198 171 1732 565 418
Arrive On Green 0.32 0.32 0.10 0.49 0.29 0.29
Sat Flow, veh/h 1076 622 1781 3647 2018 1421
Grp Volume(v), veh/h 462 0 133 827 362 325
Grp Sat Flow(s),veh/h/ln1702 0 1781 1777 1777 1569
Q Serve(g_s), s 11.7 0.0 3.4 7.2 8.3 8.5
Cycle Q Clear(g_c), s 11.7 0.0 3.4 7.2 8.3 8.5
Prop In Lane 0.63 0.37 1.00 0.91
Lane Grp Cap(c), veh/h 540 0 171 1732 522 461
V/C Ratio(X) 0.86 0.00 0.78 0.48 0.69 0.70
Avail Cap(c_a), veh/h 719 0 290 2426 751 663
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 14.8 0.0 20.4 7.9 14.5 14.5
Incr Delay (d2), s/veh 7.7 0.0 7.3 0.2 1.7 2.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln4.9 0.0 1.6 1.9 2.9 2.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.5 0.0 27.7 8.1 16.1 16.5
LnGrp LOS C A C A B B
Approach Vol, veh/h 462 960 687
Approach Delay, s/veh 22.5 10.8 16.3
Approach LOS C B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 27.0 19.1 8.9 18.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.5 19.5 7.5 19.5
Max Q Clear Time (g_c+I1), s 9.2 13.7 5.4 10.5
Green Ext Time (p_c), s 5.8 0.9 0.1 2.9
Intersection Summary
HCM 6th Ctrl Delay 15.2
HCM 6th LOSB
Notes
User approved volume balancing among the lanes for turning movement.

Page 351 of 567 ends

HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 664 455 180 63 188 257 111 910 110 214 453 321 Future Volume (veh/h) 664 455 180 63 188 257 111 910 110 214 453 321 Initial Q (Qb), veh 0 00000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 577 620 0 73 219 0 128 1046 0 240 509 0 Peak Hour Factor 0.97 0.97 0.97 0.86 0.86 0.86 0.87 0.87 0.87 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 542 569 94 301 156 1127 196 1206
Arrive On Green 0.30 0.30 0.00 0.11 0.11 0.00 0.09 0.32 0.00 0.11 0.34 0.00 Sat Flow, veh/h 1781 1870 1585 857 2748 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 577 620 0 156 136 0 128 1046 0 240 509 0 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1828 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 34.5 34.5 0.0 9.4 8.4 0.0 8.0 32.3 0.0 12.5 12.5 0.0 Cycle Q Clear(g_c), s 34.5 34.5 0.0 9.4 8.4 0.0 8.0 32.3 0.0 12.5 12.5 0.0 Prop In Lane 1.00 1.00 0.47 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 542 569 200 194 156 1127 196 1206 V/C Ratio(X) 1.06 1.09 0.78 0.70 0.82 0.93 1.22 0.42
Avail Cap(c_a), veh/h 542 569 290 282 250 1160 196 1206 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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 39.4 39.4 0.0 49.1 48.7 0.0 50.8 37.5 0.0 50.4 28.9 0.0 Incr Delay (d2), s/veh 56.8 64.2 0.0 8.0 4.5 0.0 10.7 12.6 0.0 136.6 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln23.2 25.5 0.0 4.7 3.9 0.0 3.9 15.3 0.0 12.9 5.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 96.2 103.6 0.0 57.2 53.2 0.0 61.5 50.0 0.0 187.0 29.1 0.0 LnGrp LOS F F E D E D F C
Approach Vol, veh/h 1197 292 1174 749
Approach Delay, s/veh 100.0 55.3 51.3 79.7
Approach LOS F E D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s17.0 40.4 39.0 14.5 43.0 16.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s12.5 37.0 34.5 15.9 33.6 18.0 Max Q Clear Time (g_c+I1), s14.5 34.3 36.5 10.0 14.5 11.4 Green Ext Time (p_c), s 0.0 1.6 0.0 0.1 2.9 0.8
Intersection Summary
HCM 6th Ctrl Delay 75.0
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 352 of 567 ends

HCM 6th AWSC
13: Gellert Blvd. & Victoria St. 04/20/2023
Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 13
Intersection
Intersection Delay, s/veh29.9
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 194 17 17 7 23 56 24 414 6 24 246 86 Future Vol, veh/h 194 17 17 7 23 56 24 414 6 24 246 86
Peak Hour Factor 0.86 0.86 0.86 0.75 0.75 0.75 0.86 0.86 0.86 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222
Mvmt Flow 226 20 20 9 31 75 28 481 7 29 300 105
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 18.8 12.9 42.1 26.8

HCM LOS C B E D

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 5% 85% 8% 7%
Vol Thru, % 93% 7% 27% 69%
Vol Right, % 1% 7% 65% 24%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 444 228 86 356
LT Vol 24 194 7 24
Through Vol 414 17 23 246
RT Vol 6 17 56 86
Lane Flow Rate 516 265 115 434
Geometry Grp 1111
Degree of Util (X) 0.898 0.543 0.239 0.759
Departure Headway (Hd) 6.366 7.369 7.506 6.409
Convergence, Y/N Yes Yes Yes Yes
Cap 573 493 480 569
Service Time 4.366 5.369 5.524 4.409
HCM Lane V/C Ratio 0.901 0.538 0.24 0.763
HCM Control Delay 42.1 18.8 12.9 26.8
HCM Lane LOS E C B D
HCM 95th-tile Q 10.7 3.2 0.9 6.8

Page 353 of 567 ends

HCM 6th Signalized Intersection Summary
14: Gellert Blvd. & Serramonte Blvd. 04/20/2023
Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 333 212 411 246 171 226 141 294 149 179 15 Future Volume (veh/h) 66 333 212 411 246 171 226 141 294 149 179 15 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 69 347 221 478 286 0 260 162 338 184 221 19 Peak Hour Factor 0.96 0.96 0.96 0.86 0.86 0.86 0.87 0.87 0.87 0.81 0.81 0.81 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 107 705 481 600 584 377 378 1186 303 312 27
Arrive On Green 0.06 0.20 0.20 0.17 0.31 0.00 0.11 0.20 0.20 0.09 0.18 0.18 Sat Flow, veh/h 1781 3554 1578 3456 1870 2790 3563 1870 3147 3456 1695 146 Grp Volume(v), veh/h 69 347 221 478 286 0 260 162 338 184 0 240 Grp Sat Flow(s),veh/h/ln1781 1777 1578 1728 1870 1395 1781 1870 1573 1728 0 1841 Q Serve(g_s), s 2.0 4.6 6.0 7.1 6.6 0.0 3.7 4.0 4.0 2.7 0.0 6.5 Cycle Q Clear(g_c), s 2.0 4.6 6.0 7.1 6.6 0.0 3.7 4.0 4.0 2.7 0.0 6.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.08
Lane Grp Cap(c), veh/h 107 705 481 600 584 377 378 1186 303 0 338 V/C Ratio(X) 0.64 0.49 0.46 0.80 0.49 0.69 0.43 0.29 0.61 0.00 0.71 Avail Cap(c_a), veh/h 194 1202 702 643 777 395 668 1673 331 0 630 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 0.00 1.00 Uniform Delay (d), s/veh 24.5 18.9 15.0 21.1 14.9 0.0 22.9 18.6 11.6 23.4 0.0 20.4 Incr Delay (d2), s/veh 6.3 0.5 0.7 6.6 0.6 0.0 4.7 0.8 0.1 2.7 0.0 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.0 1.8 2.0 3.1 2.6 0.0 1.7 1.7 1.2 1.1 0.0 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.8 19.5 15.7 27.7 15.5 0.0 27.7 19.3 11.8 26.1 0.0 23.1 LnGrp LOS C B B C B C B B C A C
Approach Vol, veh/h 637 764 760 424
Approach Delay, s/veh 19.4 23.1 18.8 24.4
Approach LOS B C B C
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.2 15.3 13.7 15.1 10.1 14.3 7.7 21.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.1 19.0 9.9 18.0 5.9 18.2 5.8 22.1 Max Q Clear Time (g_c+I1), s4.7 6.0 9.1 8.0 5.7 8.5 4.0 8.6 Green Ext Time (p_c), s 0.0 1.9 0.2 2.2 0.0 0.9 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 21.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Page 354 of 567 ends

HCM 6th Signalized Intersection Summary
15: Serramonte Blvd. & I-280 SB Ramps 04/20/2023
Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 741 360 0 991 502
Future Volume (veh/h) 0 741 360 0 991 502
Initial Q (Qb), veh 0 00000
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 0 1870 1870 0 1870 1870
Adj Flow Rate, veh/h 0 872 404 0 1194 605
Peak Hour Factor 0.85 0.85 0.89 0.89 0.83 0.83
Percent Heavy Veh, % 0 22022
Cap, veh/h 0 1202 1727 0 1558 1258
Arrive On Green 0.00 0.34 0.34 0.00 0.45 0.45
Sat Flow, veh/h 0 3741 5443 0 3456 2790
Grp Volume(v), veh/h 0 872 404 0 1194 605
Grp Sat Flow(s),veh/h/ln 0 1777 1702 0 1728 1395
Q Serve(g_s), s 0.0 9.2 2.4 0.0 12.4 6.5
Cycle Q Clear(g_c), s 0.0 9.2 2.4 0.0 12.4 6.5
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1202 1727 0 1558 1258
V/C Ratio(X) 0.00 0.73 0.23 0.00 0.77 0.48
Avail Cap(c_a), veh/h 0 1499 2154 0 1862 1504
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 12.4 10.1 0.0 9.8 8.2
Incr Delay (d2), s/veh 0.0 1.3 0.1 0.0 1.6 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 3.1 0.7 0.0 3.1 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.7 10.2 0.0 11.5 8.5
LnGrp LOS A BBABA
Approach Vol, veh/h 872 404 1799
Approach Delay, s/veh 13.7 10.2 10.5
Approach LOS B B B
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 18.9 23.7 18.9
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 23.0 18.0
Max Q Clear Time (g_c+I1), s 11.2 14.4 4.4
Green Ext Time (p_c), s 3.2 4.9 2.2
Intersection Summary
HCM 6th Ctrl Delay 11.4
HCM 6th LOS B

Page 355 of 567 ends

HCM 6th Signalized Intersection Summary
16: Serramonte Blvd. & I-280 NB Ramps 04/20/2023
Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 309 1430 358 2 0 0
Future Volume (veh/h) 309 1430 358 2 0 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870
Adj Flow Rate, veh/h 372 1723 442 2
Peak Hour Factor 0.83 0.83 0.81 0.81
Percent Heavy Veh, % 2 2 2 2
Cap, veh/h 634 2986 1803 8
Arrive On Green 0.18 0.84 0.50 0.50
Sat Flow, veh/h 3456 3647 3721 16
Grp Volume(v), veh/h 372 1723 216 228
Grp Sat Flow(s),veh/h/ln1728 1777 1777 1867
Q Serve(g_s), s 2.8 4.2 2.0 2.0
Cycle Q Clear(g_c), s 2.8 4.2 2.0 2.0
Prop In Lane 1.00 0.01
Lane Grp Cap(c), veh/h 634 2986 883 928
V/C Ratio(X) 0.59 0.58 0.25 0.25
Avail Cap(c_a), veh/h 1289 4480 1294 1359
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 10.5 0.7 4.1 4.1
Incr Delay (d2), s/veh 0.9 0.2 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.8 0.1 0.3 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.4 0.9 4.2 4.2
LnGrp LOS B A A A
Approach Vol, veh/h 2095 444
Approach Delay, s/veh 2.7 4.2
Approach LOS A A
Timer - Assigned Phs 4 7 8
Phs Duration (G+Y+Rc), s 28.2 9.7 18.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 35.5 10.5 20.5
Max Q Clear Time (g_c+I1), s 6.2 4.8 4.0
Green Ext Time (p_c), s 17.4 0.7 2.4
Intersection Summary
HCM 6th Ctrl Delay 3.0
HCM 6th LOS A

Page 356 of 567 ends

HCM 6th Signalized Intersection Summary
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 17
HCM 6th Edition methodology does not support more than 4 approaches.

Page 357 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 1
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 342 801 284 229 214 385 102 60 464 421 280 118 Future Volume (vph) 342 801 284 229 214 385 102 60 464 421 280 118 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 0.91 0.97 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.92 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 3433 3539 1583 1770 3121 1441 3433 3539 1583 1770 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 3433 3539 1583 1770 3121 1441 3433 3539 1583 1770 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 Adj. Flow (vph) 372 871 309 249 233 418 111 65 504 458 304 128 RTOR Reduction (vph) 0 0 217 0 0 124 0 0 0 0 172 0
Lane Group Flow (vph) 372 871 92 249 496 142 0 0 569 458 132 128 Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Protected Phases 7 4 3 8 5 5 2 1
Permitted Phases 4 8 2
Actuated Green, G (s) 5.0 17.8 17.8 5.0 17.8 17.8 5.5 14.3 14.3 5.0 Effective Green, g (s) 5.0 17.8 17.8 5.0 17.8 17.8 5.5 14.3 14.3 5.0 Actuated g/C Ratio 0.08 0.30 0.30 0.08 0.30 0.30 0.09 0.24 0.24 0.08 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 285 1048 468 147 924 426 314 842 376 147 v/s Ratio Prot 0.11 c0.25 c0.14 0.16 c0.17 c0.13 0.07
v/s Ratio Perm 0.06 0.10 0.08
v/c Ratio 1.31 0.83 0.20 1.69 0.54 0.33 1.81 0.54 0.35 0.87 Uniform Delay, d1 27.6 19.7 15.8 27.6 17.7 16.5 27.3 20.0 19.0 27.2 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 160.5 5.7 0.2 339.7 0.6 0.5 377.8 0.7 0.6 39.1 Delay (s) 188.0 25.5 16.0 367.3 18.3 17.0 405.1 20.8 19.6 66.3 Level of Service F C B F B B F C B E
Approach Delay (s) 62.6 103.9 184.8
Approach LOS E F F
Intersection Summary
HCM 2000 Control Delay 102.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.97
Actuated Cycle Length (s) 60.1 Sum of lost time (s) 18.0 Intersection Capacity Utilization 75.4% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group

Page 358 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 2 AM.syn Synchro 11 Report
TJKM Page 2
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 280 91 133
Future Volume (vph) 280 91 133
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.5 4.5
Lane Util. Factor 0.95 1.00
Frt 0.96 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3409 1583
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3409 1583
Peak-hour factor, PHF 0.92 0.92 0.92
Adj. Flow (vph) 304 99 145
RTOR Reduction (vph) 0 0 112
Lane Group Flow (vph) 403 0 33
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 13.8 13.8
Effective Green, g (s) 13.8 13.8
Actuated g/C Ratio 0.23 0.23
Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 782 363
v/s Ratio Prot 0.12
v/s Ratio Perm 0.02
v/c Ratio 0.52 0.09
Uniform Delay, d1 20.2 18.2
Progression Factor 1.00 1.00
Incremental Delay, d2 0.6 0.1
Delay (s) 20.8 18.3
Level of Service C B
Approach Delay (s) 28.9
Approach LOS C
Intersection Summary

Page 359 of 567 ends

HCM 6th TWSC
1: Gellert Blvd. & Serravista Ave. 04/20/2023
Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 1
Intersection
Int Delay, s/veh 2.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 8 146 483 16 173 734
Future Vol, veh/h 8 146 483 16 173 734
Conflicting Peds, #/hr 5 00660
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - 100 0 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 80 80 93 93 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 10 183 519 17 188 798
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1704 525 0 0 542 0
Stage 1 525 -----
Stage 2 1179 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 101 552 - - 1027 -
Stage 1 593 -----
Stage 2 292 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 82 549 - - 1021 -
Mov Cap-2 Maneuver 82 -----
Stage 1 589 -----
Stage 2 237 -----
Approach WB NB SB
HCM Control Delay, s 16.9 0 1.8

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 82 549 1021 -
HCM Lane V/C Ratio - - 0.122 0.332 0.184 -
HCM Control Delay (s) - - 54.9 14.8 9.3 -
HCM Lane LOS - - F B A -
HCM 95th %tile Q(veh) - - 0.4 1.4 0.7 -

Page 360 of 567 ends

HCM 6th TWSC
2: Marbly Ave. & Serravista Ave. 04/20/2023
Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 2
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 101 0 2 151 9 0
Future Vol, veh/h 101 0 2 151 9 0
Conflicting Peds, #/hr 0 11045
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 79 79 75 75
Heavy Vehicles, % 2 22222
Mvmt Flow 112 0 3 191 12 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 113 0 314 118
Stage 1 - - - - 113 -
Stage 2 - - - - 201 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1476 - 679 934
Stage 1 - - - - 912 -
Stage 2 - - - - 833 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1475 - 674 929
Mov Cap-2 Maneuver - - - - 674 -
Stage 1 - - - - 911 -
Stage 2 - - - - 828 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 10.4

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 674 - - 1475 -
HCM Lane V/C Ratio 0.018 - - 0.002 -
HCM Control Delay (s) 10.4 - - 7.4 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

Page 361 of 567 ends

HCM 6th TWSC
3: Serravista Ave. & Victoria St./Serra Ln. 04/20/2023
Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 3
Intersection
Int Delay, s/veh 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 1 17 0 0 5 7 59 1 11 77 14
Future Vol, veh/h 1 1 17 0 0 5 7 59 1 11 77 14
Conflicting Peds, #/hr 0 01100502205
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 80 80 80 50 50 50 84 84 84 89 89 89
Heavy Vehicles, % 2 22222222222
Mvmt Flow 1 1 21 0 0 10 8 70 1 12 87 16
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 216 213 101 220 221 73 108 0 0 73 0 0 Stage 1 124 124 - 89 89 -------
Stage 2 92 89 - 131 132 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 740 684 954 736 678 989 1483 - - 1527 - - Stage 1 880 793 - 918 821 -------
Stage 2 915 821 - 873 787 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 722 670 949 709 664 987 1476 - - 1524 - - Mov Cap-2 Maneuver 722 670 - 709 664 -------
Stage 1 870 783 - 911 814 -------
Stage 2 900 814 - 844 777 -------
Approach EB WB NB SB
HCM Control Delay, s 9 8.7 0.8 0.8

HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1476 - - 914 987 1524 - -
HCM Lane V/C Ratio 0.006 - - 0.026 0.01 0.008 - -
HCM Control Delay (s) 7.5 0 - 9 8.7 7.4 0 -
HCM Lane LOS A A - AAAA -
HCM 95th %tile Q(veh) 0 - - 0.1 0 0 - -

Page 362 of 567 ends

HCM 6th TWSC
4: Serravista Ave. & Driveway 04/20/2023
Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 4
Intersection
Int Delay, s/veh 4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 21 92 68 0 14 95
Future Vol, veh/h 21 92 68 0 14 95
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 23 100 74 0 15 103
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 74 0 - 0 220 74
Stage 1 - - - - 74 -
Stage 2 - - - - 146 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1526 - - - 768 988
Stage 1 - - - - 949 -
Stage 2 - - - - 881 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1526 - - - 756 988
Mov Cap-2 Maneuver - - - - 756 -
Stage 1 - - - - 934 -
Stage 2 - - - - 881 -
Approach EB WB SB
HCM Control Delay, s 1.4 0 9.3

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1526 - - - 951
HCM Lane V/C Ratio 0.015 - - - 0.125
HCM Control Delay (s) 7.4 0 - - 9.3
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.4

Page 363 of 567 ends

HCM 6th Signalized Intersection Summary
5: Junipero Serra Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 294 806 156 136 525 649 126 352 98 284 434 227 Future Volume (veh/h) 294 806 156 136 525 649 126 352 98 284 434 227 Initial Q (Qb), veh 000000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 303 831 0 145 559 0 138 387 0 312 477 0 Peak Hour Factor 0.97 0.97 0.97 0.94 0.94 0.94 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 237 1598 305 691 422 1454 466 1454
Arrive On Green 0.43 0.43 0.00 0.43 0.43 0.00 0.41 0.41 0.00 0.41 0.41 0.00 Sat Flow, veh/h 850 3741 0 407 1617 1585 917 3647 0 995 3554 1585 Grp Volume(v), veh/h 303 831 0 145 559 0 138 387 0 312 477 0 Grp Sat Flow(s),veh/h/ln 850 1870 0 407 1617 1585 917 1777 0 995 1777 1585 Q Serve(g_s), s 6.9 9.0 0.0 11.4 16.6 0.0 6.7 4.0 0.0 16.6 5.0 0.0 Cycle Q Clear(g_c), s 23.5 9.0 0.0 20.4 16.6 0.0 11.7 4.0 0.0 20.6 5.0 0.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 237 1598 305 691 422 1454 466 1454 V/C Ratio(X) 1.28 0.52 0.48 0.81 0.33 0.27 0.67 0.33
Avail Cap(c_a), veh/h 237 1598 305 691 422 1454 466 1454 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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.0 11.6 0.0 19.1 13.8 0.0 15.1 10.8 0.0 17.6 11.1 0.0 Incr Delay (d2), s/veh 153.9 0.3 0.0 1.1 7.1 0.0 0.4 0.1 0.0 3.7 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.0 3.1 0.0 1.6 6.2 0.0 1.2 1.3 0.0 3.6 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 179.9 11.9 0.0 20.3 20.9 0.0 15.5 10.9 0.0 21.3 11.2 0.0 LnGrp LOS F B C C B B C B
Approach Vol, veh/h 1134 704 525 789
Approach Delay, s/veh 56.8 20.8 12.1 15.2
Approach LOS E C B B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 27.0 28.0 27.0 28.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.5 23.5 22.5 23.5
Max Q Clear Time (g_c+I1), s 13.7 25.5 22.6 22.4
Green Ext Time (p_c), s 2.0 0.0 0.0 0.6
Intersection Summary
HCM 6th Ctrl Delay 30.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 364 of 567 ends

HCM 6th Signalized Intersection Summary
6: I-280 NB Ramps & Hickey Blvd. 04/20/2023
Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 182 783 259 209 738 53 770 90 422 60 90 100 Future Volume (veh/h) 182 783 259 209 738 53 770 90 422 60 90 100 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 198 851 0 218 769 51 907 0 144 66 99 6 Peak Hour Factor 0.92 0.92 0.92 0.96 0.96 0.96 0.92 0.92 0.92 0.91 0.91 0.91 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 230 1022 249 1009 67 1038 0 462 81 122 173
Arrive On Green 0.13 0.29 0.00 0.14 0.30 0.30 0.29 0.00 0.29 0.11 0.11 0.11 Sat Flow, veh/h 1781 3647 0 1781 3381 224 3563 0 1585 733 1100 1563 Grp Volume(v), veh/h 198 851 0 218 404 416 907 0 144 165 0 6 Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1829 1781 0 1585 1834 0 1563 Q Serve(g_s), s 11.5 23.7 0.0 12.7 21.8 21.8 25.5 0.0 7.5 9.3 0.0 0.4 Cycle Q Clear(g_c), s 11.5 23.7 0.0 12.7 21.8 21.8 25.5 0.0 7.5 9.3 0.0 0.4 Prop In Lane 1.00 0.00 1.00 0.12 1.00 1.00 0.40 1.00
Lane Grp Cap(c), veh/h 230 1022 249 530 545 1038 0 462 203 0 173 V/C Ratio(X) 0.86 0.83 0.88 0.76 0.76 0.87 0.00 0.31 0.81 0.00 0.03 Avail Cap(c_a), veh/h 292 1297 280 637 655 1310 0 583 315 0 268 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 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 45.0 35.2 0.0 44.5 33.6 33.6 35.5 0.0 29.1 45.9 0.0 41.9 Incr Delay (d2), s/veh 18.4 3.8 0.0 23.4 4.5 4.4 5.6 0.0 0.4 9.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.2 10.5 0.0 7.1 9.8 10.1 11.3 0.0 2.8 4.7 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.4 39.0 0.0 67.8 38.1 38.0 41.2 0.0 29.5 54.8 0.0 42.0 LnGrp LOS E D E D D D A C D A D
Approach Vol, veh/h 1049 1038 1051 171
Approach Delay, s/veh 43.6 44.3 39.6 54.4
Approach LOS DDDD
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 35.2 19.2 34.8 16.2 18.1 36.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 38.8 16.6 38.5 18.1 17.3 37.8 Max Q Clear Time (g_c+I1), s 27.5 14.7 25.7 11.3 13.5 23.8 Green Ext Time (p_c), s 3.2 0.1 4.7 0.5 0.2 4.3
Intersection Summary
HCM 6th Ctrl Delay 43.1
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Page 365 of 567 ends

HCM 6th Signalized Intersection Summary
7: I-280 SB Ramps & Hickey Blvd. 04/20/2023
Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 656 677 361 1297 0 0 0 0 552 5 416 Future Volume (veh/h) 0 656 677 361 1297 0 0 0 0 552 5 416 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 763 0 376 1351 0 751 0 306
Peak Hour Factor 0.86 0.86 0.86 0.96 0.96 0.96 0.91 0.91 0.91 Percent Heavy Veh, % 0 22220 222
Cap, veh/h 0 1108 510 1938 0 1006 0 447
Arrive On Green 0.00 0.31 0.00 0.15 0.55 0.00 0.28 0.00 0.28 Sat Flow, veh/h 0 3741 0 3456 3647 0 3563 0 1585
Grp Volume(v), veh/h 0 763 0 376 1351 0 751 0 306
Grp Sat Flow(s),veh/h/ln 0 1777 0 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 9.8 0.0 5.4 14.6 0.0 10.0 0.0 9.0
Cycle Q Clear(g_c), s 0.0 9.8 0.0 5.4 14.6 0.0 10.0 0.0 9.0 Prop In Lane 0.00 0.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1108 510 1938 0 1006 0 447
V/C Ratio(X) 0.00 0.69 0.74 0.70 0.00 0.75 0.00 0.68
Avail Cap(c_a), veh/h 0 1803 628 2755 0 1398 0 622
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 15.8 0.0 21.3 8.7 0.0 17.1 0.0 16.7 Incr Delay (d2), s/veh 0.0 0.8 0.0 3.6 0.5 0.0 1.4 0.0 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 3.5 0.0 2.2 3.9 0.0 3.4 0.0 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 16.5 0.0 24.9 9.2 0.0 18.5 0.0 18.5 LnGrp LOS A B C A A B A B
Approach Vol, veh/h 763 1727 1057
Approach Delay, s/veh 16.5 12.6 18.5
Approach LOS B B B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 12.2 20.8 19.2 33.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 26.5 20.5 40.5
Max Q Clear Time (g_c+I1), s 7.4 11.8 12.0 16.6
Green Ext Time (p_c), s 0.3 4.5 2.7 11.0
Intersection Summary
HCM 6th Ctrl Delay 15.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Page 366 of 567 ends

HCM 6th TWSC
8: Driveway & Hickey Blvd. 04/20/2023
Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 8
Intersection
Int Delay, s/veh 2.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1233 0 31 1657 0 162
Future Vol, veh/h 1233 0 31 1657 0 162
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 1298 0 33 1744 0 171
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 649
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 412
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 412
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s 0 19.8

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 412 - -
HCM Lane V/C Ratio 0.414 - -
HCM Control Delay (s) 19.8 - -
HCM Lane LOS C - -
HCM 95th %tile Q(veh) 2 - -

Page 367 of 567 ends

HCM 6th Signalized Intersection Summary
9: Gellert Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 119 391 32 558 422 675 109 282 292 553 317 196 Future Volume (veh/h) 119 391 32 558 422 675 109 282 292 553 317 196 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 0.96 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 151 495 6 613 464 343 120 310 53 614 352 29 Peak Hour Factor 0.79 0.79 0.79 0.91 0.91 0.91 0.91 0.91 0.91 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 183 678 293 706 1038 457 259 545 223 801 421 348 Arrive On Green 0.10 0.19 0.19 0.20 0.29 0.29 0.15 0.15 0.15 0.22 0.22 0.22 Sat Flow, veh/h 1781 3554 1535 3456 3554 1566 1781 3741 1530 3563 1870 1549 Grp Volume(v), veh/h 151 495 6 613 464 343 120 310 53 614 352 29 Grp Sat Flow(s),veh/h/ln 1781 1777 1535 1728 1777 1566 1781 1870 1530 1781 1870 1549 Q Serve(g_s), s 6.4 10.1 0.2 13.2 8.2 15.2 4.7 5.9 2.4 12.4 13.8 1.1 Cycle Q Clear(g_c), s 6.4 10.1 0.2 13.2 8.2 15.2 4.7 5.9 2.4 12.4 13.8 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 183 678 293 706 1038 457 259 545 223 801 421 348 V/C Ratio(X) 0.82 0.73 0.02 0.87 0.45 0.75 0.46 0.57 0.24 0.77 0.84 0.08 Avail Cap(c_a), veh/h 183 833 360 765 1255 553 429 902 369 859 451 373 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.7 29.2 25.2 29.5 22.1 24.6 30.0 30.5 29.0 27.9 28.4 23.5 Incr Delay (d2), s/veh 25.2 2.6 0.0 9.9 0.3 4.6 1.3 0.9 0.5 3.9 12.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 4.3 0.1 6.1 3.2 5.9 2.1 2.7 0.9 5.5 7.3 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.9 31.8 25.3 39.5 22.4 29.2 31.3 31.5 29.6 31.8 40.7 23.6 LnGrp LOS E CCDCCCCCCDC
Approach Vol, veh/h 652 1420 483 995
Approach Delay, s/veh 38.0 31.4 31.2 34.7
Approach LOS DCCC
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.7 20.2 19.1 21.8 12.4 26.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 17.0 18.0 18.5 7.9 27.1 Max Q Clear Time (g_c+I1), s 7.9 15.2 12.1 15.8 8.4 17.2 Green Ext Time (p_c), s 1.9 0.5 1.6 1.3 0.0 3.1
Intersection Summary
HCM 6th Ctrl Delay 33.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Page 368 of 567 ends

HCM 6th Signalized Intersection Summary
10: Callan Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 431 100 68 557 129 52 182 34 41 207 192 Future Volume (veh/h) 144 431 100 68 557 129 52 182 34 41 207 192 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 164 490 114 75 612 142 61 214 40 44 220 204 Peak Hour Factor 0.88 0.88 0.88 0.91 0.91 0.91 0.85 0.85 0.85 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 205 908 210 104 745 172 93 449 84 76 251 233 Arrive On Green 0.12 0.32 0.32 0.06 0.26 0.26 0.05 0.29 0.29 0.04 0.28 0.28 Sat Flow, veh/h 1781 2859 661 1781 2857 662 1781 1528 286 1781 885 820 Grp Volume(v), veh/h 164 303 301 75 380 374 61 0 254 44 0 424 Grp Sat Flow(s),veh/h/ln1781 1777 1744 1781 1777 1742 1781 0 1813 1781 0 1705 Q Serve(g_s), s 5.6 8.8 8.9 2.6 12.6 12.6 2.1 0.0 7.2 1.5 0.0 14.8 Cycle Q Clear(g_c), s 5.6 8.8 8.9 2.6 12.6 12.6 2.1 0.0 7.2 1.5 0.0 14.8 Prop In Lane 1.00 0.38 1.00 0.38 1.00 0.16 1.00 0.48
Lane Grp Cap(c), veh/h 205 564 554 104 463 454 93 0 533 76 0 485 V/C Ratio(X) 0.80 0.54 0.54 0.72 0.82 0.82 0.66 0.00 0.48 0.58 0.00 0.87 Avail Cap(c_a), veh/h 242 564 554 205 511 501 142 0 591 145 0 559 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.0 17.6 17.6 29.0 21.8 21.8 29.1 0.0 18.1 29.4 0.0 21.3 Incr Delay (d2), s/veh 14.8 1.0 1.1 9.1 9.5 9.9 7.6 0.0 0.7 6.8 0.0 13.1 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/ln3.1 3.4 3.3 1.3 5.9 5.9 1.1 0.0 2.9 0.8 0.0 7.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.8 18.6 18.7 38.1 31.3 31.7 36.7 0.0 18.8 36.1 0.0 34.4 LnGrp LOS D B B DCCDABDAC
Approach Vol, veh/h 768 829 315 468
Approach Delay, s/veh 23.6 32.1 22.3 34.6
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.2 22.9 8.1 24.4 7.8 22.3 11.7 20.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.1 20.4 7.2 19.3 5.0 20.5 8.5 18.0 Max Q Clear Time (g_c+I1), s3.5 9.2 4.6 10.9 4.1 16.8 7.6 14.6 Green Ext Time (p_c), s 0.0 1.1 0.0 2.3 0.0 0.9 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 28.5
HCM 6th LOS C

Page 369 of 567 ends

HCM 6th Signalized Intersection Summary
11: Hickey Blvd. & Campus Dr. 04/20/2023
Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 11
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 86 150 60 517 671 135
Future Volume (veh/h) 86 150 60 517 671 135
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99
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 1870 1870 1870
Adj Flow Rate, veh/h 109 190 65 556 737 148
Peak Hour Factor 0.79 0.79 0.93 0.93 0.91 0.91
Percent Heavy Veh, % 2 22222
Cap, veh/h 141 245 115 1908 1056 212
Arrive On Green 0.24 0.24 0.06 0.54 0.36 0.36
Sat Flow, veh/h 598 1042 1781 3647 3036 591
Grp Volume(v), veh/h 300 0 65 556 445 440
Grp Sat Flow(s),veh/h/ln1645 0 1781 1777 1777 1756
Q Serve(g_s), s 6.7 0.0 1.4 3.4 8.5 8.5
Cycle Q Clear(g_c), s 6.7 0.0 1.4 3.4 8.5 8.5
Prop In Lane 0.36 0.63 1.00 0.34
Lane Grp Cap(c), veh/h 388 0 115 1908 637 630
V/C Ratio(X) 0.77 0.00 0.57 0.29 0.70 0.70
Avail Cap(c_a), veh/h 748 0 230 2514 826 817
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 14.1 0.0 18.0 5.0 10.9 10.9
Incr Delay (d2), s/veh 3.3 0.0 4.3 0.1 1.8 1.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.4 0.0 0.6 0.7 2.7 2.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.5 0.0 22.3 5.1 12.6 12.7
LnGrp LOS B A C A B B
Approach Vol, veh/h 300 621 885
Approach Delay, s/veh 17.5 6.9 12.7
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 25.8 13.8 7.1 18.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 18.0 5.1 18.4
Max Q Clear Time (g_c+I1), s 5.4 8.7 3.4 10.5
Green Ext Time (p_c), s 3.7 0.7 0.0 3.4
Intersection Summary
HCM 6th Ctrl Delay 11.5
HCM 6th LOSB
Notes
User approved volume balancing among the lanes for turning movement.

Page 370 of 567 ends

HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 356 284 142 130 340 275 179 573 89 208 623 653 Future Volume (veh/h) 356 284 142 130 340 275 179 573 89 208 623 653 Initial Q (Qb), veh 0 00000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 348 364 0 137 358 0 188 603 0 219 656 0 Peak Hour Factor 0.92 0.92 0.92 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 398 418 180 504 226 746 258 810
Arrive On Green 0.22 0.22 0.00 0.19 0.19 0.00 0.13 0.21 0.00 0.14 0.23 0.00 Sat Flow, veh/h 1781 1870 1585 949 2650 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 348 364 0 263 232 0 188 603 0 219 656 0 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1823 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 14.6 14.6 0.0 10.6 9.4 0.0 8.0 12.5 0.0 9.3 13.6 0.0 Cycle Q Clear(g_c), s 14.6 14.6 0.0 10.6 9.4 0.0 8.0 12.5 0.0 9.3 13.6 0.0 Prop In Lane 1.00 1.00 0.52 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 398 418 346 338 226 746 258 810
V/C Ratio(X) 0.87 0.87 0.76 0.69 0.83 0.81 0.85 0.81
Avail Cap(c_a), veh/h 424 445 505 492 232 920 273 1002
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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 29.1 29.1 0.0 29.8 29.3 0.0 33.1 29.2 0.0 32.4 28.4 0.0 Incr Delay (d2), s/veh 17.2 16.1 0.0 4.0 2.5 0.0 21.8 4.5 0.0 20.7 4.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.8 8.0 0.0 4.8 4.1 0.0 4.6 5.4 0.0 5.2 5.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.3 45.2 0.0 33.7 31.8 0.0 54.9 33.7 0.0 53.1 32.5 0.0 LnGrp LOS D D C C D C D C
Approach Vol, veh/h 712 495 791 875
Approach Delay, s/veh 45.7 32.8 38.7 37.7
Approach LOS DCDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.7 20.8 21.9 14.3 22.2 19.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s11.9 20.1 18.5 10.1 21.9 21.5 Max Q Clear Time (g_c+I1), s11.3 14.5 16.6 10.0 15.6 12.6 Green Ext Time (p_c), s 0.0 1.8 0.7 0.0 2.1 1.9
Intersection Summary
HCM 6th Ctrl Delay 39.1
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 371 of 567 ends

HCM 6th AWSC
13: Gellert Blvd. & Victoria St. 04/20/2023
Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 13
Intersection
Intersection Delay, s/veh30.1
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 98 14 21 14 14 24 35 247 7 22 430 163 Future Vol, veh/h 98 14 21 14 14 24 35 247 7 22 430 163 Peak Hour Factor 0.81 0.81 0.81 0.82 0.82 0.82 0.87 0.87 0.87 0.92 0.92 0.92 Heavy Vehicles, % 2 22222222222
Mvmt Flow 121 17 26 17 17 29 40 284 8 24 467 177
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 12.7 10.8 14.9 43.7

HCM LOS B B B E

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 12% 74% 27% 4%
Vol Thru, % 85% 11% 27% 70%
Vol Right, % 2% 16% 46% 27%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 289 133 52 615
LT Vol 35 98 14 22
Through Vol 247 14 14 430
RT Vol 7 21 24 163
Lane Flow Rate 332 164 63 668
Geometry Grp 1111
Degree of Util (X) 0.523 0.304 0.12 0.943
Departure Headway (Hd) 5.666 6.662 6.83 5.076
Convergence, Y/N Yes Yes Yes Yes
Cap 631 535 528 709
Service Time 3.743 4.755 4.83 3.137
HCM Lane V/C Ratio 0.526 0.307 0.119 0.942
HCM Control Delay 14.9 12.7 10.8 43.7
HCM Lane LOS BBBE
HCM 95th-tile Q 3 1.3 0.4 13.4

Page 372 of 567 ends

HCM 6th Signalized Intersection Summary
14: Gellert Blvd. & Serramonte Blvd. 04/20/2023
Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 64 411 289 556 366 575 354 301 608 502 309 65 Future Volume (veh/h) 64 411 289 556 366 575 354 301 608 502 309 65 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.94 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 74 472 332 567 373 0 385 327 661 534 329 69 Peak Hour Factor 0.87 0.87 0.87 0.98 0.98 0.98 0.92 0.92 0.92 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 95 738 534 652 641 469 396 1231 622 387 81
Arrive On Green 0.05 0.21 0.21 0.19 0.34 0.00 0.13 0.21 0.21 0.18 0.26 0.26 Sat Flow, veh/h 1781 3554 1564 3456 1870 2790 3563 1870 2990 3456 1491 313 Grp Volume(v), veh/h 74 472 332 567 373 0 385 327 661 534 0 398 Grp Sat Flow(s),veh/h/ln1781 1777 1564 1728 1870 1395 1781 1870 1495 1728 0 1804 Q Serve(g_s), s 3.5 10.3 15.1 13.5 13.9 0.0 8.9 14.2 14.4 12.7 0.0 17.8 Cycle Q Clear(g_c), s 3.5 10.3 15.1 13.5 13.9 0.0 8.9 14.2 14.4 12.7 0.0 17.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.17
Lane Grp Cap(c), veh/h 95 738 534 652 641 469 396 1231 622 0 469 V/C Ratio(X) 0.78 0.64 0.62 0.87 0.58 0.82 0.83 0.54 0.86 0.00 0.85 Avail Cap(c_a), veh/h 139 754 541 713 641 525 428 1282 696 0 510 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 0.00 1.00 Uniform Delay (d), s/veh 39.7 30.7 23.5 33.4 22.9 0.0 35.9 32.0 19.6 33.8 0.0 29.8 Incr Delay (d2), s/veh 15.4 1.8 2.2 10.6 1.3 0.0 9.2 11.8 0.4 9.7 0.0 12.0 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/ln1.9 4.5 5.7 6.5 6.1 0.0 4.4 7.5 4.8 6.0 0.0 9.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.1 32.5 25.7 44.0 24.2 0.0 45.0 43.8 20.0 43.5 0.0 41.9 LnGrp LOS E CCDC DDBDAD
Approach Vol, veh/h 878 940 1373 932
Approach Delay, s/veh 31.8 36.2 32.7 42.8
Approach LOS CDCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s19.8 22.5 20.5 22.1 15.7 26.6 9.0 33.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s17.1 19.4 17.5 18.0 12.5 24.0 6.6 28.9 Max Q Clear Time (g_c+I1), s14.7 16.4 15.5 17.1 10.9 19.8 5.5 15.9 Green Ext Time (p_c), s 0.5 1.5 0.5 0.4 0.2 0.9 0.0 1.8 Intersection Summary
HCM 6th Ctrl Delay 35.6
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Page 373 of 567 ends

HCM 6th Signalized Intersection Summary
15: Serramonte Blvd. & I-280 SB Ramps 04/20/2023
Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1525 657 0 845 914
Future Volume (veh/h) 0 1525 657 0 845 914
Initial Q (Qb), veh 0 00000
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 0 1870 1870 0 1870 1870
Adj Flow Rate, veh/h 0 1605 722 0 889 962
Peak Hour Factor 0.95 0.95 0.91 0.91 0.95 0.95
Percent Heavy Veh, % 0 22022
Cap, veh/h 0 1690 2429 0 1291 1042
Arrive On Green 0.00 0.48 0.48 0.00 0.37 0.37
Sat Flow, veh/h 0 3741 5443 0 3456 2790
Grp Volume(v), veh/h 0 1605 722 0 889 962
Grp Sat Flow(s),veh/h/ln 0 1777 1702 0 1728 1395
Q Serve(g_s), s 0.0 25.8 5.2 0.0 13.0 19.7
Cycle Q Clear(g_c), s 0.0 25.8 5.2 0.0 13.0 19.7
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1690 2429 0 1291 1042
V/C Ratio(X) 0.00 0.95 0.30 0.00 0.69 0.92
Avail Cap(c_a), veh/h 0 1696 2436 0 1302 1051
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 15.0 9.6 0.0 15.8 17.9
Incr Delay (d2), s/veh 0.0 12.0 0.1 0.0 1.5 13.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 11.3 1.6 0.0 4.4 6.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 27.0 9.6 0.0 17.3 30.9
LnGrp LOS A C A A B C
Approach Vol, veh/h 1605 722 1851
Approach Delay, s/veh 27.0 9.6 24.4
Approach LOS C A C
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 32.9 26.8 32.9
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.5 22.5 28.5
Max Q Clear Time (g_c+I1), s 27.8 21.7 7.2
Green Ext Time (p_c), s 0.6 0.6 5.1
Intersection Summary
HCM 6th Ctrl Delay 22.8
HCM 6th LOS C

Page 374 of 567 ends

HCM 6th Signalized Intersection Summary
16: Serramonte Blvd. & I-280 NB Ramps 04/20/2023
Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 733 1640 646 15 0 0
Future Volume (veh/h) 733 1640 646 15 0 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870
Adj Flow Rate, veh/h 756 1691 710 16
Peak Hour Factor 0.97 0.97 0.91 0.91
Percent Heavy Veh, % 2 2 2 2
Cap, veh/h 1093 2980 1280 29
Arrive On Green 0.32 0.84 0.36 0.36
Sat Flow, veh/h 3456 3647 3644 80
Grp Volume(v), veh/h 756 1691 355 371
Grp Sat Flow(s),veh/h/ln1728 1777 1777 1854
Q Serve(g_s), s 5.3 4.1 4.5 4.5
Cycle Q Clear(g_c), s 5.3 4.1 4.5 4.5
Prop In Lane 1.00 0.04
Lane Grp Cap(c), veh/h 1093 2980 641 669
V/C Ratio(X) 0.69 0.57 0.55 0.55
Avail Cap(c_a), veh/h 1551 4529 1180 1231
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 8.3 0.7 7.1 7.1
Incr Delay (d2), s/veh 0.8 0.2 0.8 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.3 0.1 1.1 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.1 0.9 7.9 7.8
LnGrp LOS A A A A
Approach Vol, veh/h 2447 726
Approach Delay, s/veh 3.4 7.9
Approach LOS A A
Timer - Assigned Phs 4 7 8
Phs Duration (G+Y+Rc), s 27.9 13.3 14.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 35.5 12.5 18.5
Max Q Clear Time (g_c+I1), s 6.1 7.3 6.5
Green Ext Time (p_c), s 17.1 1.5 3.6
Intersection Summary
HCM 6th Ctrl Delay 4.4
HCM 6th LOS A

Page 375 of 567 ends

HCM 6th Signalized Intersection Summary
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 17
HCM 6th Edition methodology does not support more than 4 approaches.

Page 376 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 1
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 504 758 339 223 391 437 103 136 450 494 171 144 Future Volume (vph) 504 758 339 223 391 437 103 136 450 494 171 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 0.91 0.97 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.99 1.00 1.00 0.98 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 0.94 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 3433 3539 1555 1770 3176 1421 3433 3539 1555 1770 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 3433 3539 1555 1770 3176 1421 3433 3539 1555 1770 Peak-hour factor, PHF 0.91 0.91 0.91 0.90 0.90 0.90 0.90 0.91 0.91 0.91 0.91 0.93 Adj. Flow (vph) 554 833 373 248 434 486 114 149 495 543 188 155 RTOR Reduction (vph) 0 0 222 0 0 126 0 0 0 0 139 0
Lane Group Flow (vph) 554 833 151 248 711 197 0 0 644 543 49 155 Confl. Peds. (#/hr) 5 5 6 6
Confl. Bikes (#/hr) 1 1 1
Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Protected Phases 7 4 3 8 5 5 2 1
Permitted Phases 4 8 2
Actuated Green, G (s) 5.0 17.6 17.6 5.0 17.6 17.6 5.5 16.2 16.2 5.0 Effective Green, g (s) 5.0 17.6 17.6 5.0 17.6 17.6 5.5 16.2 16.2 5.0 Actuated g/C Ratio 0.08 0.28 0.28 0.08 0.28 0.28 0.09 0.26 0.26 0.08 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 277 1007 442 143 904 404 305 927 407 143 v/s Ratio Prot c0.16 c0.24 0.14 0.22 c0.19 0.15 0.09
v/s Ratio Perm 0.10 0.14 0.03
v/c Ratio 2.00 0.83 0.34 1.73 0.79 0.49 2.11 0.59 0.12 1.08 Uniform Delay, d1 28.4 20.7 17.5 28.4 20.4 18.4 28.1 19.9 17.4 28.4 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 462.6 5.7 0.5 357.9 4.6 0.9 511.1 1.0 0.1 99.5 Delay (s) 491.0 26.4 18.0 386.3 24.9 19.3 539.3 20.8 17.5 127.9 Level of Service F C B F C B F C B F
Approach Delay (s) 170.9 93.4 263.2
Approach LOS F F F
Intersection Summary
HCM 2000 Control Delay 152.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.06
Actuated Cycle Length (s) 61.8 Sum of lost time (s) 18.0 Intersection Capacity Utilization 83.2% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group

Page 377 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 2 PM.syn Synchro 11 Report
TJKM Page 2
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 365 149 222
Future Volume (vph) 365 149 222
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.5 4.5
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 0.99
Flpb, ped/bikes 1.00 1.00
Frt 0.96 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3373 1563
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3373 1563
Peak-hour factor, PHF 0.93 0.93 0.93
Adj. Flow (vph) 392 160 239
RTOR Reduction (vph) 0 0 178
Lane Group Flow (vph) 552 0 61
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 1 1
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 15.7 15.7
Effective Green, g (s) 15.7 15.7
Actuated g/C Ratio 0.25 0.25
Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 856 397
v/s Ratio Prot c0.16
v/s Ratio Perm 0.04
v/c Ratio 0.64 0.15
Uniform Delay, d1 20.6 17.9
Progression Factor 1.00 1.00
Incremental Delay, d2 1.7 0.2
Delay (s) 22.2 18.1
Level of Service C B
Approach Delay (s) 38.5
Approach LOS D
Intersection Summary

Page 378 of 567 ends

HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 2 AM Mit.syn Synchro 11 Report
TJKM Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 664 455 180 63 188 257 111 910 110 214 453 321 Future Volume (veh/h) 664 455 180 63 188 257 111 910 110 214 453 321 Initial Q (Qb), veh 000000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 447 803 186 73 219 0 128 1046 0 240 509 0 Peak Hour Factor 0.97 0.97 0.97 0.86 0.86 0.86 0.87 0.87 0.87 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 533 879 204 94 302 157 1133 199 1216
Arrive On Green 0.30 0.30 0.30 0.11 0.11 0.00 0.09 0.32 0.00 0.11 0.34 0.00 Sat Flow, veh/h 1781 2936 680 857 2748 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 447 511 478 156 136 0 128 1046 0 240 509 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1746 1828 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 26.3 29.6 29.6 9.3 8.3 0.0 7.9 31.9 0.0 12.5 12.3 0.0 Cycle Q Clear(g_c), s 26.3 29.6 29.6 9.3 8.3 0.0 7.9 31.9 0.0 12.5 12.3 0.0 Prop In Lane 1.00 0.39 0.47 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 533 560 523 201 195 157 1133 199 1216 V/C Ratio(X) 0.84 0.91 0.91 0.78 0.70 0.82 0.92 1.21 0.42 Avail Cap(c_a), veh/h 548 576 537 293 285 253 1173 199 1216 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 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 36.7 37.9 37.9 48.6 48.1 0.0 50.2 36.9 0.0 49.8 28.3 0.0 Incr Delay (d2), s/veh 10.8 18.8 19.8 7.7 4.5 0.0 10.3 11.8 0.0 131.3 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.8 16.1 15.2 4.6 3.9 0.0 3.9 14.9 0.0 12.6 5.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.5 56.7 57.7 56.2 52.6 0.0 60.5 48.7 0.0 181.1 28.5 0.0 LnGrp LOS D E E E D E D F C
Approach Vol, veh/h 1436 292 1174 749
Approach Delay, s/veh 54.2 54.5 50.0 77.4
Approach LOS D D D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 17.0 40.2 38.1 14.4 42.9 16.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 12.5 37.0 34.5 15.9 33.6 18.0 Max Q Clear Time (g_c+I1), s 14.5 33.9 31.6 9.9 14.3 11.3 Green Ext Time (p_c), s 0.0 1.9 2.0 0.1 2.9 0.8
Intersection Summary
HCM 6th Ctrl Delay 57.6
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 379 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 2 AM Mit.syn Synchro 11 Report
TJKM Page 3
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 342 801 284 229 214 385 102 60 464 421 280 118 Future Volume (vph) 342 801 284 229 214 385 102 60 464 421 280 118 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 0.91 0.97 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.92 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 3433 3539 1583 1770 3121 1441 3433 3539 1583 1770 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 3433 3539 1583 1770 3121 1441 3433 3539 1583 1770 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 Adj. Flow (vph) 372 871 309 249 233 418 111 65 504 458 304 128 RTOR Reduction (vph) 0 0 225 0 0 90 0 0 0 0 232 0
Lane Group Flow (vph) 372 871 84 249 496 176 0 0 569 458 72 128 Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Protected Phases 7 4 3 8 5 5 2 1
Permitted Phases 4 8 2
Actuated Green, G (s) 12.2 23.5 23.5 13.7 25.0 25.0 15.9 20.6 20.6 10.8 Effective Green, g (s) 12.2 23.5 23.5 13.7 25.0 25.0 15.9 20.6 20.6 10.8 Actuated g/C Ratio 0.14 0.27 0.27 0.16 0.29 0.29 0.18 0.24 0.24 0.12 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 483 960 429 280 900 415 630 841 376 220 v/s Ratio Prot 0.11 c0.25 c0.14 0.16 c0.17 0.13 0.07
v/s Ratio Perm 0.05 0.12 0.05
v/c Ratio 0.77 0.91 0.20 0.89 0.55 0.42 0.90 0.54 0.19 0.58 Uniform Delay, d1 35.8 30.5 24.3 35.7 26.1 25.0 34.6 28.9 26.4 35.8 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 7.4 12.0 0.2 27.0 0.7 0.7 16.3 0.7 0.3 3.9 Delay (s) 43.3 42.5 24.5 62.8 26.8 25.7 50.9 29.6 26.6 39.7 Level of Service D D C E C C DCCD
Approach Delay (s) 39.1 35.3 38.0
Approach LOS D D D
Intersection Summary
HCM 2000 Control Delay 37.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.85
Actuated Cycle Length (s) 86.6 Sum of lost time (s) 18.0 Intersection Capacity Utilization 75.4% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group

Page 380 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 2 AM Mit.syn Synchro 11 Report
TJKM Page 4
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 280 91 133
Future Volume (vph) 280 91 133
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.5 4.5
Lane Util. Factor 0.95 1.00
Frt 0.96 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3409 1583
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3409 1583
Peak-hour factor, PHF 0.92 0.92 0.92
Adj. Flow (vph) 304 99 145
RTOR Reduction (vph) 0 0 119
Lane Group Flow (vph) 403 0 26
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 15.5 15.5
Effective Green, g (s) 15.5 15.5
Actuated g/C Ratio 0.18 0.18
Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 610 283
v/s Ratio Prot c0.12
v/s Ratio Perm 0.02
v/c Ratio 0.66 0.09
Uniform Delay, d1 33.1 29.7
Progression Factor 1.00 1.00
Incremental Delay, d2 2.7 0.1
Delay (s) 35.8 29.8
Level of Service D C
Approach Delay (s) 35.2
Approach LOS D
Intersection Summary

Page 381 of 567 ends

HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/20/2023
Existing + Project Alt 2 PM Mit.syn Synchro 11 Report
TJKM Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 356 284 142 130 340 275 179 573 89 208 623 653 Future Volume (veh/h) 356 284 142 130 340 275 179 573 89 208 623 653 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 283 454 154 137 358 0 188 603 0 219 656 0 Peak Hour Factor 0.92 0.92 0.92 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 382 573 192 182 508 226 752 259 817
Arrive On Green 0.21 0.21 0.21 0.19 0.19 0.00 0.13 0.21 0.00 0.15 0.23 0.00 Sat Flow, veh/h 1781 2671 898 949 2650 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 283 317 291 263 232 0 188 603 0 219 656 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1698 1823 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 11.3 12.2 12.3 10.4 9.2 0.0 7.8 12.2 0.0 9.1 13.2 0.0 Cycle Q Clear(g_c), s 11.3 12.2 12.3 10.4 9.2 0.0 7.8 12.2 0.0 9.1 13.2 0.0 Prop In Lane 1.00 0.53 0.52 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 382 401 364 349 340 226 752 259 817 V/C Ratio(X) 0.74 0.79 0.80 0.75 0.68 0.83 0.80 0.85 0.80 Avail Cap(c_a), veh/h 434 456 414 516 503 237 941 279 1025 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 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 27.8 28.2 28.3 29.0 28.5 0.0 32.3 28.4 0.0 31.6 27.6 0.0 Incr Delay (d2), s/veh 5.8 8.1 9.6 3.5 2.4 0.0 20.7 4.1 0.0 19.7 3.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 6.0 5.7 4.6 3.9 0.0 4.4 5.2 0.0 5.0 5.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.7 36.3 37.8 32.5 30.9 0.0 53.0 32.5 0.0 51.3 31.4 0.0 LnGrp LOS CDDCC DC DC
Approach Vol, veh/h 891 495 791 875
Approach Delay, s/veh 36.0 31.8 37.4 36.3
Approach LOS DCDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.5 20.6 20.8 14.1 21.9 19.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 11.9 20.1 18.5 10.1 21.9 21.5 Max Q Clear Time (g_c+I1), s 11.1 14.2 14.3 9.8 15.2 12.4 Green Ext Time (p_c), s 0.1 1.8 1.8 0.0 2.2 1.9
Intersection Summary
HCM 6th Ctrl Delay 35.8
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 382 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 2 PM Mit.syn Synchro 11 Report
TJKM Page 3
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 504 758 339 223 391 437 103 136 450 494 171 144 Future Volume (vph) 504 758 339 223 391 437 103 136 450 494 171 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 0.91 0.97 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 0.99 0.99 1.00 1.00 0.98 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 0.94 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 3433 3539 1551 1770 3176 1421 3433 3539 1551 1770 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 3433 3539 1551 1770 3176 1421 3433 3539 1551 1770 Peak-hour factor, PHF 0.91 0.91 0.91 0.90 0.90 0.90 0.90 0.91 0.91 0.91 0.91 0.93 Adj. Flow (vph) 554 833 373 248 434 486 114 149 495 543 188 155 RTOR Reduction (vph) 0 0 279 0 0 140 0 0 0 0 122 0
Lane Group Flow (vph) 554 833 94 248 711 183 0 0 644 543 66 155 Confl. Peds. (#/hr) 5 5 6 6
Confl. Bikes (#/hr) 1 1 1
Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Protected Phases 7 4 3 8 5 5 2 1
Permitted Phases 4 8 2
Actuated Green, G (s) 14.8 22.3 22.3 13.0 20.5 20.5 17.5 24.9 24.9 10.7 Effective Green, g (s) 14.8 22.3 22.3 13.0 20.5 20.5 17.5 24.9 24.9 10.7 Actuated g/C Ratio 0.17 0.25 0.25 0.15 0.23 0.23 0.20 0.28 0.28 0.12 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 571 887 389 258 732 327 675 991 434 213 v/s Ratio Prot c0.16 c0.24 0.14 0.22 c0.19 0.15 0.09
v/s Ratio Perm 0.06 0.13 0.04
v/c Ratio 0.97 0.94 0.24 0.96 0.97 0.56 0.95 0.55 0.15 0.73 Uniform Delay, d1 36.8 32.6 26.5 37.7 33.9 30.2 35.3 27.2 24.1 37.7 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 30.1 17.1 0.3 45.1 26.2 2.1 23.7 0.6 0.2 11.7 Delay (s) 66.9 49.7 26.9 82.8 60.1 32.3 59.0 27.8 24.2 49.4 Level of Service E D C F E C E C C D
Approach Delay (s) 50.3 57.5 42.0
Approach LOS D E D
Intersection Summary
HCM 2000 Control Delay 47.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.94
Actuated Cycle Length (s) 88.9 Sum of lost time (s) 18.0 Intersection Capacity Utilization 83.2% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group

Page 383 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Existing + Project Alt 2 PM Mit.syn Synchro 11 Report
TJKM Page 4
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 365 149 222
Future Volume (vph) 365 149 222
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.5 4.5
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 0.99
Flpb, ped/bikes 1.00 1.00
Frt 0.96 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3372 1563
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3372 1563
Peak-hour factor, PHF 0.93 0.93 0.93
Adj. Flow (vph) 392 160 239
RTOR Reduction (vph) 0 0 190
Lane Group Flow (vph) 552 0 49
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 1 1
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 18.1 18.1
Effective Green, g (s) 18.1 18.1
Actuated g/C Ratio 0.20 0.20
Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 686 318
v/s Ratio Prot c0.16
v/s Ratio Perm 0.03
v/c Ratio 0.80 0.15
Uniform Delay, d1 33.7 29.1
Progression Factor 1.00 1.00
Incremental Delay, d2 6.8 0.2
Delay (s) 40.5 29.3
Level of Service D C
Approach Delay (s) 39.2
Approach LOS D
Intersection Summary

Page 384 of 567 ends

455 Hickey Boulevard Traffic Impact Study

Appendix E – Cumulative Conditions
Intersection Level of Service Worksheets

Page 385 of 567 ends

HCM 6th TWSC
1: Gellert Blvd. & Serravista Ave. 04/20/2023
Cumulative AM.syn Synchro 11 Report
TJKM Page 1
Intersection
Int Delay, s/veh 3.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 125 698 17 94 311
Future Vol, veh/h 9 125 698 17 94 311
Conflicting Peds, #/hr 5 20330
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - 100 0 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 73 73 91 91 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 12 171 767 19 104 346
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1329 772 0 0 789 0
Stage 1 770 -----
Stage 2 559 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 171 400 - - 831 -
Stage 1 457 -----
Stage 2 572 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 148 398 - - 829 -
Mov Cap-2 Maneuver 148 -----
Stage 1 456 -----
Stage 2 498 -----
Approach WB NB SB
HCM Control Delay, s 21.4 0 2.3

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 148 398 829 -
HCM Lane V/C Ratio - - 0.083 0.43 0.126 -
HCM Control Delay (s) - - 31.5 20.7 10 -
HCM Lane LOS - - D C A -
HCM 95th %tile Q(veh) - - 0.3 2.1 0.4 -

Page 386 of 567 ends

HCM 6th TWSC
2: Marbly Ave. & Serravista Ave. 04/20/2023
Cumulative AM.syn Synchro 11 Report
TJKM Page 2
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 86 9 2 123 14 0
Future Vol, veh/h 86 9 2 123 14 0
Conflicting Peds, #/hr 0 22010
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 61 61 80 80 67 67
Heavy Vehicles, % 2 22222
Mvmt Flow 141 15 3 154 21 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 158 0 312 151
Stage 1 - - - - 151 -
Stage 2 - - - - 161 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1422 - 681 895
Stage 1 - - - - 877 -
Stage 2 - - - - 868 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1419 - 678 893
Mov Cap-2 Maneuver - - - - 678 -
Stage 1 - - - - 875 -
Stage 2 - - - - 865 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 10.5

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 678 - - 1419 -
HCM Lane V/C Ratio 0.031 - - 0.002 -
HCM Control Delay (s) 10.5 - - 7.5 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

Page 387 of 567 ends

HCM 6th TWSC
3: Serravista Ave. & Victoria St./Serra Ln. 04/20/2023
Cumulative AM.syn Synchro 11 Report
TJKM Page 3
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 0 8 0 9 11 23 114 0 4 36 2
Future Vol, veh/h 6 0 8 0 9 11 23 114 0 4 36 2
Conflicting Peds, #/hr 1 00001205502
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 45 45 45 55 55 55 68 68 68 65 65 65
Heavy Vehicles, % 2 22222222222
Mvmt Flow 13 0 18 0 16 20 34 168 0 6 55 3
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 326 312 59 319 313 174 60 0 0 173 0 0 Stage 1 71 71 - 241 241 -------
Stage 2 255 241 - 78 72 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 627 603 1007 634 602 869 1544 - - 1404 - - Stage 1 939 836 - 762 706 -------
Stage 2 749 706 - 931 835 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 585 582 1005 607 581 864 1541 - - 1397 - - Mov Cap-2 Maneuver 585 582 - 607 581 -------
Stage 1 915 831 - 740 686 -------
Stage 2 696 686 - 911 830 -------
Approach EB WB NB SB
HCM Control Delay, s 9.9 10.4 1.2 0.7

HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1541 - - 769 709 1397 - -
HCM Lane V/C Ratio 0.022 - - 0.04 0.051 0.004 - -
HCM Control Delay (s) 7.4 0 - 9.9 10.4 7.6 0 -
HCM Lane LOS A A - ABAA -
HCM 95th %tile Q(veh) 0.1 - - 0.1 0.2 0 - -

Page 388 of 567 ends

HCM 6th TWSC
4: Serravista Ave. & Driveway 04/20/2023
Cumulative AM.syn Synchro 11 Report
TJKM Page 4
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 49 125 0 0 0
Future Vol, veh/h 0 49 125 0 0 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 53 136 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 136 0 - 0 189 136
Stage 1 - - - - 136 -
Stage 2 - - - - 53 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1448 - - - 800 913
Stage 1 - - - - 890 -
Stage 2 - - - - 970 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1448 - - - 800 913
Mov Cap-2 Maneuver - - - - 800 -
Stage 1 - - - - 890 -
Stage 2 - - - - 970 -
Approach EB WB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1448 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 ----

Page 389 of 567 ends

HCM 6th Signalized Intersection Summary
5: Junipero Serra Blvd. & Hickey Blvd. 04/20/2023
Cumulative AM.syn Synchro 11 Report
TJKM Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 324 573 164 53 357 552 116 581 131 427 312 236 Future Volume (veh/h) 324 573 164 53 357 552 116 581 131 427 312 236 Initial Q (Qb), veh 000000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 381 674 0 58 388 0 126 632 0 480 351 0 Peak Hour Factor 0.85 0.85 0.85 0.92 0.92 0.92 0.92 0.92 0.92 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 462 1496 196 1136 504 1421 375 1421
Arrive On Green 0.40 0.40 0.00 0.40 0.40 0.00 0.40 0.40 0.00 0.40 0.40 0.00 Sat Flow, veh/h 996 3741 0 238 2839 1585 1030 3647 0 795 3554 1585 Grp Volume(v), veh/h 381 674 0 222 224 0 126 632 0 480 351 0 Grp Sat Flow(s),veh/h/ln 996 1870 0 1460 1617 1585 1030 1777 0 795 1777 1585 Q Serve(g_s), s 13.7 5.9 0.0 0.1 4.3 0.0 4.2 5.8 0.0 12.2 3.0 0.0 Cycle Q Clear(g_c), s 18.0 5.9 0.0 6.1 4.3 0.0 7.1 5.8 0.0 18.0 3.0 0.0 Prop In Lane 1.00 0.00 0.26 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 462 1496 685 647 504 1421 375 1421 V/C Ratio(X) 0.82 0.45 0.32 0.35 0.25 0.44 1.28 0.25
Avail Cap(c_a), veh/h 462 1496 685 647 504 1421 375 1421 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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 17.1 9.9 0.0 9.2 9.4 0.0 11.4 9.9 0.0 19.0 9.0 0.0 Incr Delay (d2), s/veh 11.5 0.2 0.0 0.3 0.3 0.0 0.3 0.2 0.0 145.4 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 1.8 0.0 1.2 1.2 0.0 0.7 1.6 0.0 18.6 0.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.6 10.1 0.0 9.5 9.7 0.0 11.6 10.1 0.0 164.4 9.1 0.0 LnGrp LOS C B A A B B F A
Approach Vol, veh/h 1055 446 758 831
Approach Delay, s/veh 16.8 9.6 10.3 98.8
Approach LOS B A B F
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 9.1 20.0 20.0 8.1
Green Ext Time (p_c), s 3.0 0.0 0.0 1.9
Intersection Summary
HCM 6th Ctrl Delay 36.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 390 of 567 ends

HCM 6th Signalized Intersection Summary
6: I-280 NB Ramps & Hickey Blvd. 04/20/2023
Cumulative AM.syn Synchro 11 Report
TJKM Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 750 132 114 482 49 523 54 462 163 168 4 Future Volume (veh/h) 130 750 132 114 482 49 523 54 462 163 168 4 Initial Q (Qb), veh 0 00000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 149 862 0 134 567 50 617 0 274 172 177 1 Peak Hour Factor 0.87 0.87 0.87 0.85 0.85 0.85 0.91 0.91 0.91 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 183 1085 165 974 86 730 0 325 184 189 324
Arrive On Green 0.10 0.31 0.00 0.09 0.29 0.29 0.20 0.00 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1781 3647 0 1781 3304 291 3563 0 1585 900 926 1585 Grp Volume(v), veh/h 149 862 0 134 304 313 617 0 274 349 0 1 Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1818 1781 0 1585 1825 0 1585 Q Serve(g_s), s 7.6 20.8 0.0 6.9 13.6 13.7 15.5 0.0 15.5 17.5 0.0 0.0 Cycle Q Clear(g_c), s 7.6 20.8 0.0 6.9 13.6 13.7 15.5 0.0 15.5 17.5 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.16 1.00 1.00 0.49 1.00
Lane Grp Cap(c), veh/h 183 1085 165 524 536 730 0 325 374 0 324 V/C Ratio(X) 0.81 0.79 0.81 0.58 0.58 0.85 0.00 0.84 0.93 0.00 0.00 Avail Cap(c_a), veh/h 281 1580 174 684 699 851 0 379 374 0 324 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 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.0 29.7 0.0 41.6 28.0 28.0 35.7 0.0 35.7 36.5 0.0 29.5 Incr Delay (d2), s/veh 10.2 1.8 0.0 23.9 1.0 1.0 7.0 0.0 14.2 30.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.8 8.7 0.0 4.1 5.7 5.9 7.1 0.0 7.1 10.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.2 31.5 0.0 65.5 29.0 29.0 42.7 0.0 49.8 66.8 0.0 29.5 LnGrp LOS D C E C C D A D E A C
Approach Vol, veh/h 1011 751 891 350
Approach Delay, s/veh 34.4 35.5 44.9 66.7
Approach LOS C D D E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.6 13.1 33.0 23.6 14.1 32.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.3 9.1 41.5 19.1 14.7 35.9 Max Q Clear Time (g_c+I1), s 17.5 8.9 22.8 19.5 9.6 15.7 Green Ext Time (p_c), s 1.6 0.0 5.7 0.0 0.2 3.6
Intersection Summary
HCM 6th Ctrl Delay 41.6
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Page 391 of 567 ends

HCM 6th Signalized Intersection Summary
7: I-280 SB Ramps & Hickey Blvd. 04/20/2023
Cumulative AM.syn Synchro 11 Report
TJKM Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 419 970 206 773 0 0 0 0 604 2 315 Future Volume (veh/h) 0 419 970 206 773 0 0 0 0 604 2 315 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 455 0 224 840 0 764 0 229
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 22220 222
Cap, veh/h 0 849 395 1654 0 1104 0 491
Arrive On Green 0.00 0.24 0.00 0.11 0.47 0.00 0.31 0.00 0.31 Sat Flow, veh/h 0 3741 0 3456 3647 0 3563 0 1585
Grp Volume(v), veh/h 0 455 0 224 840 0 764 0 229
Grp Sat Flow(s),veh/h/ln 0 1777 0 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 4.5 0.0 2.5 6.6 0.0 7.6 0.0 4.7
Cycle Q Clear(g_c), s 0.0 4.5 0.0 2.5 6.6 0.0 7.6 0.0 4.7 Prop In Lane 0.00 0.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 849 395 1654 0 1104 0 491
V/C Ratio(X) 0.00 0.54 0.57 0.51 0.00 0.69 0.00 0.47
Avail Cap(c_a), veh/h 0 3148 940 4513 0 1787 0 795
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 13.3 0.0 16.8 7.5 0.0 12.1 0.0 11.2 Incr Delay (d2), s/veh 0.0 0.5 0.0 1.3 0.2 0.0 0.8 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 1.5 0.0 0.9 1.6 0.0 2.1 0.0 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.8 0.0 18.1 7.7 0.0 12.9 0.0 11.8 LnGrp LOS A B B A A B A B
Approach Vol, veh/h 455 1064 993
Approach Delay, s/veh 13.8 9.9 12.7
Approach LOS B A B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 9.1 14.1 16.9 23.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.9 35.5 20.1 50.9
Max Q Clear Time (g_c+I1), s 4.5 6.5 9.6 8.6
Green Ext Time (p_c), s 0.4 3.1 2.9 6.8
Intersection Summary
HCM 6th Ctrl Delay 11.7
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Page 392 of 567 ends

HCM 6th TWSC
8: Driveway & Hickey Blvd. 04/20/2023
Cumulative AM.syn Synchro 11 Report
TJKM Page 8
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1388 0 88 998 0 8
Future Vol, veh/h 1388 0 88 998 0 8
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1509 0 96 1085 0 9
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 755
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 351
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 351
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s 0 15.5

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 351 - -
HCM Lane V/C Ratio 0.025 - -
HCM Control Delay (s) 15.5 - -
HCM Lane LOS C - -
HCM 95th %tile Q(veh) 0.1 - -

Page 393 of 567 ends

HCM 6th Signalized Intersection Summary
9: Gellert Blvd. & Hickey Blvd. 04/20/2023
Cumulative AM.syn Synchro 11 Report
TJKM Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 89 695 17 262 319 417 40 452 278 408 204 90 Future Volume (veh/h) 89 695 17 262 319 417 40 452 278 408 204 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.98 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 106 827 2 291 354 87 46 520 130 474 237 8 Peak Hour Factor 0.84 0.84 0.84 0.90 0.90 0.90 0.87 0.87 0.87 0.86 0.86 0.86 Percent Heavy Veh, % 222222222222
Cap, veh/h 136 922 405 351 1012 450 349 733 304 661 347 292 Arrive On Green 0.08 0.26 0.26 0.10 0.28 0.28 0.20 0.20 0.20 0.19 0.19 0.19 Sat Flow, veh/h 1781 3554 1561 3456 3554 1582 1781 3741 1552 3563 1870 1572 Grp Volume(v), veh/h 106 827 2 291 354 87 46 520 130 474 237 8 Grp Sat Flow(s),veh/h/ln 1781 1777 1561 1728 1777 1582 1781 1870 1552 1781 1870 1572 Q Serve(g_s), s 4.1 15.7 0.1 5.8 5.5 2.9 1.5 9.1 5.1 8.7 8.3 0.3 Cycle Q Clear(g_c), s 4.1 15.7 0.1 5.8 5.5 2.9 1.5 9.1 5.1 8.7 8.3 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 136 922 405 351 1012 450 349 733 304 661 347 292 V/C Ratio(X) 0.78 0.90 0.00 0.83 0.35 0.19 0.13 0.71 0.43 0.72 0.68 0.03 Avail Cap(c_a), veh/h 191 940 413 351 1012 450 469 984 408 917 481 405 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.7 25.0 19.2 30.8 19.9 18.9 23.2 26.3 24.7 26.7 26.6 23.3 Incr Delay (d2), s/veh 12.6 11.1 0.0 15.2 0.2 0.2 0.2 1.5 1.0 1.6 2.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 7.5 0.0 3.0 2.2 1.0 0.6 4.0 1.9 3.7 3.7 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.3 36.1 19.2 46.1 20.1 19.1 23.4 27.8 25.6 28.4 28.9 23.3 LnGrp LOS D D B D C B CCCCCC
Approach Vol, veh/h 935 732 696 719
Approach Delay, s/veh 37.0 30.3 27.1 28.5
Approach LOS DCCC
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.2 11.6 22.6 17.5 9.8 24.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.4 7.1 18.5 18.0 7.5 18.1 Max Q Clear Time (g_c+I1), s 11.1 7.8 17.7 10.7 6.1 7.5 Green Ext Time (p_c), s 2.4 0.0 0.4 2.0 0.0 1.8
Intersection Summary
HCM 6th Ctrl Delay 31.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Page 394 of 567 ends

HCM 6th Signalized Intersection Summary
10: Callan Blvd. & Hickey Blvd. 04/20/2023
Cumulative AM.syn Synchro 11 Report
TJKM Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 188 688 53 17 364 59 86 313 34 55 130 172 Future Volume (veh/h) 188 688 53 17 364 59 86 313 34 55 130 172 Initial Q (Qb), veh 0 00000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 204 748 58 19 404 66 91 333 36 60 141 187 Peak Hour Factor 0.92 0.92 0.92 0.90 0.90 0.90 0.94 0.94 0.94 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 255 1068 83 41 613 99 124 430 46 99 178 236
Arrive On Green 0.14 0.32 0.32 0.02 0.20 0.20 0.07 0.26 0.26 0.06 0.24 0.24 Sat Flow, veh/h 1781 3335 258 1781 3059 496 1781 1658 179 1781 728 966 Grp Volume(v), veh/h 204 398 408 19 233 237 91 0 369 60 0 328 Grp Sat Flow(s),veh/h/ln1781 1777 1816 1781 1777 1778 1781 0 1838 1781 0 1694 Q Serve(g_s), s 5.8 10.3 10.4 0.6 6.4 6.5 2.6 0.0 9.8 1.7 0.0 9.5 Cycle Q Clear(g_c), s 5.8 10.3 10.4 0.6 6.4 6.5 2.6 0.0 9.8 1.7 0.0 9.5 Prop In Lane 1.00 0.14 1.00 0.28 1.00 0.10 1.00 0.57
Lane Grp Cap(c), veh/h 255 569 582 41 356 356 124 0 476 99 0 415 V/C Ratio(X) 0.80 0.70 0.70 0.46 0.66 0.66 0.73 0.00 0.77 0.61 0.00 0.79 Avail Cap(c_a), veh/h 321 759 776 169 608 608 186 0 674 176 0 611 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.8 15.7 15.7 25.4 19.4 19.4 24.0 0.0 18.1 24.3 0.0 18.6 Incr Delay (d2), s/veh 10.8 1.9 1.8 7.9 2.0 2.1 8.0 0.0 3.7 5.9 0.0 4.3 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/ln2.9 3.8 3.9 0.3 2.5 2.6 1.3 0.0 4.2 0.8 0.0 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.7 17.5 17.5 33.3 21.4 21.5 32.0 0.0 21.7 30.2 0.0 22.9 LnGrp LOS C B B CCCCACCAC
Approach Vol, veh/h 1010 489 460 388
Approach Delay, s/veh 20.6 21.9 23.8 24.0
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.4 18.1 5.7 21.4 8.2 17.4 12.0 15.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.2 19.3 5.0 22.5 5.5 19.0 9.5 18.0 Max Q Clear Time (g_c+I1), s3.7 11.8 2.6 12.4 4.6 11.5 7.8 8.5 Green Ext Time (p_c), s 0.0 1.3 0.0 3.5 0.0 1.2 0.1 1.9 Intersection Summary
HCM 6th Ctrl Delay 22.1
HCM 6th LOS C

Page 395 of 567 ends

HCM 6th Signalized Intersection Summary
11: Hickey Blvd. & Campus Dr. 04/20/2023
Cumulative AM.syn Synchro 11 Report
TJKM Page 11
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 62 263 206 897 546 155
Future Volume (veh/h) 62 263 206 897 546 155
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97
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 1870 1870 1870
Adj Flow Rate, veh/h 87 370 234 1019 607 172
Peak Hour Factor 0.71 0.71 0.88 0.88 0.90 0.90
Percent Heavy Veh, % 2 22222
Cap, veh/h 97 414 249 1830 792 224
Arrive On Green 0.32 0.32 0.14 0.51 0.29 0.29
Sat Flow, veh/h 307 1304 1781 3647 2810 768
Grp Volume(v), veh/h 458 0 234 1019 397 382
Grp Sat Flow(s),veh/h/ln1614 0 1781 1777 1777 1708
Q Serve(g_s), s 14.5 0.0 7.0 10.5 10.9 11.0
Cycle Q Clear(g_c), s 14.5 0.0 7.0 10.5 10.9 11.0
Prop In Lane 0.19 0.81 1.00 0.45
Lane Grp Cap(c), veh/h 513 0 249 1830 518 498
V/C Ratio(X) 0.89 0.00 0.94 0.56 0.77 0.77
Avail Cap(c_a), veh/h 586 0 249 2083 645 619
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 17.5 0.0 22.9 8.9 17.4 17.4
Incr Delay (d2), s/veh 14.7 0.0 41.2 0.3 4.3 4.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln6.8 0.0 5.5 3.0 4.4 4.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.2 0.0 64.2 9.1 21.7 22.0
LnGrp LOS C A E A C C
Approach Vol, veh/h 458 1253 779
Approach Delay, s/veh 32.2 19.4 21.8
Approach LOS C B C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 32.2 21.6 12.0 20.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.5 19.5 7.5 19.5
Max Q Clear Time (g_c+I1), s 12.5 16.5 9.0 13.0
Green Ext Time (p_c), s 7.0 0.5 0.0 2.6
Intersection Summary
HCM 6th Ctrl Delay 22.5
HCM 6th LOSC
Notes
User approved volume balancing among the lanes for turning movement.

Page 396 of 567 ends

HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/20/2023
Cumulative AM.syn Synchro 11 Report
TJKM Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 721 433 170 61 178 313 112 963 76 262 502 330 Future Volume (veh/h) 721 433 170 61 178 313 112 963 76 262 502 330 Initial Q (Qb), veh 0 00000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 594 654 0 71 207 0 129 1107 0 294 564 0 Peak Hour Factor 0.97 0.97 0.97 0.86 0.86 0.86 0.87 0.87 0.87 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 539 566 92 287 157 1152 195 1228
Arrive On Green 0.30 0.30 0.00 0.11 0.11 0.00 0.09 0.32 0.00 0.11 0.35 0.00 Sat Flow, veh/h 1781 1870 1585 875 2729 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 594 654 0 148 130 0 129 1107 0 294 564 0 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1827 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 34.5 34.5 0.0 9.0 8.0 0.0 8.1 34.8 0.0 12.5 14.1 0.0 Cycle Q Clear(g_c), s 34.5 34.5 0.0 9.0 8.0 0.0 8.1 34.8 0.0 12.5 14.1 0.0 Prop In Lane 1.00 1.00 0.48 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 539 566 192 187 157 1152 195 1228 V/C Ratio(X) 1.10 1.15 0.77 0.69 0.82 0.96 1.50 0.46
Avail Cap(c_a), veh/h 539 566 289 281 249 1154 195 1228 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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 39.7 39.7 0.0 49.6 49.2 0.0 51.0 37.8 0.0 50.7 29.0 0.0 Incr Delay (d2), s/veh 69.5 88.4 0.0 7.0 4.5 0.0 11.2 17.8 0.0 251.8 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/ln25.1 29.3 0.0 4.4 3.8 0.0 4.0 17.2 0.0 19.1 5.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 109.2 128.1 0.0 56.6 53.7 0.0 62.3 55.6 0.0 302.6 29.3 0.0 LnGrp LOS F F E D E E F C
Approach Vol, veh/h 1248 278 1236 858
Approach Delay, s/veh 119.1 55.3 56.3 122.9
Approach LOS F E E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s17.0 41.5 39.0 14.6 43.9 16.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s12.5 37.0 34.5 15.9 33.6 18.0 Max Q Clear Time (g_c+I1), s14.5 36.8 36.5 10.1 16.1 11.0 Green Ext Time (p_c), s 0.0 0.1 0.0 0.1 3.2 0.8
Intersection Summary
HCM 6th Ctrl Delay 93.7
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 397 of 567 ends

HCM 6th AWSC
13: Gellert Blvd. & Victoria St. 04/20/2023
Cumulative AM.syn Synchro 11 Report
TJKM Page 13
Intersection
Intersection Delay, s/veh26.1
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 167 17 17 6 23 56 24 415 5 24 237 87 Future Vol, veh/h 167 17 17 6 23 56 24 415 5 24 237 87
Peak Hour Factor 0.86 0.86 0.86 0.75 0.75 0.75 0.86 0.86 0.86 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222
Mvmt Flow 194 20 20 8 31 75 28 483 6 29 289 106
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 16.2 12.2 36.1 23.1

HCM LOS C B E C

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 5% 83% 7% 7%
Vol Thru, % 93% 8% 27% 68%
Vol Right, % 1% 8% 66% 25%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 444 201 85 348
LT Vol 24 167 6 24
Through Vol 415 17 23 237
RT Vol 5 17 56 87
Lane Flow Rate 516 234 113 424
Geometry Grp 1111
Degree of Util (X) 0.865 0.462 0.223 0.716
Departure Headway (Hd) 6.033 7.122 7.097 6.07
Convergence, Y/N Yes Yes Yes Yes
Cap 599 505 502 594
Service Time 4.091 5.197 5.19 4.131
HCM Lane V/C Ratio 0.861 0.463 0.225 0.714
HCM Control Delay 36.1 16.2 12.2 23.1
HCM Lane LOS E C B C
HCM 95th-tile Q 9.7 2.4 0.8 5.9

Page 398 of 567 ends

HCM 6th Signalized Intersection Summary
14: Gellert Blvd. & Serramonte Blvd. 04/20/2023
Cumulative AM.syn Synchro 11 Report
TJKM Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 461 254 464 273 198 247 162 480 143 199 15 Future Volume (veh/h) 66 461 254 464 273 198 247 162 480 143 199 15 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 69 480 265 540 317 0 284 186 552 177 246 19 Peak Hour Factor 0.96 0.96 0.96 0.86 0.86 0.86 0.87 0.87 0.87 0.81 0.81 0.81 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 103 787 512 593 627 364 399 1216 282 330 26
Arrive On Green 0.06 0.22 0.22 0.17 0.34 0.00 0.10 0.21 0.21 0.08 0.19 0.19 Sat Flow, veh/h 1781 3554 1579 3456 1870 2790 3563 1870 3148 3456 1712 132 Grp Volume(v), veh/h 69 480 265 540 317 0 284 186 552 177 0 265 Grp Sat Flow(s),veh/h/ln1781 1777 1579 1728 1870 1395 1781 1870 1574 1728 0 1844 Q Serve(g_s), s 2.2 7.0 7.9 8.9 7.8 0.0 4.5 5.0 7.5 2.9 0.0 7.8 Cycle Q Clear(g_c), s 2.2 7.0 7.9 8.9 7.8 0.0 4.5 5.0 7.5 2.9 0.0 7.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 103 787 512 593 627 364 399 1216 282 0 356 V/C Ratio(X) 0.67 0.61 0.52 0.91 0.51 0.78 0.47 0.45 0.63 0.00 0.75 Avail Cap(c_a), veh/h 179 1108 654 593 716 364 616 1580 305 0 581 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 0.00 1.00 Uniform Delay (d), s/veh 26.6 20.2 15.9 23.5 15.4 0.0 25.3 19.8 13.2 25.7 0.0 22.0 Incr Delay (d2), s/veh 7.2 0.8 0.8 18.3 0.6 0.0 10.4 0.8 0.3 3.6 0.0 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 2.8 2.6 4.8 3.1 0.0 2.3 2.1 2.4 1.2 0.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.9 21.0 16.7 41.8 16.0 0.0 35.7 20.7 13.5 29.3 0.0 25.1 LnGrp LOS C C B D B D C B C A C
Approach Vol, veh/h 814 857 1022 442
Approach Delay, s/veh 20.7 32.3 21.0 26.7
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.2 16.8 14.4 17.3 10.4 15.6 7.8 23.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.1 19.0 9.9 18.0 5.9 18.2 5.8 22.1 Max Q Clear Time (g_c+I1), s4.9 9.5 10.9 9.9 6.5 9.8 4.2 9.8 Green Ext Time (p_c), s 0.0 2.5 0.0 2.6 0.0 0.9 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 24.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Page 399 of 567 ends

HCM 6th Signalized Intersection Summary
15: Serramonte Blvd. & I-280 SB Ramps 04/20/2023
Cumulative AM.syn Synchro 11 Report
TJKM Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1051 476 0 968 506
Future Volume (veh/h) 0 1051 476 0 968 506
Initial Q (Qb), veh 0 00000
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 0 1870 1870 0 1870 1870
Adj Flow Rate, veh/h 0 1236 535 0 1166 610
Peak Hour Factor 0.85 0.85 0.89 0.89 0.83 0.83
Percent Heavy Veh, % 0 22022
Cap, veh/h 0 1279 1838 0 1590 1283
Arrive On Green 0.00 0.36 0.36 0.00 0.46 0.46
Sat Flow, veh/h 0 3741 5443 0 3456 2790
Grp Volume(v), veh/h 0 1236 535 0 1166 610
Grp Sat Flow(s),veh/h/ln 0 1777 1702 0 1728 1395
Q Serve(g_s), s 0.0 17.1 3.7 0.0 13.7 7.6
Cycle Q Clear(g_c), s 0.0 17.1 3.7 0.0 13.7 7.6
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1279 1838 0 1590 1283
V/C Ratio(X) 0.00 0.97 0.29 0.00 0.73 0.48
Avail Cap(c_a), veh/h 0 1279 1838 0 1590 1283
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 15.7 11.4 0.0 11.0 9.3
Incr Delay (d2), s/veh 0.0 17.6 0.1 0.0 3.0 1.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 8.8 1.2 0.0 4.1 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 33.3 11.5 0.0 14.0 10.6
LnGrp LOS A C BABB
Approach Vol, veh/h 1236 535 1776
Approach Delay, s/veh 33.3 11.5 12.9
Approach LOS C B B
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 22.5 27.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 23.0 18.0
Max Q Clear Time (g_c+I1), s 19.1 15.7 5.7
Green Ext Time (p_c), s 0.0 4.3 2.9
Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B

Page 400 of 567 ends

HCM 6th Signalized Intersection Summary
16: Serramonte Blvd. & I-280 NB Ramps 04/20/2023
Cumulative AM.syn Synchro 11 Report
TJKM Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 482 1544 474 4 0 0
Future Volume (veh/h) 482 1544 474 4 0 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870
Adj Flow Rate, veh/h 581 1860 585 5
Peak Hour Factor 0.83 0.83 0.81 0.81
Percent Heavy Veh, % 2 2 2 2
Cap, veh/h 851 3025 1648 14
Arrive On Green 0.25 0.85 0.46 0.46
Sat Flow, veh/h 3456 3647 3704 31
Grp Volume(v), veh/h 581 1860 288 302
Grp Sat Flow(s),veh/h/ln1728 1777 1777 1865
Q Serve(g_s), s 4.6 4.9 3.2 3.2
Cycle Q Clear(g_c), s 4.6 4.9 3.2 3.2
Prop In Lane 1.00 0.02
Lane Grp Cap(c), veh/h 851 3025 811 851
V/C Ratio(X) 0.68 0.61 0.35 0.36
Avail Cap(c_a), veh/h 1199 4169 1204 1263
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 10.3 0.7 5.3 5.3
Incr Delay (d2), s/veh 1.0 0.2 0.3 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.3 0.1 0.6 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.3 0.9 5.6 5.6
LnGrp LOS B A A A
Approach Vol, veh/h 2441 590
Approach Delay, s/veh 3.4 5.6
Approach LOS A A
Timer - Assigned Phs 4 7 8
Phs Duration (G+Y+Rc), s 30.3 12.0 18.3
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 35.5 10.5 20.5
Max Q Clear Time (g_c+I1), s 6.9 6.6 5.2
Green Ext Time (p_c), s 18.8 0.9 3.2
Intersection Summary
HCM 6th Ctrl Delay 3.8
HCM 6th LOS A

Page 401 of 567 ends

HCM 6th Signalized Intersection Summary
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Cumulative AM.syn Synchro 11 Report
TJKM Page 17
HCM 6th Edition methodology does not support more than 4 approaches.

Page 402 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Cumulative AM.syn Synchro 11 Report
TJKM Page 1
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 340 863 338 221 270 373 130 162 494 514 366 152 Future Volume (vph) 340 863 338 221 270 373 130 162 494 514 366 152 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 0.91 0.97 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.93 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 3433 3539 1583 1770 3146 1441 3433 3539 1583 1770 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 3433 3539 1583 1770 3146 1441 3433 3539 1583 1770 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 Adj. Flow (vph) 370 938 367 240 293 405 141 176 537 559 398 165 RTOR Reduction (vph) 0 0 233 0 0 125 0 0 0 0 157 0
Lane Group Flow (vph) 370 938 134 240 564 150 0 0 713 559 241 165 Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Protected Phases 7 4 3 8 5 5 2 1
Permitted Phases 4 8 2
Actuated Green, G (s) 5.0 18.0 18.0 5.0 18.0 18.0 5.5 16.3 16.3 5.0 Effective Green, g (s) 5.0 18.0 18.0 5.0 18.0 18.0 5.5 16.3 16.3 5.0 Actuated g/C Ratio 0.08 0.29 0.29 0.08 0.29 0.29 0.09 0.26 0.26 0.08 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 275 1022 457 142 908 416 303 925 414 142 v/s Ratio Prot 0.11 c0.27 c0.14 0.18 c0.21 c0.16 0.09
v/s Ratio Perm 0.08 0.10 0.15
v/c Ratio 1.35 0.92 0.29 1.69 0.62 0.36 2.35 0.60 0.58 1.16 Uniform Delay, d1 28.6 21.4 17.2 28.6 19.2 17.6 28.4 20.2 20.0 28.6 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 177.7 12.6 0.4 339.0 1.3 0.5 619.1 1.1 2.1 125.6 Delay (s) 206.4 34.0 17.6 367.7 20.5 18.1 647.5 21.3 22.1 154.3 Level of Service F C B F C B F C C F
Approach Delay (s) 68.5 97.1 288.8
Approach LOS E F F
Intersection Summary
HCM 2000 Control Delay 140.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.08
Actuated Cycle Length (s) 62.3 Sum of lost time (s) 18.0 Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group

Page 403 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Cumulative AM.syn Synchro 11 Report
TJKM Page 2
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 333 91 222
Future Volume (vph) 333 91 222
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.5 4.5
Lane Util. Factor 0.95 1.00
Frt 0.97 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3425 1583
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3425 1583
Peak-hour factor, PHF 0.92 0.92 0.92
Adj. Flow (vph) 362 99 241
RTOR Reduction (vph) 0 0 180
Lane Group Flow (vph) 461 0 61
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 15.8 15.8
Effective Green, g (s) 15.8 15.8
Actuated g/C Ratio 0.25 0.25
Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 868 401
v/s Ratio Prot 0.13
v/s Ratio Perm 0.04
v/c Ratio 0.53 0.15
Uniform Delay, d1 20.1 18.1
Progression Factor 1.00 1.00
Incremental Delay, d2 0.6 0.2
Delay (s) 20.7 18.2
Level of Service C B
Approach Delay (s) 45.4
Approach LOS D
Intersection Summary

Page 404 of 567 ends

HCM 6th TWSC
1: Gellert Blvd. & Serravista Ave. 04/20/2023
Cumulative PM.syn Synchro 11 Report
TJKM Page 1
Intersection
Int Delay, s/veh 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 8 78 485 14 147 741
Future Vol, veh/h 8 78 485 14 147 741
Conflicting Peds, #/hr 5 00660
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - 100 0 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 80 80 93 93 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 10 98 522 15 160 805
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1658 528 0 0 543 0
Stage 1 528 -----
Stage 2 1130 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 107 550 - - 1026 -
Stage 1 592 -----
Stage 2 308 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 89 547 - - 1020 -
Mov Cap-2 Maneuver 89 -----
Stage 1 588 -----
Stage 2 258 -----
Approach WB NB SB
HCM Control Delay, s 16.5 0 1.5

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 89 547 1020 -
HCM Lane V/C Ratio - - 0.112 0.178 0.157 -
HCM Control Delay (s) - - 50.5 13 9.2 -
HCM Lane LOS - - F B A -
HCM 95th %tile Q(veh) - - 0.4 0.6 0.6 -

Page 405 of 567 ends

HCM 6th TWSC
2: Marbly Ave. & Serravista Ave. 04/20/2023
Cumulative PM.syn Synchro 11 Report
TJKM Page 2
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 115 10 2 87 0 4
Future Vol, veh/h 115 10 2 87 0 4
Conflicting Peds, #/hr 0 11045
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 79 79 75 75
Heavy Vehicles, % 2 22222
Mvmt Flow 128 11 3 110 0 5
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 140 0 255 140
Stage 1 - - - - 135 -
Stage 2 - - - - 120 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1443 - 734 908
Stage 1 - - - - 891 -
Stage 2 - - - - 905 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1442 - 729 903
Mov Cap-2 Maneuver - - - - 729 -
Stage 1 - - - - 890 -
Stage 2 - - - - 900 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 9

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 903 - - 1442 -
HCM Lane V/C Ratio 0.006 - - 0.002 -
HCM Control Delay (s) 9 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0 -

Page 406 of 567 ends

HCM 6th TWSC
3: Serravista Ave. & Victoria St./Serra Ln. 04/20/2023
Cumulative PM.syn Synchro 11 Report
TJKM Page 3
Intersection
Int Delay, s/veh 4.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 1 17 0 0 19 7 48 1 59 38 5
Future Vol, veh/h 1 1 17 0 0 19 7 48 1 59 38 5
Conflicting Peds, #/hr 0 01100502205
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 80 80 80 50 50 50 84 84 84 89 89 89
Heavy Vehicles, % 2 22222222222
Mvmt Flow 1 1 21 0 0 38 8 57 1 66 43 6
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 276 259 52 266 262 60 54 0 0 60 0 0 Stage 1 183 183 - 76 76 -------
Stage 2 93 76 - 190 186 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 676 645 1016 687 643 1005 1551 - - 1544 - - Stage 1 819 748 - 933 832 -------
Stage 2 914 832 - 812 746 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 623 610 1010 644 608 1003 1544 - - 1541 - - Mov Cap-2 Maneuver 623 610 - 644 608 -------
Stage 1 811 711 - 926 826 -------
Stage 2 875 826 - 758 709 -------
Approach EB WB NB SB
HCM Control Delay, s 8.9 8.7 0.9 4.3

HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1544 - - 946 1003 1541 - -
HCM Lane V/C Ratio 0.005 - - 0.025 0.038 0.043 - -
HCM Control Delay (s) 7.3 0 - 8.9 8.7 7.4 0 -
HCM Lane LOS A A - AAAA -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0.1 - -

Page 407 of 567 ends

HCM 6th TWSC
4: Serravista Ave. & Driveway 04/20/2023
Cumulative PM.syn Synchro 11 Report
TJKM Page 4
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 102 71 0 18 0
Future Vol, veh/h 0 102 71 0 18 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 111 77 0 20 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 77 0 - 0 188 77
Stage 1 - - - - 77 -
Stage 2 - - - - 111 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1522 - - - 801 984
Stage 1 - - - - 946 -
Stage 2 - - - - 914 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1522 - - - 801 984
Mov Cap-2 Maneuver - - - - 801 -
Stage 1 - - - - 946 -
Stage 2 - - - - 914 -
Approach EB WB SB
HCM Control Delay, s 0 0 9.6

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1522 - - - 801
HCM Lane V/C Ratio ---- 0.024
HCM Control Delay (s) 0 - - - 9.6
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - 0.1

Page 408 of 567 ends

HCM 6th Signalized Intersection Summary
5: Junipero Serra Blvd. & Hickey Blvd. 04/20/2023
Cumulative PM.syn Synchro 11 Report
TJKM Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 283 856 236 139 541 825 134 406 117 386 454 226 Future Volume (veh/h) 283 856 236 139 541 825 134 406 117 386 454 226 Initial Q (Qb), veh 000000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 292 882 0 148 576 0 147 446 0 424 499 0 Peak Hour Factor 0.97 0.97 0.97 0.94 0.94 0.94 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 223 1598 289 691 412 1454 437 1454
Arrive On Green 0.43 0.43 0.00 0.43 0.43 0.00 0.41 0.41 0.00 0.41 0.41 0.00 Sat Flow, veh/h 837 3741 0 369 1617 1585 898 3647 0 943 3554 1585 Grp Volume(v), veh/h 292 882 0 148 576 0 147 446 0 424 499 0 Grp Sat Flow(s),veh/h/ln 837 1870 0 369 1617 1585 898 1777 0 943 1777 1585 Q Serve(g_s), s 6.1 9.7 0.0 12.7 17.4 0.0 7.4 4.7 0.0 17.8 5.3 0.0 Cycle Q Clear(g_c), s 23.5 9.7 0.0 22.4 17.4 0.0 12.7 4.7 0.0 22.5 5.3 0.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 223 1598 289 691 412 1454 437 1454 V/C Ratio(X) 1.31 0.55 0.51 0.83 0.36 0.31 0.97 0.34
Avail Cap(c_a), veh/h 223 1598 289 691 412 1454 437 1454 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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.2 11.8 0.0 20.2 14.0 0.0 15.5 11.0 0.0 21.1 11.2 0.0 Incr Delay (d2), s/veh 166.9 0.4 0.0 1.5 8.7 0.0 0.5 0.1 0.0 35.4 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.1 3.3 0.0 1.7 6.7 0.0 1.3 1.5 0.0 9.3 1.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 193.1 12.2 0.0 21.7 22.7 0.0 16.1 11.1 0.0 56.5 11.3 0.0 LnGrp LOS F B C C B B E B
Approach Vol, veh/h 1174 724 593 923
Approach Delay, s/veh 57.2 22.5 12.3 32.1
Approach LOS E C B C
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 27.0 28.0 27.0 28.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.5 23.5 22.5 23.5
Max Q Clear Time (g_c+I1), s 14.7 25.5 24.5 24.4
Green Ext Time (p_c), s 2.2 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 35.3
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 409 of 567 ends

HCM 6th Signalized Intersection Summary
6: I-280 NB Ramps & Hickey Blvd. 04/20/2023
Cumulative PM.syn Synchro 11 Report
TJKM Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 195 776 126 213 735 53 829 75 423 134 91 3 Future Volume (veh/h) 195 776 126 213 735 53 829 75 423 134 91 3 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 212 843 0 222 766 51 960 0 209 147 100 0 Peak Hour Factor 0.92 0.92 0.92 0.96 0.96 0.96 0.92 0.92 0.92 0.91 0.91 0.91 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 238 970 243 931 62 1050 0 467 161 109 235
Arrive On Green 0.13 0.27 0.00 0.14 0.28 0.28 0.29 0.00 0.29 0.15 0.15 0.00 Sat Flow, veh/h 1781 3647 0 1781 3380 225 3563 0 1585 1081 735 1585 Grp Volume(v), veh/h 212 843 0 222 403 414 960 0 209 247 0 0 Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1828 1781 0 1585 1816 0 1585 Q Serve(g_s), s 14.3 27.6 0.0 15.0 25.9 25.9 31.7 0.0 13.1 16.3 0.0 0.0 Cycle Q Clear(g_c), s 14.3 27.6 0.0 15.0 25.9 25.9 31.7 0.0 13.1 16.3 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.12 1.00 1.00 0.60 1.00
Lane Grp Cap(c), veh/h 238 970 243 489 503 1050 0 467 270 0 235 V/C Ratio(X) 0.89 0.87 0.92 0.82 0.82 0.91 0.00 0.45 0.92 0.00 0.00 Avail Cap(c_a), veh/h 253 1123 243 551 567 1134 0 505 270 0 235 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 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 51.9 42.2 0.0 51.9 41.4 41.4 41.5 0.0 34.9 51.1 0.0 0.0 Incr Delay (d2), s/veh 28.7 6.7 0.0 35.8 8.9 8.7 10.9 0.0 0.7 33.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.2 12.8 0.0 9.0 12.4 12.7 14.9 0.0 5.1 10.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 80.6 49.0 0.0 87.7 50.3 50.1 52.4 0.0 35.6 84.6 0.0 0.0 LnGrp LOS F D F D D D A D F A A
Approach Vol, veh/h 1055 1039 1169 247
Approach Delay, s/veh 55.3 58.2 49.4 84.6
Approach LOS E E D F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 40.4 21.1 37.8 22.6 20.8 38.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 38.8 16.6 38.5 18.1 17.3 37.8 Max Q Clear Time (g_c+I1), s 33.7 17.0 29.6 18.3 16.3 27.9 Green Ext Time (p_c), s 2.2 0.0 3.7 0.0 0.1 3.5
Intersection Summary
HCM 6th Ctrl Delay 56.2
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Page 410 of 567 ends

HCM 6th Signalized Intersection Summary
7: I-280 SB Ramps & Hickey Blvd. 04/20/2023
Cumulative PM.syn Synchro 11 Report
TJKM Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 444 754 180 1360 0 0 0 0 665 5 356 Future Volume (veh/h) 0 444 754 180 1360 0 0 0 0 665 5 356 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 516 0 188 1417 0 855 0 262
Peak Hour Factor 0.86 0.86 0.86 0.96 0.96 0.96 0.91 0.91 0.91 Percent Heavy Veh, % 0 22220 222
Cap, veh/h 0 1318 302 1916 0 1068 0 475
Arrive On Green 0.00 0.37 0.00 0.09 0.54 0.00 0.30 0.00 0.30 Sat Flow, veh/h 0 3741 0 3456 3647 0 3563 0 1585
Grp Volume(v), veh/h 0 516 0 188 1417 0 855 0 262
Grp Sat Flow(s),veh/h/ln 0 1777 0 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 6.0 0.0 2.9 17.1 0.0 12.3 0.0 7.7
Cycle Q Clear(g_c), s 0.0 6.0 0.0 2.9 17.1 0.0 12.3 0.0 7.7 Prop In Lane 0.00 0.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1318 302 1916 0 1068 0 475
V/C Ratio(X) 0.00 0.39 0.62 0.74 0.00 0.80 0.00 0.55
Avail Cap(c_a), veh/h 0 1687 588 2578 0 1308 0 582
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 12.9 0.0 24.6 9.9 0.0 18.0 0.0 16.4 Incr Delay (d2), s/veh 0.0 0.2 0.0 2.1 0.8 0.0 3.0 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 2.0 0.0 1.2 5.0 0.0 4.5 0.0 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.1 0.0 26.7 10.6 0.0 21.0 0.0 17.4 LnGrp LOS A B C B A C A B
Approach Vol, veh/h 516 1605 1117
Approach Delay, s/veh 13.1 12.5 20.2
Approach LOS B B C
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 9.4 25.2 21.2 34.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 26.5 20.5 40.5
Max Q Clear Time (g_c+I1), s 4.9 8.0 14.3 19.1
Green Ext Time (p_c), s 0.2 3.2 2.4 11.0
Intersection Summary
HCM 6th Ctrl Delay 15.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Page 411 of 567 ends

HCM 6th TWSC
8: Driveway & Hickey Blvd. 04/20/2023
Cumulative PM.syn Synchro 11 Report
TJKM Page 8
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1113 0 35 1663 0 39
Future Vol, veh/h 1113 0 35 1663 0 39
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1210 0 38 1808 0 42
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 605
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 441
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 441
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s 0 14

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 441 - -
HCM Lane V/C Ratio 0.096 - -
HCM Control Delay (s) 14 - -
HCM Lane LOS B - -
HCM 95th %tile Q(veh) 0.3 - -

Page 412 of 567 ends

HCM 6th Signalized Intersection Summary
9: Gellert Blvd. & Hickey Blvd. 04/20/2023
Cumulative PM.syn Synchro 11 Report
TJKM Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 118 399 25 456 426 783 70 392 156 565 408 240 Future Volume (veh/h) 118 399 25 456 426 783 70 392 156 565 408 240 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 149 505 0 501 468 485 77 431 18 628 453 33 Peak Hour Factor 0.79 0.79 0.79 0.91 0.91 0.91 0.91 0.91 0.91 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 165 847 378 591 1126 497 292 613 252 771 405 335 Arrive On Green 0.09 0.24 0.00 0.17 0.32 0.32 0.16 0.16 0.16 0.22 0.22 0.22 Sat Flow, veh/h 1781 3554 1585 3456 3554 1567 1781 3741 1536 3563 1870 1548 Grp Volume(v), veh/h 149 505 0 501 468 485 77 431 18 628 453 33 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1567 1781 1870 1536 1781 1870 1548 Q Serve(g_s), s 7.1 10.8 0.0 12.0 8.9 26.2 3.2 9.3 0.8 14.3 18.5 1.5 Cycle Q Clear(g_c), s 7.1 10.8 0.0 12.0 8.9 26.2 3.2 9.3 0.8 14.3 18.5 1.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 165 847 378 591 1126 497 292 613 252 771 405 335 V/C Ratio(X) 0.91 0.60 0.00 0.85 0.42 0.98 0.26 0.70 0.07 0.81 1.12 0.10 Avail Cap(c_a), veh/h 165 847 378 687 1126 497 385 809 332 771 405 335 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.4 28.9 0.0 34.4 23.0 28.9 31.2 33.8 30.2 31.9 33.5 26.8 Incr Delay (d2), s/veh 43.9 1.1 0.0 8.7 0.2 34.3 0.5 1.8 0.1 6.8 81.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 4.5 0.0 5.6 3.6 14.0 1.4 4.3 0.3 6.7 17.3 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 82.4 30.1 0.0 43.1 23.2 63.2 31.7 35.6 30.4 38.6 114.9 27.0 LnGrp LOS F C A D C E CDCDFC
Approach Vol, veh/h 654 1454 526 1114
Approach Delay, s/veh 42.0 43.4 34.9 69.3
Approach LOS D D C E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.5 19.1 24.9 23.0 12.4 31.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 17.0 18.0 18.5 7.9 27.1 Max Q Clear Time (g_c+I1), s 11.3 14.0 12.8 20.5 9.1 28.2 Green Ext Time (p_c), s 1.8 0.6 1.5 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 49.7
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Page 413 of 567 ends

HCM 6th Signalized Intersection Summary
10: Callan Blvd. & Hickey Blvd. 04/20/2023
Cumulative PM.syn Synchro 11 Report
TJKM Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 158 433 99 69 571 133 42 183 34 40 192 241 Future Volume (veh/h) 158 433 99 69 571 133 42 183 34 40 192 241 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 180 492 112 76 627 146 49 215 40 43 204 256 Peak Hour Factor 0.88 0.88 0.88 0.91 0.91 0.91 0.85 0.85 0.85 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 221 933 211 102 736 171 80 464 86 74 224 281 Arrive On Green 0.12 0.32 0.32 0.06 0.26 0.26 0.04 0.30 0.30 0.04 0.30 0.30 Sat Flow, veh/h 1781 2873 650 1781 2855 664 1781 1529 284 1781 746 936 Grp Volume(v), veh/h 180 303 301 76 390 383 49 0 255 43 0 460 Grp Sat Flow(s),veh/h/ln1781 1777 1746 1781 1777 1742 1781 0 1813 1781 0 1682 Q Serve(g_s), s 6.5 9.1 9.2 2.8 13.7 13.8 1.8 0.0 7.5 1.6 0.0 17.3 Cycle Q Clear(g_c), s 6.5 9.1 9.2 2.8 13.7 13.8 1.8 0.0 7.5 1.6 0.0 17.3 Prop In Lane 1.00 0.37 1.00 0.38 1.00 0.16 1.00 0.56
Lane Grp Cap(c), veh/h 221 577 567 102 458 449 80 0 550 74 0 504 V/C Ratio(X) 0.81 0.53 0.53 0.75 0.85 0.85 0.61 0.00 0.46 0.58 0.00 0.91 Avail Cap(c_a), veh/h 230 577 567 195 486 477 135 0 563 138 0 524 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.1 18.1 18.1 30.5 23.2 23.2 30.8 0.0 18.6 31.0 0.0 22.2 Incr Delay (d2), s/veh 19.1 0.9 0.9 10.4 13.0 13.5 7.3 0.0 0.6 7.1 0.0 20.0 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/ln3.8 3.5 3.5 1.4 6.9 6.8 0.9 0.0 3.0 0.8 0.0 9.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.2 19.0 19.1 40.9 36.2 36.7 38.2 0.0 19.2 38.1 0.0 42.2 LnGrp LOS D B B DDDDABDAD
Approach Vol, veh/h 784 849 304 503
Approach Delay, s/veh 25.5 36.9 22.2 41.8
Approach LOS CDCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.2 24.4 8.3 25.9 7.5 24.2 12.7 21.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.1 20.4 7.2 19.3 5.0 20.5 8.5 18.0 Max Q Clear Time (g_c+I1), s3.6 9.5 4.8 11.2 3.8 19.3 8.5 15.8 Green Ext Time (p_c), s 0.0 1.0 0.0 2.3 0.0 0.4 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay 32.4
HCM 6th LOS C

Page 414 of 567 ends

HCM 6th Signalized Intersection Summary
11: Hickey Blvd. & Campus Dr. 04/20/2023
Cumulative PM.syn Synchro 11 Report
TJKM Page 11
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 101 131 148 773 848 108
Future Volume (veh/h) 101 131 148 773 848 108
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99
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 1870 1870 1870
Adj Flow Rate, veh/h 128 166 159 831 932 119
Peak Hour Factor 0.79 0.79 0.93 0.93 0.91 0.91
Percent Heavy Veh, % 2 22222
Cap, veh/h 162 210 200 2051 1159 148
Arrive On Green 0.23 0.23 0.11 0.58 0.37 0.37
Sat Flow, veh/h 720 934 1781 3647 3259 404
Grp Volume(v), veh/h 295 0 159 831 523 528
Grp Sat Flow(s),veh/h/ln1659 0 1781 1777 1777 1792
Q Serve(g_s), s 7.6 0.0 4.0 5.9 12.0 12.0
Cycle Q Clear(g_c), s 7.6 0.0 4.0 5.9 12.0 12.0
Prop In Lane 0.43 0.56 1.00 0.23
Lane Grp Cap(c), veh/h 374 0 200 2051 651 656
V/C Ratio(X) 0.79 0.00 0.80 0.41 0.80 0.80
Avail Cap(c_a), veh/h 656 0 200 2185 718 724
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 16.6 0.0 19.7 5.3 13.0 13.0
Incr Delay (d2), s/veh 3.7 0.0 19.8 0.1 6.1 6.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.9 0.0 2.5 1.2 4.7 4.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.4 0.0 39.5 5.4 19.1 19.0
LnGrp LOS C A D A B B
Approach Vol, veh/h 295 990 1051
Approach Delay, s/veh 20.4 10.9 19.0
Approach LOS C B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 30.8 14.8 9.6 21.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 18.0 5.1 18.4
Max Q Clear Time (g_c+I1), s 7.9 9.6 6.0 14.0
Green Ext Time (p_c), s 5.7 0.6 0.0 2.5
Intersection Summary
HCM 6th Ctrl Delay 15.8
HCM 6th LOSB
Notes
User approved volume balancing among the lanes for turning movement.

Page 415 of 567 ends

HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/20/2023
Cumulative PM.syn Synchro 11 Report
TJKM Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 384 290 140 116 375 290 177 625 85 214 656 655 Future Volume (veh/h) 384 290 140 116 375 290 177 625 85 214 656 655 Initial Q (Qb), veh 0 00000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 366 386 0 122 395 0 186 658 0 225 691 0 Peak Hour Factor 0.92 0.92 0.92 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 402 422 156 536 219 776 258 854
Arrive On Green 0.23 0.23 0.00 0.19 0.19 0.00 0.12 0.22 0.00 0.15 0.24 0.00 Sat Flow, veh/h 1781 1870 1585 812 2795 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 366 386 0 275 242 0 186 658 0 225 691 0 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1830 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 16.4 16.5 0.0 11.7 10.5 0.0 8.4 14.6 0.0 10.1 15.0 0.0 Cycle Q Clear(g_c), s 16.4 16.5 0.0 11.7 10.5 0.0 8.4 14.6 0.0 10.1 15.0 0.0 Prop In Lane 1.00 1.00 0.44 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 402 422 351 341 219 776 258 854
V/C Ratio(X) 0.91 0.92 0.78 0.71 0.85 0.85 0.87 0.81
Avail Cap(c_a), veh/h 402 422 479 466 219 870 258 948
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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 31.0 31.0 0.0 31.5 31.0 0.0 35.2 30.8 0.0 34.3 29.4 0.0 Incr Delay (d2), s/veh 24.6 24.4 0.0 5.8 3.1 0.0 25.5 7.2 0.0 25.9 4.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.4 9.9 0.0 5.5 4.6 0.0 5.0 6.5 0.0 6.0 6.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.5 55.4 0.0 37.4 34.1 0.0 60.7 38.0 0.0 60.3 34.3 0.0 LnGrp LOS E E D C E D E C
Approach Vol, veh/h 752 517 844 916
Approach Delay, s/veh 55.5 35.8 43.0 40.6
Approach LOS E D D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s16.4 22.4 23.0 14.6 24.2 20.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s11.9 20.1 18.5 10.1 21.9 21.5 Max Q Clear Time (g_c+I1), s12.1 16.6 18.5 10.4 17.0 13.7 Green Ext Time (p_c), s 0.0 1.3 0.0 0.0 1.8 1.8
Intersection Summary
HCM 6th Ctrl Delay 44.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 416 of 567 ends

HCM 6th AWSC
13: Gellert Blvd. & Victoria St. 04/20/2023
Cumulative PM.syn Synchro 11 Report
TJKM Page 13
Intersection
Intersection Delay, s/veh 30
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 102 14 19 5 14 25 35 241 7 22 438 160 Future Vol, veh/h 102 14 19 5 14 25 35 241 7 22 438 160 Peak Hour Factor 0.81 0.81 0.81 0.82 0.82 0.82 0.87 0.87 0.87 0.92 0.92 0.92 Heavy Vehicles, % 2 22222222222
Mvmt Flow 126 17 23 6 17 30 40 277 8 24 476 174
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 12.7 10.5 14.5 43.3

HCM LOS B B B E

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 12% 76% 11% 4%
Vol Thru, % 85% 10% 32% 71%
Vol Right, % 2% 14% 57% 26%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 283 135 44 620
LT Vol 35 102 5 22
Through Vol 241 14 14 438
RT Vol 7 19 25 160
Lane Flow Rate 325 167 54 674
Geometry Grp 1111
Degree of Util (X) 0.509 0.307 0.1 0.942
Departure Headway (Hd) 5.63 6.625 6.712 5.033
Convergence, Y/N Yes Yes Yes Yes
Cap 638 538 537 714
Service Time 3.701 4.709 4.712 3.091
HCM Lane V/C Ratio 0.509 0.31 0.101 0.944
HCM Control Delay 14.5 12.7 10.5 43.3
HCM Lane LOS BBBE
HCM 95th-tile Q 2.9 1.3 0.3 13.4

Page 417 of 567 ends

HCM 6th Signalized Intersection Summary
14: Gellert Blvd. & Serramonte Blvd. 04/20/2023
Cumulative PM.syn Synchro 11 Report
TJKM Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 64 458 282 654 484 711 393 356 731 492 371 65 Future Volume (veh/h) 64 458 282 654 484 711 393 356 731 492 371 65 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.95 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 74 526 324 667 494 0 427 387 795 523 395 69 Peak Hour Factor 0.87 0.87 0.87 0.98 0.98 0.98 0.92 0.92 0.92 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 95 705 531 673 636 496 434 1315 602 412 72
Arrive On Green 0.05 0.20 0.20 0.19 0.34 0.00 0.14 0.23 0.23 0.17 0.27 0.27 Sat Flow, veh/h 1781 3554 1563 3456 1870 2790 3563 1870 3006 3456 1543 270 Grp Volume(v), veh/h 74 526 324 667 494 0 427 387 795 523 0 464 Grp Sat Flow(s),veh/h/ln1781 1777 1563 1728 1870 1395 1781 1870 1503 1728 0 1813 Q Serve(g_s), s 3.7 12.5 15.6 17.3 21.3 0.0 10.5 18.0 18.5 13.2 0.0 22.6 Cycle Q Clear(g_c), s 3.7 12.5 15.6 17.3 21.3 0.0 10.5 18.0 18.5 13.2 0.0 22.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.15
Lane Grp Cap(c), veh/h 95 705 531 673 636 496 434 1315 602 0 484 V/C Ratio(X) 0.78 0.75 0.61 0.99 0.78 0.86 0.89 0.60 0.87 0.00 0.96 Avail Cap(c_a), veh/h 131 712 534 673 636 496 434 1315 658 0 484 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 0.00 1.00 Uniform Delay (d), s/veh 42.0 33.9 24.9 36.1 26.6 0.0 37.8 33.4 20.1 36.1 0.0 32.4 Incr Delay (d2), s/veh 17.9 4.3 2.0 32.3 6.1 0.0 14.4 20.1 0.8 11.2 0.0 30.4 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/ln2.1 5.7 5.9 10.1 10.2 0.0 5.5 10.4 6.3 6.4 0.0 13.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.9 38.1 26.9 68.3 32.6 0.0 52.2 53.5 20.9 47.3 0.0 62.8 LnGrp LOS E D C E C DDCDAE
Approach Vol, veh/h 924 1161 1609 987
Approach Delay, s/veh 35.9 53.2 37.0 54.6
Approach LOS DDDD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s20.2 25.3 22.0 22.3 17.0 28.5 9.3 35.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s17.1 19.4 17.5 18.0 12.5 24.0 6.6 28.9 Max Q Clear Time (g_c+I1), s15.2 20.5 19.3 17.6 12.5 24.6 5.7 23.3 Green Ext Time (p_c), s 0.4 0.0 0.0 0.2 0.0 0.0 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 44.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Page 418 of 567 ends

HCM 6th Signalized Intersection Summary
15: Serramonte Blvd. & I-280 SB Ramps 04/20/2023
Cumulative PM.syn Synchro 11 Report
TJKM Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1684 939 0 820 982
Future Volume (veh/h) 0 1684 939 0 820 982
Initial Q (Qb), veh 0 00000
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 0 1870 1870 0 1870 1870
Adj Flow Rate, veh/h 0 1773 1032 0 863 1034
Peak Hour Factor 0.95 0.95 0.91 0.91 0.95 0.95
Percent Heavy Veh, % 0 22022
Cap, veh/h 0 1688 2425 0 1296 1046
Arrive On Green 0.00 0.47 0.47 0.00 0.38 0.38
Sat Flow, veh/h 0 3741 5443 0 3456 2790
Grp Volume(v), veh/h 0 1773 1032 0 863 1034
Grp Sat Flow(s),veh/h/ln 0 1777 1702 0 1728 1395
Q Serve(g_s), s 0.0 28.5 8.0 0.0 12.5 22.1
Cycle Q Clear(g_c), s 0.0 28.5 8.0 0.0 12.5 22.1
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1688 2425 0 1296 1046
V/C Ratio(X) 0.00 1.05 0.43 0.00 0.67 0.99
Avail Cap(c_a), veh/h 0 1688 2425 0 1296 1046
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 15.7 10.4 0.0 15.6 18.6
Incr Delay (d2), s/veh 0.0 36.5 0.1 0.0 2.7 25.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 18.0 2.5 0.0 4.4 9.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 52.2 10.5 0.0 18.3 43.8
LnGrp LOS A F B A B D
Approach Vol, veh/h 1773 1032 1897
Approach Delay, s/veh 52.2 10.5 32.2
Approach LOS D B C
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 33.0 27.0 33.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.5 22.5 28.5
Max Q Clear Time (g_c+I1), s 30.5 24.1 10.0
Green Ext Time (p_c), s 0.0 0.0 7.2
Intersection Summary
HCM 6th Ctrl Delay 35.0
HCM 6th LOS C

Page 419 of 567 ends

HCM 6th Signalized Intersection Summary
16: Serramonte Blvd. & I-280 NB Ramps 04/20/2023
Cumulative PM.syn Synchro 11 Report
TJKM Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 736 1772 950 15 0 0
Future Volume (veh/h) 736 1772 950 15 0 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870
Adj Flow Rate, veh/h 759 1827 1044 16
Peak Hour Factor 0.97 0.97 0.91 0.91
Percent Heavy Veh, % 2 2 2 2
Cap, veh/h 1024 3067 1539 24
Arrive On Green 0.30 0.86 0.43 0.43
Sat Flow, veh/h 3456 3647 3675 55
Grp Volume(v), veh/h 759 1827 518 542
Grp Sat Flow(s),veh/h/ln1728 1777 1777 1859
Q Serve(g_s), s 6.5 4.8 7.7 7.7
Cycle Q Clear(g_c), s 6.5 4.8 7.7 7.7
Prop In Lane 1.00 0.03
Lane Grp Cap(c), veh/h 1024 3067 764 799
V/C Ratio(X) 0.74 0.60 0.68 0.68
Avail Cap(c_a), veh/h 1313 3836 999 1046
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 10.4 0.6 7.5 7.5
Incr Delay (d2), s/veh 1.7 0.2 1.2 1.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.0 0.1 2.0 2.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.1 0.8 8.7 8.7
LnGrp LOS B A A A
Approach Vol, veh/h 2586 1060
Approach Delay, s/veh 4.1 8.7
Approach LOS A A
Timer - Assigned Phs 4 7 8
Phs Duration (G+Y+Rc), s 32.9 14.3 18.6
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 35.5 12.5 18.5
Max Q Clear Time (g_c+I1), s 6.8 8.5 9.7
Green Ext Time (p_c), s 18.5 1.2 4.4
Intersection Summary
HCM 6th Ctrl Delay 5.5
HCM 6th LOS A

Page 420 of 567 ends

HCM 6th Signalized Intersection Summary
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Cumulative PM.syn Synchro 11 Report
TJKM Page 17
HCM 6th Edition methodology does not support more than 4 approaches.

Page 421 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Cumulative PM.syn Synchro 11 Report
TJKM Page 1
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 501 937 295 399 620 540 130 162 520 529 296 177 Future Volume (vph) 501 937 295 399 620 540 130 162 520 529 296 177 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 0.91 0.97 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.99 1.00 1.00 0.98 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 0.95 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 3433 3539 1555 1770 3223 1421 3433 3539 1555 1770 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 3433 3539 1555 1770 3223 1421 3433 3539 1555 1770 Peak-hour factor, PHF 0.91 0.91 0.91 0.90 0.90 0.90 0.90 0.91 0.91 0.91 0.91 0.93 Adj. Flow (vph) 551 1030 324 443 689 600 144 178 571 581 325 190 RTOR Reduction (vph) 0 0 216 0 0 125 0 0 0 0 151 0
Lane Group Flow (vph) 551 1030 108 443 989 319 0 0 749 581 174 190 Confl. Peds. (#/hr) 5 5 6 6
Confl. Bikes (#/hr) 1 1 1
Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Protected Phases 7 4 3 8 5 5 2 1
Permitted Phases 4 8 2
Actuated Green, G (s) 5.0 18.0 18.0 5.0 18.0 18.0 5.5 16.6 16.6 5.0 Effective Green, g (s) 5.0 18.0 18.0 5.0 18.0 18.0 5.5 16.6 16.6 5.0 Actuated g/C Ratio 0.08 0.29 0.29 0.08 0.29 0.29 0.09 0.27 0.27 0.08 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 274 1017 447 141 926 408 301 938 412 141 v/s Ratio Prot 0.16 0.29 c0.25 c0.31 c0.22 0.16 0.11
v/s Ratio Perm 0.07 0.22 0.11
v/c Ratio 2.01 1.01 0.24 3.14 1.07 0.78 2.49 0.62 0.42 1.35 Uniform Delay, d1 28.8 22.3 17.1 28.8 22.3 20.5 28.6 20.2 19.0 28.8 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 467.6 31.4 0.3 982.2 49.5 9.4 679.6 1.2 0.7 195.9 Delay (s) 496.4 53.7 17.4 1011.0 71.8 29.9 708.2 21.5 19.7 224.7 Level of Service F D B F E C F C B F
Approach Delay (s) 175.6 283.7 331.9
Approach LOS F F F
Intersection Summary
HCM 2000 Control Delay 228.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.33
Actuated Cycle Length (s) 62.6 Sum of lost time (s) 18.0 Intersection Capacity Utilization 98.4% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group

Page 422 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Cumulative PM.syn Synchro 11 Report
TJKM Page 2
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 372 176 222
Future Volume (vph) 372 176 222
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.5 4.5
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 0.99
Flpb, ped/bikes 1.00 1.00
Frt 0.95 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3355 1563
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3355 1563
Peak-hour factor, PHF 0.93 0.93 0.93
Adj. Flow (vph) 400 189 239
RTOR Reduction (vph) 0 0 173
Lane Group Flow (vph) 589 0 66
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 1 1
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 16.1 16.1
Effective Green, g (s) 16.1 16.1
Actuated g/C Ratio 0.26 0.26
Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 862 401
v/s Ratio Prot c0.18
v/s Ratio Perm 0.04
v/c Ratio 0.68 0.16
Uniform Delay, d1 21.0 18.0
Progression Factor 1.00 1.00
Incremental Delay, d2 2.3 0.2
Delay (s) 23.2 18.2
Level of Service C B
Approach Delay (s) 59.6
Approach LOS E
Intersection Summary

Page 423 of 567 ends

455 Hickey Boulevard Traffic Impact Study

Appendix F – Cumulative plus Project Alternative 1 Conditions Intersection Level of Service Worksheets

Page 424 of 567 ends

HCM 6th TWSC
1: Gellert Blvd. & Serravista Ave. 04/20/2023
Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 1
Intersection
Int Delay, s/veh 5.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 159 698 32 202 311
Future Vol, veh/h 9 159 698 32 202 311
Conflicting Peds, #/hr 5 20330
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - 100 0 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 73 73 91 91 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 12 218 767 35 224 346
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1569 772 0 0 805 0
Stage 1 770 -----
Stage 2 799 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 122 400 - - 819 -
Stage 1 457 -----
Stage 2 443 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 88 398 - - 817 -
Mov Cap-2 Maneuver 88 -----
Stage 1 456 -----
Stage 2 320 -----
Approach WB NB SB
HCM Control Delay, s 25.9 0 4.4

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 88 398 817 -
HCM Lane V/C Ratio - - 0.14 0.547 0.275 -
HCM Control Delay (s) - - 52.5 24.4 11.1 -
HCM Lane LOS - - F C B -
HCM 95th %tile Q(veh) - - 0.5 3.2 1.1 -

Page 425 of 567 ends

HCM 6th TWSC
2: Marbly Ave. & Serravista Ave. 04/20/2023
Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 2
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 210 9 2 157 14 0
Future Vol, veh/h 210 9 2 157 14 0
Conflicting Peds, #/hr 0 22010
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 61 61 80 80 67 67
Heavy Vehicles, % 2 22222
Mvmt Flow 344 15 3 196 21 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 361 0 557 354
Stage 1 - - - - 354 -
Stage 2 - - - - 203 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1198 - 491 690
Stage 1 - - - - 710 -
Stage 2 - - - - 831 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1196 - 488 689
Mov Cap-2 Maneuver - - - - 488 -
Stage 1 - - - - 709 -
Stage 2 - - - - 828 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 12.7

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 488 - - 1196 -
HCM Lane V/C Ratio 0.043 - - 0.002 -
HCM Control Delay (s) 12.7 - - 8 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

Page 426 of 567 ends

HCM 6th TWSC
3: Serravista Ave. & Victoria St./Serra Ln. 04/20/2023
Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 3
Intersection
Int Delay, s/veh 2.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 0 8 0 9 11 23 114 0 4 36 7
Future Vol, veh/h 6 0 8 0 9 11 23 114 0 4 36 7
Conflicting Peds, #/hr 1 00001205502
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 45 45 45 55 55 55 68 68 68 65 65 65
Heavy Vehicles, % 2 22222222222
Mvmt Flow 13 0 18 0 16 20 34 168 0 6 55 11
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 330 316 63 323 321 174 68 0 0 173 0 0 Stage 1 75 75 - 241 241 -------
Stage 2 255 241 - 82 80 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 623 600 1002 630 596 869 1533 - - 1404 - - Stage 1 934 833 - 762 706 -------
Stage 2 749 706 - 926 828 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 581 578 1000 602 575 864 1530 - - 1397 - - Mov Cap-2 Maneuver 581 578 - 602 575 -------
Stage 1 909 828 - 739 685 -------
Stage 2 696 685 - 906 823 -------
Approach EB WB NB SB
HCM Control Delay, s 9.9 10.4 1.2 0.6

HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1530 - - 764 705 1397 - -
HCM Lane V/C Ratio 0.022 - - 0.041 0.052 0.004 - -
HCM Control Delay (s) 7.4 0 - 9.9 10.4 7.6 0 -
HCM Lane LOS A A - ABAA -
HCM 95th %tile Q(veh) 0.1 - - 0.1 0.2 0 - -

Page 427 of 567 ends

HCM 6th TWSC
4: Serravista Ave. & Driveway 04/20/2023
Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 4
Intersection
Int Delay, s/veh 4.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 156 49 125 0 6 39
Future Vol, veh/h 156 49 125 0 6 39
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 170 53 136 0 7 42
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 136 0 - 0 529 136
Stage 1 - - - - 136 -
Stage 2 - - - - 393 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1448 - - - 510 913
Stage 1 - - - - 890 -
Stage 2 - - - - 682 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1448 - - - 448 913
Mov Cap-2 Maneuver - - - - 448 -
Stage 1 - - - - 782 -
Stage 2 - - - - 682 -
Approach EB WB SB
HCM Control Delay, s 5.9 0 9.8

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1448 - - - 802
HCM Lane V/C Ratio 0.117 - - - 0.061
HCM Control Delay (s) 7.8 0 - - 9.8
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.4 - - - 0.2

Page 428 of 567 ends

HCM 6th Signalized Intersection Summary
5: Junipero Serra Blvd. & Hickey Blvd. 04/20/2023
Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 324 583 174 53 388 552 147 581 131 427 312 236 Future Volume (veh/h) 324 583 174 53 388 552 147 581 131 427 312 236 Initial Q (Qb), veh 000000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 381 686 0 58 422 0 160 632 0 480 351 0 Peak Hour Factor 0.85 0.85 0.85 0.92 0.92 0.92 0.92 0.92 0.92 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 446 1496 187 1167 504 1421 375 1421
Arrive On Green 0.40 0.40 0.00 0.40 0.40 0.00 0.40 0.40 0.00 0.40 0.40 0.00 Sat Flow, veh/h 965 3741 0 220 2917 1585 1030 3647 0 795 3554 1585 Grp Volume(v), veh/h 381 686 0 242 238 0 160 632 0 480 351 0 Grp Sat Flow(s),veh/h/ln 965 1870 0 1520 1617 1585 1030 1777 0 795 1777 1585 Q Serve(g_s), s 13.3 6.1 0.0 0.1 4.7 0.0 5.5 5.8 0.0 12.2 3.0 0.0 Cycle Q Clear(g_c), s 18.0 6.1 0.0 6.1 4.7 0.0 8.5 5.8 0.0 18.0 3.0 0.0 Prop In Lane 1.00 0.00 0.24 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 446 1496 707 647 504 1421 375 1421 V/C Ratio(X) 0.85 0.46 0.34 0.37 0.32 0.44 1.28 0.25
Avail Cap(c_a), veh/h 446 1496 707 647 504 1421 375 1421 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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 17.5 9.9 0.0 9.3 9.5 0.0 11.8 9.9 0.0 19.0 9.0 0.0 Incr Delay (d2), s/veh 14.9 0.2 0.0 0.3 0.3 0.0 0.4 0.2 0.0 145.4 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.4 1.9 0.0 1.3 1.3 0.0 1.0 1.6 0.0 18.6 0.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.3 10.1 0.0 9.6 9.8 0.0 12.2 10.1 0.0 164.4 9.1 0.0 LnGrp LOS C B A A B B F A
Approach Vol, veh/h 1067 480 792 831
Approach Delay, s/veh 18.1 9.7 10.5 98.8
Approach LOS B A B F
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0
Max Q Clear Time (g_c+I1), s 10.5 20.0 20.0 8.1
Green Ext Time (p_c), s 2.8 0.0 0.0 2.1
Intersection Summary
HCM 6th Ctrl Delay 36.1
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 429 of 567 ends

HCM 6th Signalized Intersection Summary
6: I-280 NB Ramps & Hickey Blvd. 04/20/2023
Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 769 153 114 544 49 600 54 462 163 168 4 Future Volume (veh/h) 130 769 153 114 544 49 600 54 462 163 168 4 Initial Q (Qb), veh 0 00000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 149 884 0 134 640 50 701 0 274 172 177 1 Peak Hour Factor 0.87 0.87 0.87 0.85 0.85 0.85 0.91 0.91 0.91 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 182 1094 164 994 78 781 0 348 176 182 311
Arrive On Green 0.10 0.31 0.00 0.09 0.30 0.30 0.22 0.00 0.22 0.20 0.20 0.20 Sat Flow, veh/h 1781 3647 0 1781 3340 261 3563 0 1585 900 926 1585 Grp Volume(v), veh/h 149 884 0 134 340 350 701 0 274 349 0 1 Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1823 1781 0 1585 1825 0 1585 Q Serve(g_s), s 8.0 22.3 0.0 7.2 16.2 16.2 18.6 0.0 15.9 18.5 0.0 0.0 Cycle Q Clear(g_c), s 8.0 22.3 0.0 7.2 16.2 16.2 18.6 0.0 15.9 18.5 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.14 1.00 1.00 0.49 1.00
Lane Grp Cap(c), veh/h 182 1094 164 529 543 781 0 348 358 0 311 V/C Ratio(X) 0.82 0.81 0.82 0.64 0.64 0.90 0.00 0.79 0.98 0.00 0.00 Avail Cap(c_a), veh/h 269 1514 166 655 672 816 0 363 358 0 311 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 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.8 31.0 0.0 43.4 29.7 29.7 37.0 0.0 35.9 38.9 0.0 31.5 Incr Delay (d2), s/veh 11.8 2.3 0.0 26.1 1.5 1.5 12.4 0.0 10.7 40.8 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/ln4.0 9.6 0.0 4.3 6.9 7.1 9.0 0.0 7.0 12.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.6 33.4 0.0 69.6 31.2 31.2 49.3 0.0 46.6 79.7 0.0 31.5 LnGrp LOS D C E C C D A D E A C
Approach Vol, veh/h 1033 824 975 350
Approach Delay, s/veh 36.5 37.4 48.6 79.6
Approach LOS D D D E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 25.9 13.5 34.5 23.6 14.4 33.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.3 9.1 41.5 19.1 14.7 35.9 Max Q Clear Time (g_c+I1), s 20.6 9.2 24.3 20.5 10.0 18.2 Green Ext Time (p_c), s 0.7 0.0 5.7 0.0 0.1 3.9
Intersection Summary
HCM 6th Ctrl Delay 45.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Page 430 of 567 ends

HCM 6th Signalized Intersection Summary
7: I-280 SB Ramps & Hickey Blvd. 04/20/2023
Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 460 970 206 912 0 0 0 0 604 2 383 Future Volume (veh/h) 0 460 970 206 912 0 0 0 0 604 2 383 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 500 0 224 991 0 787 0 278
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 22220 222
Cap, veh/h 0 896 383 1672 0 1120 0 498
Arrive On Green 0.00 0.25 0.00 0.11 0.47 0.00 0.31 0.00 0.31 Sat Flow, veh/h 0 3741 0 3456 3647 0 3563 0 1585
Grp Volume(v), veh/h 0 500 0 224 991 0 787 0 278
Grp Sat Flow(s),veh/h/ln 0 1777 0 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 5.1 0.0 2.6 8.6 0.0 8.1 0.0 6.1
Cycle Q Clear(g_c), s 0.0 5.1 0.0 2.6 8.6 0.0 8.1 0.0 6.1 Prop In Lane 0.00 0.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 896 383 1672 0 1120 0 498
V/C Ratio(X) 0.00 0.56 0.59 0.59 0.00 0.70 0.00 0.56
Avail Cap(c_a), veh/h 0 3017 901 4325 0 1712 0 762
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 13.6 0.0 17.7 8.1 0.0 12.6 0.0 11.9 Incr Delay (d2), s/veh 0.0 0.5 0.0 1.4 0.3 0.0 0.8 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 1.7 0.0 0.9 2.2 0.0 2.3 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 14.2 0.0 19.1 8.5 0.0 13.4 0.0 12.9 LnGrp LOS A B B A A B A B
Approach Vol, veh/h 500 1215 1065
Approach Delay, s/veh 14.2 10.4 13.3
Approach LOS B B B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 9.1 15.0 17.6 24.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.9 35.5 20.1 50.9
Max Q Clear Time (g_c+I1), s 4.6 7.1 10.1 10.6
Green Ext Time (p_c), s 0.4 3.4 3.0 8.5
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Page 431 of 567 ends

HCM 6th TWSC
8: Driveway & Hickey Blvd. 04/20/2023
Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 8
Intersection
Int Delay, s/veh 0.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1396 0 234 1025 0 66
Future Vol, veh/h 1396 0 234 1025 0 66
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 0 - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1517 0 254 1114 0 72
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 759
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 349
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 349
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s 0 18

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 349 - -
HCM Lane V/C Ratio 0.206 - -
HCM Control Delay (s) 18 - -
HCM Lane LOS C - -
HCM 95th %tile Q(veh) 0.8 - -

Page 432 of 567 ends

HCM 6th Signalized Intersection Summary
9: Gellert Blvd. & Hickey Blvd. 04/20/2023
Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 89 695 79 284 319 417 59 460 285 408 229 90 Future Volume (veh/h) 89 695 79 284 319 417 59 460 285 408 229 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.98 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 106 827 76 316 354 87 68 529 138 474 266 8 Peak Hour Factor 0.84 0.84 0.84 0.90 0.90 0.90 0.87 0.87 0.87 0.86 0.86 0.86 Percent Heavy Veh, % 222222222222
Cap, veh/h 136 937 412 405 1083 482 371 778 323 656 344 290 Arrive On Green 0.08 0.26 0.26 0.12 0.30 0.30 0.21 0.21 0.21 0.18 0.18 0.18 Sat Flow, veh/h 1781 3554 1561 3456 3554 1582 1781 3741 1553 3563 1870 1572 Grp Volume(v), veh/h 106 827 76 316 354 87 68 529 138 474 266 8 Grp Sat Flow(s),veh/h/ln 1781 1777 1561 1728 1777 1582 1781 1870 1553 1781 1870 1572 Q Serve(g_s), s 4.6 17.7 3.0 7.1 6.1 3.2 2.5 10.4 6.1 9.9 10.7 0.3 Cycle Q Clear(g_c), s 4.6 17.7 3.0 7.1 6.1 3.2 2.5 10.4 6.1 9.9 10.7 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 136 937 412 405 1083 482 371 778 323 656 344 290 V/C Ratio(X) 0.78 0.88 0.18 0.78 0.33 0.18 0.18 0.68 0.43 0.72 0.77 0.03 Avail Cap(c_a), veh/h 204 981 431 492 1083 482 691 1452 603 808 424 357 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.0 28.0 22.6 34.0 21.3 20.3 25.9 29.0 27.3 30.5 30.8 26.5 Incr Delay (d2), s/veh 10.5 9.3 0.2 6.5 0.2 0.2 0.2 1.1 0.9 2.5 6.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 8.3 1.1 3.2 2.4 1.1 1.1 4.6 2.2 4.4 5.3 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.6 37.3 22.8 40.5 21.5 20.5 26.1 30.0 28.2 32.9 37.7 26.6 LnGrp LOS DDCDCCCCCCDC
Approach Vol, veh/h 1009 757 735 748
Approach Delay, s/veh 37.2 29.3 29.3 34.5
Approach LOS DCCC
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 21.0 13.8 25.4 19.1 10.5 28.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 30.8 11.3 21.9 18.0 9.1 24.1 Max Q Clear Time (g_c+I1), s 12.4 9.1 19.7 12.7 6.6 8.1 Green Ext Time (p_c), s 4.1 0.3 1.2 1.7 0.0 2.2
Intersection Summary
HCM 6th Ctrl Delay 33.0
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Page 433 of 567 ends

HCM 6th Signalized Intersection Summary
10: Callan Blvd. & Hickey Blvd. 04/20/2023
Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 188 750 53 17 383 59 86 313 34 55 130 172 Future Volume (veh/h) 188 750 53 17 383 59 86 313 34 55 130 172 Initial Q (Qb), veh 0 00000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 204 815 58 19 426 66 91 333 36 60 141 187 Peak Hour Factor 0.92 0.92 0.92 0.90 0.90 0.90 0.94 0.94 0.94 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 254 1094 78 41 635 98 124 428 46 98 178 236
Arrive On Green 0.14 0.33 0.33 0.02 0.21 0.21 0.07 0.26 0.26 0.06 0.24 0.24 Sat Flow, veh/h 1781 3358 239 1781 3084 475 1781 1658 179 1781 728 966 Grp Volume(v), veh/h 204 431 442 19 244 248 91 0 369 60 0 328 Grp Sat Flow(s),veh/h/ln1781 1777 1820 1781 1777 1782 1781 0 1838 1781 0 1694 Q Serve(g_s), s 5.9 11.5 11.5 0.6 6.7 6.8 2.7 0.0 9.9 1.8 0.0 9.7 Cycle Q Clear(g_c), s 5.9 11.5 11.5 0.6 6.7 6.8 2.7 0.0 9.9 1.8 0.0 9.7 Prop In Lane 1.00 0.13 1.00 0.27 1.00 0.10 1.00 0.57
Lane Grp Cap(c), veh/h 254 579 593 41 366 367 124 0 474 98 0 413 V/C Ratio(X) 0.80 0.75 0.75 0.46 0.67 0.68 0.74 0.00 0.78 0.61 0.00 0.79 Avail Cap(c_a), veh/h 318 751 769 167 600 602 184 0 666 174 0 604 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.1 16.0 16.0 25.7 19.5 19.5 24.3 0.0 18.3 24.6 0.0 18.9 Incr Delay (d2), s/veh 11.2 2.9 2.9 7.9 2.1 2.2 8.2 0.0 3.9 6.0 0.0 4.5 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/ln3.0 4.4 4.5 0.3 2.7 2.7 1.3 0.0 4.2 0.9 0.0 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.3 18.9 18.9 33.6 21.6 21.7 32.5 0.0 22.2 30.6 0.0 23.4 LnGrp LOS C B B CCCCACCAC
Approach Vol, veh/h 1077 511 460 388
Approach Delay, s/veh 21.6 22.1 24.2 24.5
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.4 18.2 5.7 21.8 8.2 17.5 12.1 15.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.2 19.3 5.0 22.5 5.5 19.0 9.5 18.0 Max Q Clear Time (g_c+I1), s3.8 11.9 2.6 13.5 4.7 11.7 7.9 8.8 Green Ext Time (p_c), s 0.0 1.3 0.0 3.6 0.0 1.2 0.1 1.9 Intersection Summary
HCM 6th Ctrl Delay 22.7
HCM 6th LOS C

Page 434 of 567 ends

HCM 6th Signalized Intersection Summary
11: Hickey Blvd. & Campus Dr. 04/20/2023
Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 11
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 62 263 206 959 565 155
Future Volume (veh/h) 62 263 206 959 565 155
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97
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 1870 1870 1870
Adj Flow Rate, veh/h 87 370 234 1090 628 172
Peak Hour Factor 0.71 0.71 0.88 0.88 0.90 0.90
Percent Heavy Veh, % 2 22222
Cap, veh/h 97 414 247 1836 809 221
Arrive On Green 0.32 0.32 0.14 0.52 0.30 0.30
Sat Flow, veh/h 307 1304 1781 3647 2833 749
Grp Volume(v), veh/h 458 0 234 1090 407 393
Grp Sat Flow(s),veh/h/ln1614 0 1781 1777 1777 1712
Q Serve(g_s), s 14.7 0.0 7.1 11.6 11.3 11.4
Cycle Q Clear(g_c), s 14.7 0.0 7.1 11.6 11.3 11.4
Prop In Lane 0.19 0.81 1.00 0.44
Lane Grp Cap(c), veh/h 512 0 247 1836 525 506
V/C Ratio(X) 0.89 0.00 0.95 0.59 0.78 0.78
Avail Cap(c_a), veh/h 581 0 247 2066 639 616
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 17.6 0.0 23.2 9.1 17.5 17.5
Incr Delay (d2), s/veh 15.1 0.0 43.3 0.4 4.9 5.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln6.9 0.0 5.6 3.4 4.7 4.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.7 0.0 66.5 9.5 22.3 22.6
LnGrp LOS C A E A C C
Approach Vol, veh/h 458 1324 800
Approach Delay, s/veh 32.7 19.6 22.4
Approach LOS C B C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 32.5 21.7 12.0 20.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.5 19.5 7.5 19.5
Max Q Clear Time (g_c+I1), s 13.6 16.7 9.1 13.4
Green Ext Time (p_c), s 7.4 0.5 0.0 2.5
Intersection Summary
HCM 6th Ctrl Delay 22.8
HCM 6th LOSC
Notes
User approved volume balancing among the lanes for turning movement.

Page 435 of 567 ends

HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/20/2023
Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 721 433 170 71 178 323 112 963 107 293 502 330 Future Volume (veh/h) 721 433 170 71 178 323 112 963 107 293 502 330 Initial Q (Qb), veh 0 00000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 594 654 0 83 207 0 129 1107 0 329 564 0 Peak Hour Factor 0.97 0.97 0.97 0.86 0.86 0.86 0.87 0.87 0.87 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 537 564 106 285 157 1149 195 1223
Arrive On Green 0.30 0.30 0.00 0.11 0.11 0.00 0.09 0.32 0.00 0.11 0.34 0.00 Sat Flow, veh/h 1781 1870 1585 978 2620 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 594 654 0 155 135 0 129 1107 0 329 564 0 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1821 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 34.5 34.5 0.0 9.5 8.4 0.0 8.1 35.0 0.0 12.5 14.2 0.0 Cycle Q Clear(g_c), s 34.5 34.5 0.0 9.5 8.4 0.0 8.1 35.0 0.0 12.5 14.2 0.0 Prop In Lane 1.00 1.00 0.54 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 537 564 198 193 157 1149 195 1223 V/C Ratio(X) 1.11 1.16 0.78 0.70 0.82 0.96 1.69 0.46
Avail Cap(c_a), veh/h 537 564 286 279 247 1149 195 1223 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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 40.0 40.0 0.0 49.7 49.2 0.0 51.3 38.1 0.0 51.0 29.3 0.0 Incr Delay (d2), s/veh 71.2 90.4 0.0 8.3 4.6 0.0 11.4 18.4 0.0 332.1 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/ln25.3 29.6 0.0 4.7 3.9 0.0 4.0 17.4 0.0 23.4 5.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 111.2 130.4 0.0 58.0 53.8 0.0 62.7 56.5 0.0 383.1 29.5 0.0 LnGrp LOS F F E D E E F C
Approach Vol, veh/h 1248 290 1236 893
Approach Delay, s/veh 121.2 56.0 57.1 159.8
Approach LOS F E E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s17.0 41.5 39.0 14.6 43.9 16.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s12.5 37.0 34.5 15.9 33.6 18.0 Max Q Clear Time (g_c+I1), s14.5 37.0 36.5 10.1 16.2 11.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.1 3.2 0.8
Intersection Summary
HCM 6th Ctrl Delay 103.9
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th AWSC
13: Gellert Blvd. & Victoria St. 04/20/2023
Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 13
Intersection
Intersection Delay, s/veh29.1
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 167 17 17 11 23 56 24 430 5 24 237 87 Future Vol, veh/h 167 17 17 11 23 56 24 430 5 24 237 87 Peak Hour Factor 0.86 0.86 0.86 0.75 0.75 0.75 0.86 0.86 0.86 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222
Mvmt Flow 194 20 20 15 31 75 28 500 6 29 289 106
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 16.7 12.7 42.1 24.1

HCM LOS C B E C

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 5% 83% 12% 7%
Vol Thru, % 94% 8% 26% 68%
Vol Right, % 1% 8% 62% 25%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 459 201 90 348
LT Vol 24 167 11 24
Through Vol 430 17 23 237
RT Vol 5 17 56 87
Lane Flow Rate 534 234 120 424
Geometry Grp 1111
Degree of Util (X) 0.904 0.47 0.245 0.727
Departure Headway (Hd) 6.097 7.236 7.339 6.169
Convergence, Y/N Yes Yes Yes Yes
Cap 592 495 492 581
Service Time 4.173 5.33 5.339 4.252
HCM Lane V/C Ratio 0.902 0.473 0.244 0.73
HCM Control Delay 42.1 16.7 12.7 24.1
HCM Lane LOS E C B C
HCM 95th-tile Q 11 2.5 1 6.1

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HCM 6th Signalized Intersection Summary
14: Gellert Blvd. & Serramonte Blvd. 04/20/2023
Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 461 254 489 273 198 247 162 488 143 199 15 Future Volume (veh/h) 66 461 254 489 273 198 247 162 488 143 199 15 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 69 480 265 569 317 0 284 186 561 177 246 19 Peak Hour Factor 0.96 0.96 0.96 0.86 0.86 0.86 0.87 0.87 0.87 0.81 0.81 0.81 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 103 786 511 591 625 363 403 1221 281 334 26
Arrive On Green 0.06 0.22 0.22 0.17 0.33 0.00 0.10 0.22 0.22 0.08 0.20 0.20 Sat Flow, veh/h 1781 3554 1579 3456 1870 2790 3563 1870 3148 3456 1712 132 Grp Volume(v), veh/h 69 480 265 569 317 0 284 186 561 177 0 265 Grp Sat Flow(s),veh/h/ln1781 1777 1579 1728 1870 1395 1781 1870 1574 1728 0 1844 Q Serve(g_s), s 2.2 7.0 7.9 9.5 7.9 0.0 4.5 5.0 7.7 2.9 0.0 7.8 Cycle Q Clear(g_c), s 2.2 7.0 7.9 9.5 7.9 0.0 4.5 5.0 7.7 2.9 0.0 7.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.07
Lane Grp Cap(c), veh/h 103 786 511 591 625 363 403 1221 281 0 360 V/C Ratio(X) 0.67 0.61 0.52 0.96 0.51 0.78 0.46 0.46 0.63 0.00 0.74 Avail Cap(c_a), veh/h 178 1105 652 591 714 363 614 1575 304 0 580 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 0.00 1.00 Uniform Delay (d), s/veh 26.7 20.3 15.9 23.8 15.4 0.0 25.4 19.8 13.3 25.8 0.0 21.9 Incr Delay (d2), s/veh 7.3 0.8 0.8 27.9 0.6 0.0 10.6 0.8 0.3 3.7 0.0 3.0 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/ln1.1 2.8 2.7 5.9 3.1 0.0 2.3 2.1 2.4 1.3 0.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.0 21.1 16.8 51.7 16.1 0.0 36.0 20.6 13.5 29.4 0.0 24.9 LnGrp LOS C C B D B D C B C A C
Approach Vol, veh/h 814 886 1031 442
Approach Delay, s/veh 20.8 39.0 21.0 26.7
Approach LOS CDCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.2 17.0 14.4 17.3 10.4 15.8 7.9 23.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.1 19.0 9.9 18.0 5.9 18.2 5.8 22.1 Max Q Clear Time (g_c+I1), s4.9 9.7 11.5 9.9 6.5 9.8 4.2 9.9 Green Ext Time (p_c), s 0.0 2.5 0.0 2.6 0.0 0.9 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 26.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary
15: Serramonte Blvd. & I-280 SB Ramps 04/20/2023
Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1059 491 0 968 515
Future Volume (veh/h) 0 1059 491 0 968 515
Initial Q (Qb), veh 0 00000
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 0 1870 1870 0 1870 1870
Adj Flow Rate, veh/h 0 1246 552 0 1166 620
Peak Hour Factor 0.85 0.85 0.89 0.89 0.83 0.83
Percent Heavy Veh, % 0 22022
Cap, veh/h 0 1279 1838 0 1590 1283
Arrive On Green 0.00 0.36 0.36 0.00 0.46 0.46
Sat Flow, veh/h 0 3741 5443 0 3456 2790
Grp Volume(v), veh/h 0 1246 552 0 1166 620
Grp Sat Flow(s),veh/h/ln 0 1777 1702 0 1728 1395
Q Serve(g_s), s 0.0 17.3 3.9 0.0 13.7 7.7
Cycle Q Clear(g_c), s 0.0 17.3 3.9 0.0 13.7 7.7
Prop In Lane 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1279 1838 0 1590 1283
V/C Ratio(X) 0.00 0.97 0.30 0.00 0.73 0.48
Avail Cap(c_a), veh/h 0 1279 1838 0 1590 1283
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 15.8 11.5 0.0 11.0 9.4
Incr Delay (d2), s/veh 0.0 19.2 0.1 0.0 3.0 1.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 9.1 1.3 0.0 4.1 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 34.9 11.6 0.0 14.0 10.7
LnGrp LOS A C BABB
Approach Vol, veh/h 1246 552 1786
Approach Delay, s/veh 34.9 11.6 12.9
Approach LOS C B B
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 22.5 27.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 23.0 18.0
Max Q Clear Time (g_c+I1), s 19.3 15.7 5.9
Green Ext Time (p_c), s 0.0 4.3 3.0
Intersection Summary
HCM 6th Ctrl Delay 20.3
HCM 6th LOS C

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HCM 6th Signalized Intersection Summary
16: Serramonte Blvd. & I-280 NB Ramps 04/20/2023
Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 485 1549 489 4 0 0
Future Volume (veh/h) 485 1549 489 4 0 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870
Adj Flow Rate, veh/h 584 1866 604 5
Peak Hour Factor 0.83 0.83 0.81 0.81
Percent Heavy Veh, % 2 2 2 2
Cap, veh/h 853 3027 1649 14
Arrive On Green 0.25 0.85 0.46 0.46
Sat Flow, veh/h 3456 3647 3705 30
Grp Volume(v), veh/h 584 1866 297 312
Grp Sat Flow(s),veh/h/ln1728 1777 1777 1865
Q Serve(g_s), s 4.6 5.0 3.3 3.3
Cycle Q Clear(g_c), s 4.6 5.0 3.3 3.3
Prop In Lane 1.00 0.02
Lane Grp Cap(c), veh/h 853 3027 811 852
V/C Ratio(X) 0.68 0.62 0.37 0.37
Avail Cap(c_a), veh/h 1196 4157 1200 1260
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 10.4 0.7 5.4 5.4
Incr Delay (d2), s/veh 1.0 0.2 0.3 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.3 0.1 0.7 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.3 0.9 5.7 5.6
LnGrp LOS B A A A
Approach Vol, veh/h 2450 609
Approach Delay, s/veh 3.4 5.7
Approach LOS A A
Timer - Assigned Phs 4 7 8
Phs Duration (G+Y+Rc), s 30.3 12.0 18.4
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 35.5 10.5 20.5
Max Q Clear Time (g_c+I1), s 7.0 6.6 5.3
Green Ext Time (p_c), s 18.9 0.9 3.3
Intersection Summary
HCM 6th Ctrl Delay 3.8
HCM 6th LOS A

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HCM 6th Signalized Intersection Summary
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 17
HCM 6th Edition methodology does not support more than 4 approaches.

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HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 1
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 345 863 338 221 270 373 130 162 494 514 366 152 Future Volume (vph) 345 863 338 221 270 373 130 162 494 514 366 152 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 0.91 0.97 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.93 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (prot) 3433 3539 1583 1770 3146 1441 3433 3539 1583 1770 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Satd. Flow (perm) 3433 3539 1583 1770 3146 1441 3433 3539 1583 1770 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 Adj. Flow (vph) 375 938 367 240 293 405 141 176 537 559 398 165 RTOR Reduction (vph) 0 0 233 0 0 125 0 0 0 0 157 0
Lane Group Flow (vph) 375 938 134 240 564 150 0 0 713 559 241 165 Turn Type Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Protected Phases 7 4 3 8 5 5 2 1
Permitted Phases 4 8 2
Actuated Green, G (s) 5.0 18.0 18.0 5.0 18.0 18.0 5.5 16.3 16.3 5.0 Effective Green, g (s) 5.0 18.0 18.0 5.0 18.0 18.0 5.5 16.3 16.3 5.0 Actuated g/C Ratio 0.08 0.29 0.29 0.08 0.29 0.29 0.09 0.26 0.26 0.08 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 275 1022 457 142 908 416 303 925 414 142 v/s Ratio Prot 0.11 c0.27 c0.14 0.18 c0.21 c0.16 0.09
v/s Ratio Perm 0.08 0.10 0.15
v/c Ratio 1.36 0.92 0.29 1.69 0.62 0.36 2.35 0.60 0.58 1.16 Uniform Delay, d1 28.6 21.4 17.2 28.6 19.2 17.6 28.4 20.2 20.0 28.6 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 185.3 12.6 0.4 339.0 1.3 0.5 619.1 1.1 2.1 125.6 Delay (s) 214.0 34.0 17.6 367.7 20.5 18.1 647.5 21.3 22.1 154.3 Level of Service F C B F C B F C C F
Approach Delay (s) 70.6 97.1 288.8
Approach LOS E F F
Intersection Summary
HCM 2000 Control Delay 140.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.08
Actuated Cycle Length (s) 62.3 Sum of lost time (s) 18.0 Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group

Page 442 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Cumulative Project1 AM.syn Synchro 11 Report
TJKM Page 2
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 333 106 222
Future Volume (vph) 333 106 222
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.5 4.5
Lane Util. Factor 0.95 1.00
Frt 0.96 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3411 1583
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3411 1583
Peak-hour factor, PHF 0.92 0.92 0.92
Adj. Flow (vph) 362 115 241
RTOR Reduction (vph) 0 0 180
Lane Group Flow (vph) 477 0 61
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 15.8 15.8
Effective Green, g (s) 15.8 15.8
Actuated g/C Ratio 0.25 0.25
Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 865 401
v/s Ratio Prot 0.14
v/s Ratio Perm 0.04
v/c Ratio 0.55 0.15
Uniform Delay, d1 20.2 18.1
Progression Factor 1.00 1.00
Incremental Delay, d2 0.8 0.2
Delay (s) 20.9 18.2
Level of Service C B
Approach Delay (s) 45.1
Approach LOS D
Intersection Summary

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HCM 6th TWSC
1: Gellert Blvd. & Serravista Ave. 04/20/2023
Cumulative Project1 PM.syn Synchro 11 Report
TJKM Page 1
Intersection
Int Delay, s/veh 4.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 19 208 485 22 203 741
Future Vol, veh/h 19 208 485 22 203 741
Conflicting Peds, #/hr 5 00660
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - 100 0 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 80 80 93 93 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 24 260 522 24 221 805
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1780 528 0 0 552 0
Stage 1 528 -----
Stage 2 1252 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 90 550 - - 1018 -
Stage 1 592 -----
Stage 2 269 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 70 547 - - 1012 -
Mov Cap-2 Maneuver 70 -----
Stage 1 588 -----
Stage 2 209 -----
Approach WB NB SB
HCM Control Delay, s 22.7 0 2.1

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 70 547 1012 -
HCM Lane V/C Ratio - - 0.339 0.475 0.218 -
HCM Control Delay (s) - - 80.8 17.4 9.5 -
HCM Lane LOS - - F C A -
HCM 95th %tile Q(veh) - - 1.3 2.5 0.8 -

Page 444 of 567 ends

HCM 6th TWSC
2: Marbly Ave. & Serravista Ave. 04/20/2023
Cumulative Project1 PM.syn Synchro 11 Report
TJKM Page 2
Intersection
Int Delay, s/veh 0.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 179 10 2 217 0 4
Future Vol, veh/h 179 10 2 217 0 4
Conflicting Peds, #/hr 0 11045
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 79 79 75 75
Heavy Vehicles, % 2 22222
Mvmt Flow 199 11 3 275 0 5
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 211 0 491 211
Stage 1 - - - - 206 -
Stage 2 - - - - 285 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1360 - 537 829
Stage 1 - - - - 829 -
Stage 2 - - - - 763 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1359 - 533 824
Mov Cap-2 Maneuver - - - - 533 -
Stage 1 - - - - 828 -
Stage 2 - - - - 758 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 9.4

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 824 - - 1359 -
HCM Lane V/C Ratio 0.006 - - 0.002 -
HCM Control Delay (s) 9.4 - - 7.7 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0 -

Page 445 of 567 ends

HCM 6th TWSC
3: Serravista Ave. & Victoria St./Serra Ln. 04/20/2023
Cumulative Project1 PM.syn Synchro 11 Report
TJKM Page 3
Intersection
Int Delay, s/veh 4.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 1 17 0 0 19 7 48 1 59 38 24
Future Vol, veh/h 1 1 17 0 0 19 7 48 1 59 38 24
Conflicting Peds, #/hr 0 01100502205
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 80 80 80 50 50 50 84 84 84 89 89 89
Heavy Vehicles, % 2 22222222222
Mvmt Flow 1 1 21 0 0 38 8 57 1 66 43 27
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 287 270 63 277 283 60 75 0 0 60 0 0 Stage 1 194 194 - 76 76 -------
Stage 2 93 76 - 201 207 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 665 636 1002 675 626 1005 1524 - - 1544 - - Stage 1 808 740 - 933 832 -------
Stage 2 914 832 - 801 731 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 612 600 996 632 591 1003 1517 - - 1541 - - Mov Cap-2 Maneuver 612 600 - 632 591 -------
Stage 1 800 703 - 926 826 -------
Stage 2 875 826 - 747 694 -------
Approach EB WB NB SB
HCM Control Delay, s 9 8.7 0.9 3.6

HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1517 - - 933 1003 1541 - -
HCM Lane V/C Ratio 0.005 - - 0.025 0.038 0.043 - -
HCM Control Delay (s) 7.4 0 - 9 8.7 7.4 0 -
HCM Lane LOS A A - AAAA -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0.1 - -

Page 446 of 567 ends

HCM 6th TWSC
4: Serravista Ave. & Driveway 04/20/2023
Cumulative Project1 PM.syn Synchro 11 Report
TJKM Page 4
Intersection
Int Delay, s/veh 5.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 70 102 71 0 22 157
Future Vol, veh/h 70 102 71 0 22 157
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 76 111 77 0 24 171
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 77 0 - 0 340 77
Stage 1 - - - - 77 -
Stage 2 - - - - 263 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1522 - - - 656 984
Stage 1 - - - - 946 -
Stage 2 - - - - 781 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1522 - - - 621 984
Mov Cap-2 Maneuver - - - - 621 -
Stage 1 - - - - 896 -
Stage 2 - - - - 781 -
Approach EB WB SB
HCM Control Delay, s 3 0 10

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1522 - - - 918
HCM Lane V/C Ratio 0.05 - - - 0.212
HCM Control Delay (s) 7.5 0 - - 10
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0.2 - - - 0.8

Page 447 of 567 ends

HCM 6th Signalized Intersection Summary
5: Junipero Serra Blvd. & Hickey Blvd. 04/20/2023
Cumulative Project1 PM.syn Synchro 11 Report
TJKM Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 283 893 273 139 557 825 150 406 117 386 454 226 Future Volume (veh/h) 283 893 273 139 557 825 150 406 117 386 454 226 Initial Q (Qb), veh 000000000000
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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 292 921 0 148 593 0 165 446 0 424 499 0 Peak Hour Factor 0.97 0.97 0.97 0.94 0.94 0.94 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 210 1598 277 691 412 1454 437 1454
Arrive On Green 0.43 0.43 0.00 0.43 0.43 0.00 0.41 0.41 0.00 0.41 0.41 0.00 Sat Flow, veh/h 824 3741 0 341 1617 1585 898 3647 0 943 3554 1585 Grp Volume(v), veh/h 292 921 0 148 593 0 165 446 0 424 499 0 Grp Sat Flow(s),veh/h/ln 824 1870 0 341 1617 1585 898 1777 0 943 1777 1585 Q Serve(g_s), s 5.3 10.3 0.0 13.2 18.2 0.0 8.5 4.7 0.0 17.8 5.3 0.0 Cycle Q Clear(g_c), s 23.5 10.3 0.0 23.5 18.2 0.0 13.8 4.7 0.0 22.5 5.3 0.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 210 1598 277 691 412 1454 437 1454 V/C Ratio(X) 1.39 0.58 0.53 0.86 0.40 0.31 0.97 0.34
Avail Cap(c_a), veh/h 210 1598 277 691 412 1454 437 1454 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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.5 12.0 0.0 21.0 14.2 0.0 15.9 11.0 0.0 21.1 11.2 0.0 Incr Delay (d2), s/veh 203.2 0.5 0.0 2.0 10.5 0.0 0.6 0.1 0.0 35.4 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.4 3.6 0.0 1.8 7.3 0.0 1.5 1.5 0.0 9.3 1.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 229.7 12.5 0.0 23.0 24.8 0.0 16.6 11.1 0.0 56.5 11.3 0.0 LnGrp LOS F B C C B B E B
Approach Vol, veh/h 1213 741 611 923
Approach Delay, s/veh 64.8 24.4 12.6 32.1
Approach LOS E C B C
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 27.0 28.0 27.0 28.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 22.5 23.5 22.5 23.5
Max Q Clear Time (g_c+I1), s 15.8 25.5 24.5 25.5
Green Ext Time (p_c), s 2.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 38.4
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 448 of 567 ends

HCM 6th Signalized Intersection Summary
6: I-280 NB Ramps & Hickey Blvd. 04/20/2023
Cumulative Project1 PM.syn Synchro 11 Report
TJKM Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 195 850 207 213 767 53 869 75 423 134 91 3 Future Volume (veh/h) 195 850 207 213 767 53 869 75 423 134 91 3 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 212 924 0 222 799 51 1004 0 209 147 100 0 Peak Hour Factor 0.92 0.92 0.92 0.96 0.96 0.96 0.92 0.92 0.92 0.91 0.91 0.91 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 237 1016 233 962 61 1065 0 474 154 105 226
Arrive On Green 0.13 0.29 0.00 0.13 0.28 0.28 0.30 0.00 0.30 0.14 0.14 0.00 Sat Flow, veh/h 1781 3647 0 1781 3391 216 3563 0 1585 1081 735 1585 Grp Volume(v), veh/h 212 924 0 222 419 431 1004 0 209 247 0 0 Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1830 1781 0 1585 1816 0 1585 Q Serve(g_s), s 14.9 31.8 0.0 15.7 28.0 28.0 34.9 0.0 13.5 17.1 0.0 0.0 Cycle Q Clear(g_c), s 14.9 31.8 0.0 15.7 28.0 28.0 34.9 0.0 13.5 17.1 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.12 1.00 1.00 0.60 1.00
Lane Grp Cap(c), veh/h 237 1016 233 504 519 1065 0 474 259 0 226 V/C Ratio(X) 0.89 0.91 0.95 0.83 0.83 0.94 0.00 0.44 0.95 0.00 0.00 Avail Cap(c_a), veh/h 243 1078 233 529 545 1089 0 484 259 0 226 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 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 54.2 43.7 0.0 54.8 42.6 42.6 43.5 0.0 35.9 54.0 0.0 0.0 Incr Delay (d2), s/veh 31.2 10.9 0.0 45.8 10.3 10.1 15.4 0.0 0.6 43.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.7 15.3 0.0 10.0 13.6 14.0 17.1 0.0 5.3 11.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 85.3 54.6 0.0 100.6 52.9 52.7 58.8 0.0 36.6 97.2 0.0 0.0 LnGrp LOS F D F D D E A D F A A
Approach Vol, veh/h 1136 1072 1213 247
Approach Delay, s/veh 60.3 62.7 55.0 97.2
Approach LOS E E D F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 42.4 21.1 40.8 22.6 21.4 40.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 38.8 16.6 38.5 18.1 17.3 37.8 Max Q Clear Time (g_c+I1), s 36.9 17.7 33.8 19.1 16.9 30.0 Green Ext Time (p_c), s 1.0 0.0 2.5 0.0 0.0 3.1
Intersection Summary
HCM 6th Ctrl Delay 61.7
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Page 449 of 567 ends

HCM 6th Signalized Intersection Summary
7: I-280 SB Ramps & Hickey Blvd. 04/20/2023
Cumulative Project1 PM.syn Synchro 11 Report
TJKM Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 599 754 180 1432 0 0 0 0 665 5 391 Future Volume (veh/h) 0 599 754 180 1432 0 0 0 0 665 5 391 Initial Q (Qb), veh 0 00000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 697 0 188 1492 0 867 0 288
Peak Hour Factor 0.86 0.86 0.86 0.96 0.96 0.96 0.91 0.91 0.91 Percent Heavy Veh, % 0 22220 222
Cap, veh/h 0 1370 298 1950 0 1061 0 472
Arrive On Green 0.00 0.39 0.00 0.09 0.55 0.00 0.30 0.00 0.30 Sat Flow, veh/h 0 3741 0 3456 3647 0 3563 0 1585
Grp Volume(v), veh/h 0 697 0 188 1492 0 867 0 288
Grp Sat Flow(s),veh/h/ln 0 1777 0 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 8.8 0.0 3.1 19.1 0.0 13.2 0.0 9.1
Cycle Q Clear(g_c), s 0.0 8.8 0.0 3.1 19.1 0.0 13.2 0.0 9.1 Prop In Lane 0.00 0.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1370 298 1950 0 1061 0 472
V/C Ratio(X) 0.00 0.51 0.63 0.77 0.00 0.82 0.00 0.61
Avail Cap(c_a), veh/h 0 1607 560 2456 0 1246 0 555
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 13.8 0.0 25.9 10.3 0.0 19.1 0.0 17.7 Incr Delay (d2), s/veh 0.0 0.3 0.0 2.2 1.1 0.0 3.8 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 3.0 0.0 1.3 5.8 0.0 5.1 0.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 14.1 0.0 28.1 11.4 0.0 22.9 0.0 19.1 LnGrp LOS A B C B A C A B
Approach Vol, veh/h 697 1680 1155
Approach Delay, s/veh 14.1 13.3 21.9
Approach LOS B B C
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 9.6 27.1 21.9 36.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 26.5 20.5 40.5
Max Q Clear Time (g_c+I1), s 5.1 10.8 15.2 21.1
Green Ext Time (p_c), s 0.2 4.2 2.2 11.0
Intersection Summary
HCM 6th Ctrl Delay 16.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Page 450 of 567 ends

Daly City City CouncilJuly 22, 2024

Daly City City Council
July 22, 2024