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

HCM 6th TWSC
8: Driveway & Hickey Blvd. 04/20/2023
Cumulative Project1 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 1144 0 104 1663 0 269
Future Vol, veh/h 1144 0 104 1663 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 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1243 0 113 1808 0 292
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 622
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 - - 0 430
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 430
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s 0 29.4

HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 430 - -
HCM Lane V/C Ratio 0.68 - -
HCM Control Delay (s) 29.4 - -
HCM Lane LOS D - -
HCM 95th %tile Q(veh) 5 - -

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HCM 6th Signalized Intersection Summary
9: Gellert Blvd. & Hickey Blvd. 04/20/2023
Cumulative Project1 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 57 467 426 783 144 422 182 565 421 240 Future Volume (veh/h) 118 399 57 467 426 783 144 422 182 565 421 240 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 149 505 40 513 468 485 158 464 47 628 468 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 163 824 357 600 1115 492 307 644 265 763 401 331 Arrive On Green 0.09 0.23 0.23 0.17 0.31 0.31 0.17 0.17 0.17 0.21 0.21 0.21 Sat Flow, veh/h 1781 3554 1540 3456 3554 1567 1781 3741 1538 3563 1870 1547 Grp Volume(v), veh/h 149 505 40 513 468 485 158 464 47 628 468 33 Grp Sat Flow(s),veh/h/ln 1781 1777 1540 1728 1777 1567 1781 1870 1538 1781 1870 1547 Q Serve(g_s), s 7.2 11.0 1.8 12.4 9.0 26.6 7.0 10.1 2.3 14.5 18.5 1.5 Cycle Q Clear(g_c), s 7.2 11.0 1.8 12.4 9.0 26.6 7.0 10.1 2.3 14.5 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 163 824 357 600 1115 492 307 644 265 763 401 331 V/C Ratio(X) 0.91 0.61 0.11 0.86 0.42 0.99 0.52 0.72 0.18 0.82 1.17 0.10 Avail Cap(c_a), veh/h 163 824 357 680 1115 492 382 801 329 763 401 331 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 38.9 29.7 26.2 34.6 23.4 29.4 32.5 33.8 30.5 32.4 33.9 27.2 Incr Delay (d2), s/veh 46.4 1.4 0.1 9.5 0.3 36.9 1.3 2.4 0.3 7.3 99.4 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 5.1 4.7 0.6 5.8 3.6 14.4 3.1 4.7 0.8 6.9 19.2 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 85.3 31.1 26.3 44.2 23.7 66.4 33.8 36.2 30.8 39.6 133.3 27.4 LnGrp LOS F CCDCECDCDFC
Approach Vol, veh/h 694 1466 669 1129
Approach Delay, s/veh 42.4 45.0 35.3 78.1
Approach LOS D D D E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 19.4 19.5 24.5 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 12.1 14.4 13.0 20.5 9.2 28.6 Green Ext Time (p_c), s 2.0 0.5 1.5 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 52.3
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

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HCM 6th Signalized Intersection Summary
10: Callan Blvd. & Hickey Blvd. 04/20/2023
Cumulative Project1 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) 158 465 99 69 645 133 42 183 34 40 192 241 Future Volume (veh/h) 158 465 99 69 645 133 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 180 528 112 76 709 146 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 221 973 205 100 780 161 79 460 86 73 222 279 Arrive On Green 0.12 0.33 0.33 0.06 0.27 0.27 0.04 0.30 0.30 0.04 0.30 0.30 Sat Flow, veh/h 1781 2914 615 1781 2928 603 1781 1529 284 1781 746 936 Grp Volume(v), veh/h 180 321 319 76 430 425 49 0 255 43 0 460 Grp Sat Flow(s),veh/h/ln1781 1777 1753 1781 1777 1754 1781 0 1813 1781 0 1682 Q Serve(g_s), s 6.6 9.9 10.0 2.8 15.8 15.8 1.8 0.0 7.7 1.6 0.0 17.8 Cycle Q Clear(g_c), s 6.6 9.9 10.0 2.8 15.8 15.8 1.8 0.0 7.7 1.6 0.0 17.8 Prop In Lane 1.00 0.35 1.00 0.34 1.00 0.16 1.00 0.56
Lane Grp Cap(c), veh/h 221 593 585 100 473 467 79 0 546 73 0 501 V/C Ratio(X) 0.82 0.54 0.55 0.76 0.91 0.91 0.62 0.00 0.47 0.59 0.00 0.92 Avail Cap(c_a), veh/h 225 593 585 191 476 469 132 0 550 135 0 513 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 28.7 18.2 18.2 31.3 23.9 23.9 31.6 0.0 19.1 31.7 0.0 22.8 Incr Delay (d2), s/veh 20.0 1.0 1.1 11.0 21.2 21.6 7.6 0.0 0.6 7.3 0.0 21.5 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/ln3.9 3.8 3.8 1.5 8.8 8.7 0.9 0.0 3.1 0.8 0.0 9.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.7 19.2 19.3 42.2 45.1 45.4 39.1 0.0 19.7 39.0 0.0 44.3 LnGrp LOS D B B DDDDABDAD
Approach Vol, veh/h 820 931 304 503
Approach Delay, s/veh 25.7 45.0 22.9 43.9
Approach LOS CDCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.3 24.7 8.3 26.9 7.5 24.5 12.8 22.4 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 9.7 4.8 12.0 3.8 19.8 8.6 17.8 Green Ext Time (p_c), s 0.0 1.0 0.0 2.3 0.0 0.2 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 36.0
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary
11: Hickey Blvd. & Campus Dr. 04/20/2023
Cumulative Project1 PM.syn Synchro 11 Report
TJKM Page 11
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 101 131 148 805 922 108
Future Volume (veh/h) 101 131 148 805 922 108
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 128 166 159 866 1013 119
Peak Hour Factor 0.79 0.79 0.93 0.93 0.91 0.91
Percent Heavy Veh, % 2 22222
Cap, veh/h 162 210 196 2067 1199 141
Arrive On Green 0.22 0.22 0.11 0.58 0.37 0.37
Sat Flow, veh/h 720 933 1781 3647 3293 376
Grp Volume(v), veh/h 295 0 159 866 562 570
Grp Sat Flow(s),veh/h/ln1659 0 1781 1777 1777 1798
Q Serve(g_s), s 7.8 0.0 4.1 6.3 13.4 13.5
Cycle Q Clear(g_c), s 7.8 0.0 4.1 6.3 13.4 13.5
Prop In Lane 0.43 0.56 1.00 0.21
Lane Grp Cap(c), veh/h 372 0 196 2067 666 674
V/C Ratio(X) 0.79 0.00 0.81 0.42 0.84 0.85
Avail Cap(c_a), veh/h 643 0 196 2143 704 713
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 17.0 0.0 20.2 5.4 13.3 13.3
Incr Delay (d2), s/veh 3.8 0.0 22.3 0.1 8.9 8.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln3.0 0.0 2.7 1.3 5.7 5.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.8 0.0 42.5 5.5 22.2 22.1
LnGrp LOS C A D A C C
Approach Vol, veh/h 295 1025 1132
Approach Delay, s/veh 20.8 11.2 22.2
Approach LOS C B C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 31.5 14.9 9.6 21.9
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 8.3 9.8 6.1 15.5
Green Ext Time (p_c), s 5.9 0.6 0.0 1.9
Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOSB
Notes
User approved volume balancing among the lanes for turning movement.

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HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/20/2023
Cumulative Project1 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) 384 290 140 153 375 327 177 625 101 230 656 655 Future Volume (veh/h) 384 290 140 153 375 327 177 625 101 230 656 655 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 0 161 395 0 186 658 0 242 691 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 396 416 200 524 216 772 255 848
Arrive On Green 0.22 0.22 0.00 0.20 0.20 0.00 0.12 0.22 0.00 0.14 0.24 0.00 Sat Flow, veh/h 1781 1870 1585 993 2604 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 366 386 0 295 261 0 186 658 0 242 691 0 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1821 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 16.7 16.8 0.0 12.9 11.4 0.0 8.5 14.8 0.0 11.2 15.3 0.0 Cycle Q Clear(g_c), s 16.7 16.8 0.0 12.9 11.4 0.0 8.5 14.8 0.0 11.2 15.3 0.0 Prop In Lane 1.00 1.00 0.55 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 396 416 366 358 216 772 255 848
V/C Ratio(X) 0.92 0.93 0.81 0.73 0.86 0.85 0.95 0.81
Avail Cap(c_a), veh/h 396 416 470 459 216 858 255 935
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 31.7 31.7 0.0 31.7 31.1 0.0 35.9 31.3 0.0 35.4 29.9 0.0 Incr Delay (d2), s/veh 27.2 27.1 0.0 7.8 4.2 0.0 27.8 7.7 0.0 42.7 5.2 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/ln9.8 10.4 0.0 6.2 5.1 0.0 5.1 6.7 0.0 7.6 6.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.9 58.8 0.0 39.5 35.4 0.0 63.6 39.0 0.0 78.1 35.1 0.0 LnGrp LOS E E D D E D E D
Approach Vol, veh/h 752 556 844 933
Approach Delay, s/veh 58.8 37.5 44.4 46.2
Approach LOS E D D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s16.4 22.6 23.0 14.6 24.4 21.2
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), s13.2 16.8 18.8 10.5 17.3 14.9 Green Ext Time (p_c), s 0.0 1.3 0.0 0.0 1.8 1.8
Intersection Summary
HCM 6th Ctrl Delay 47.2
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.

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HCM 6th AWSC
13: Gellert Blvd. & Victoria St. 04/20/2023
Cumulative Project1 PM.syn Synchro 11 Report
TJKM Page 13
Intersection
Intersection Delay, s/veh 33
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 24 14 25 35 241 15 22 438 160 Future Vol, veh/h 102 14 19 24 14 25 35 241 15 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 29 17 30 40 277 17 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 13.1 11.2 15.6 49

HCM LOS B B C E

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 12% 76% 38% 4%
Vol Thru, % 83% 10% 22% 71%
Vol Right, % 5% 14% 40% 26%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 291 135 63 620
LT Vol 35 102 24 22
Through Vol 241 14 14 438
RT Vol 15 19 25 160
Lane Flow Rate 334 167 77 674
Geometry Grp 1111
Degree of Util (X) 0.544 0.318 0.149 0.966
Departure Headway (Hd) 5.855 6.878 6.976 5.162
Convergence, Y/N Yes Yes Yes Yes
Cap 619 525 516 694
Service Time 3.855 4.898 5 3.256
HCM Lane V/C Ratio 0.54 0.318 0.149 0.971
HCM Control Delay 15.6 13.1 11.2 49
HCM Lane LOS C B B E
HCM 95th-tile Q 3.3 1.4 0.5 14.4

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HCM 6th Signalized Intersection Summary
14: Gellert Blvd. & Serramonte Blvd. 04/20/2023
Cumulative Project1 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) 64 458 282 667 484 711 393 356 744 492 371 65 Future Volume (veh/h) 64 458 282 667 484 711 393 356 744 492 371 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 74 526 324 681 494 0 427 387 809 523 395 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 74 526 324 681 494 0 427 387 809 523 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 17.5 21.3 0.0 10.5 18.0 19.0 13.2 0.0 22.6 Cycle Q Clear(g_c), s 3.7 12.5 15.6 17.5 21.3 0.0 10.5 18.0 19.0 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 1.01 0.78 0.86 0.89 0.62 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 36.2 26.6 0.0 37.8 33.4 20.2 36.1 0.0 32.4 Incr Delay (d2), s/veh 17.9 4.3 2.0 37.6 6.1 0.0 14.4 20.1 0.9 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 10.7 10.2 0.0 5.5 10.4 6.5 6.4 0.0 13.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.9 38.1 26.9 73.8 32.6 0.0 52.2 53.5 21.1 47.3 0.0 62.8 LnGrp LOS E D C F C DDCDAE
Approach Vol, veh/h 924 1175 1623 987
Approach Delay, s/veh 35.9 56.5 37.0 54.6
Approach LOS D E D D
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 21.0 19.5 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 45.3
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.

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HCM 6th Signalized Intersection Summary
15: Serramonte Blvd. & I-280 SB Ramps 04/20/2023
Cumulative Project1 PM.syn Synchro 11 Report
TJKM Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1714 947 0 820 987
Future Volume (veh/h) 0 1714 947 0 820 987
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 1804 1041 0 863 1039
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 1804 1041 0 863 1039
Grp Sat Flow(s),veh/h/ln 0 1777 1702 0 1728 1395
Q Serve(g_s), s 0.0 28.5 8.1 0.0 12.5 22.3
Cycle Q Clear(g_c), s 0.0 28.5 8.1 0.0 12.5 22.3
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 1.07 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 18.7
Incr Delay (d2), s/veh 0.0 42.9 0.1 0.0 2.7 26.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 19.5 2.6 0.0 4.4 9.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 58.6 10.5 0.0 18.3 44.9
LnGrp LOS A F B A B D
Approach Vol, veh/h 1804 1041 1902
Approach Delay, s/veh 58.6 10.5 32.9
Approach LOS E 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 24.3 10.1
Green Ext Time (p_c), s 0.0 0.0 7.2
Intersection Summary
HCM 6th Ctrl Delay 37.8
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary
16: Serramonte Blvd. & I-280 NB Ramps 04/20/2023
Cumulative Project1 PM.syn Synchro 11 Report
TJKM Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 747 1791 958 15 0 0
Future Volume (veh/h) 747 1791 958 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 770 1846 1053 16
Peak Hour Factor 0.97 0.97 0.91 0.91
Percent Heavy Veh, % 2 2 2 2
Cap, veh/h 1031 3071 1541 23
Arrive On Green 0.30 0.86 0.43 0.43
Sat Flow, veh/h 3456 3647 3675 54
Grp Volume(v), veh/h 770 1846 522 547
Grp Sat Flow(s),veh/h/ln1728 1777 1777 1859
Q Serve(g_s), s 6.7 4.9 7.9 7.9
Cycle Q Clear(g_c), s 6.7 4.9 7.9 7.9
Prop In Lane 1.00 0.03
Lane Grp Cap(c), veh/h 1031 3071 765 800
V/C Ratio(X) 0.75 0.60 0.68 0.68
Avail Cap(c_a), veh/h 1302 3804 991 1037
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 0.6 7.6 7.6
Incr Delay (d2), s/veh 1.8 0.2 1.3 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 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.3 0.8 8.9 8.9
LnGrp LOS B A A A
Approach Vol, veh/h 2616 1069
Approach Delay, s/veh 4.2 8.9
Approach LOS A A
Timer - Assigned Phs 4 7 8
Phs Duration (G+Y+Rc), s 33.2 14.4 18.8
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 6.9 8.7 9.9
Green Ext Time (p_c), s 18.7 1.2 4.4
Intersection Summary
HCM 6th Ctrl Delay 5.6
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 PM.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 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) 520 937 295 399 620 540 130 162 520 529 296 177 Future Volume (vph) 520 937 295 399 620 540 130 162 520 529 296 177 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) 571 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) 571 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 16.7 16.7 5.0 Effective Green, g (s) 5.0 18.0 18.0 5.0 18.0 18.0 5.5 16.7 16.7 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) 273 1015 446 141 925 407 301 942 414 141 v/s Ratio Prot 0.17 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 2.09 1.01 0.24 3.14 1.07 0.78 2.49 0.62 0.42 1.35 Uniform Delay, d1 28.9 22.4 17.1 28.9 22.4 20.6 28.6 20.2 19.0 28.9 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 503.5 32.0 0.3 982.2 49.9 9.5 679.6 1.2 0.7 195.9 Delay (s) 532.4 54.3 17.4 1011.1 72.2 30.0 708.2 21.4 19.7 224.7 Level of Service F D B F E C F C B F
Approach Delay (s) 189.9 283.9 331.9
Approach LOS F F F
Intersection Summary
HCM 2000 Control Delay 232.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.34
Actuated Cycle Length (s) 62.7 Sum of lost time (s) 18.0 Intersection Capacity Utilization 98.6% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group

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HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Cumulative Project1 PM.syn Synchro 11 Report
TJKM Page 2
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 372 184 222
Future Volume (vph) 372 184 222
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) 3349 1563
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3349 1563
Peak-hour factor, PHF 0.93 0.93 0.93
Adj. Flow (vph) 400 198 239
RTOR Reduction (vph) 0 0 173
Lane Group Flow (vph) 598 0 66
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 1 1
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 16.2 16.2
Effective Green, g (s) 16.2 16.2
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) 865 403
v/s Ratio Prot c0.18
v/s Ratio Perm 0.04
v/c Ratio 0.69 0.16
Uniform Delay, d1 21.0 18.0
Progression Factor 1.00 1.00
Incremental Delay, d2 2.4 0.2
Delay (s) 23.4 18.2
Level of Service C B
Approach Delay (s) 59.4
Approach LOS E
Intersection Summary

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HCM 6th Signalized Intersection Summary
6: I-280 NB Ramps & Hickey Blvd. 04/25/2023
Cumulative Project1 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) 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 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 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, % 222222222222
Cap, veh/h 186 1150 167 1045 82 832 0 370 232 242 1
Arrive On Green 0.10 0.32 0.00 0.09 0.31 0.31 0.23 0.00 0.23 0.13 0.13 0.13 Sat Flow, veh/h 1781 3647 0 1781 3340 261 3563 0 1585 1781 1858 10 Grp Volume(v), veh/h 149 884 0 134 340 350 701 0 274 172 0 178 Grp Sat Flow(s),veh/h/ln 1781 1777 0 1781 1777 1823 1781 0 1585 1781 0 1868 Q Serve(g_s), s 6.7 18.4 0.0 6.1 13.4 13.4 15.4 0.0 13.2 7.6 0.0 7.5 Cycle Q Clear(g_c), s 6.7 18.4 0.0 6.1 13.4 13.4 15.4 0.0 13.2 7.6 0.0 7.5 Prop In Lane 1.00 0.00 1.00 0.14 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 186 1150 167 556 570 832 0 370 232 0 243 V/C Ratio(X) 0.80 0.77 0.80 0.61 0.61 0.84 0.00 0.74 0.74 0.00 0.73 Avail Cap(c_a), veh/h 318 1793 197 776 796 966 0 430 414 0 434 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 36.0 25.0 0.0 36.5 24.0 24.0 30.1 0.0 29.2 34.4 0.0 34.4 Incr Delay (d2), s/veh 7.7 1.1 0.0 18.1 1.1 1.1 6.1 0.0 5.7 4.6 0.0 4.2 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 3.2 7.4 0.0 3.4 5.5 5.6 6.8 0.0 5.4 3.6 0.0 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.7 26.2 0.0 54.6 25.1 25.1 36.2 0.0 34.9 39.0 0.0 38.6 LnGrp LOS D C DCCDACDAD
Approach Vol, veh/h 1033 824 975 350
Approach Delay, s/veh 28.7 29.9 35.8 38.8
Approach LOS CCDD
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.7 12.2 31.1 15.2 13.1 30.2
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 17.4 8.1 20.4 9.6 8.7 15.4 Green Ext Time (p_c), s 1.8 0.0 6.2 1.1 0.2 4.1
Intersection Summary
HCM 6th Ctrl Delay 32.3
HCM 6th LOS C
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 463 of 567 ends

HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/25/2023
Cumulative Project1 AM Mit.syn Synchro 11 Report
TJKM Page 4
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 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 455 850 175 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, % 222222222222
Cap, veh/h 534 903 186 106 285 157 1151 195 1226
Arrive On Green 0.30 0.30 0.30 0.11 0.11 0.00 0.09 0.32 0.00 0.11 0.35 0.00 Sat Flow, veh/h 1781 3008 619 978 2620 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 455 528 497 155 135 0 129 1107 0 329 564 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1757 1821 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 27.4 31.5 31.5 9.4 8.4 0.0 8.1 34.9 0.0 12.5 14.1 0.0 Cycle Q Clear(g_c), s 27.4 31.5 31.5 9.4 8.4 0.0 8.1 34.9 0.0 12.5 14.1 0.0 Prop In Lane 1.00 0.35 0.54 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 534 561 527 198 193 157 1151 195 1226 V/C Ratio(X) 0.85 0.94 0.94 0.78 0.70 0.82 0.96 1.69 0.46 Avail Cap(c_a), veh/h 538 565 531 287 280 248 1152 195 1226 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 37.6 39.0 39.0 49.5 49.1 0.0 51.1 37.9 0.0 50.8 29.1 0.0 Incr Delay (d2), s/veh 12.3 24.2 25.3 8.2 4.5 0.0 11.3 18.0 0.0 330.1 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/ln 13.5 17.8 16.9 4.7 3.9 0.0 4.0 17.2 0.0 23.3 5.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.9 63.2 64.2 57.7 53.6 0.0 62.4 55.9 0.0 380.9 29.4 0.0 LnGrp LOS D E E E D E E F C
Approach Vol, veh/h 1480 290 1236 893
Approach Delay, s/veh 59.5 55.8 56.6 158.9
Approach LOS E E E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 17.0 41.5 38.7 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), s 12.5 37.0 34.5 15.9 33.6 18.0 Max Q Clear Time (g_c+I1), s 14.5 36.9 33.5 10.1 16.1 11.4 Green Ext Time (p_c), s 0.0 0.1 0.8 0.1 3.2 0.8
Intersection Summary
HCM 6th Ctrl Delay 81.0
HCM 6th LOS F
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.

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HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/25/2023 Cumulative Project1 AM Mit.syn Synchro 11 Report
TJKM Page 5
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 0 273 0 0 136 0 0 0 0 250 0
Lane Group Flow (vph) 375 938 94 240 564 139 0 0 713 559 148 165 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) 12.3 22.5 22.5 12.0 22.2 22.2 17.8 23.9 23.9 11.1 Effective Green, g (s) 12.3 22.5 22.5 12.0 22.2 22.2 17.8 23.9 23.9 11.1 Actuated g/C Ratio 0.14 0.26 0.26 0.14 0.25 0.25 0.20 0.27 0.27 0.13 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) 482 910 407 242 798 365 698 966 432 224 v/s Ratio Prot 0.11 c0.27 c0.14 0.18 c0.21 0.16 0.09
v/s Ratio Perm 0.06 0.10 0.09
v/c Ratio 0.78 1.03 0.23 0.99 0.71 0.38 1.02 0.58 0.34 0.74 Uniform Delay, d1 36.3 32.5 25.7 37.7 29.7 27.0 34.9 27.5 25.5 36.8 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 7.7 38.0 0.3 55.3 2.9 0.7 39.6 0.8 0.5 11.9 Delay (s) 44.0 70.5 26.0 93.0 32.6 27.6 74.5 28.3 26.0 48.7 Level of Service D E C F C C E C C D
Approach Delay (s) 54.9 44.8 47.5
Approach LOS D D 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) 87.5 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 465 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/25/2023 Cumulative Project1 AM Mit.syn Synchro 11 Report
TJKM Page 6
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 0 194
Lane Group Flow (vph) 477 0 47
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 17.2 17.2
Effective Green, g (s) 17.2 17.2
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) 670 311
v/s Ratio Prot c0.14
v/s Ratio Perm 0.03
v/c Ratio 0.71 0.15
Uniform Delay, d1 32.8 29.1
Progression Factor 1.00 1.00
Incremental Delay, d2 3.6 0.2
Delay (s) 36.4 29.3
Level of Service D C
Approach Delay (s) 36.8
Approach LOS D
Intersection Summary

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HCM 6th Signalized Intersection Summary
6: I-280 NB Ramps & Hickey Blvd. 04/25/2023
Cumulative Project1 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) 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 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 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, % 222222222222
Cap, veh/h 240 1051 249 1019 65 1098 0 489 182 191 0
Arrive On Green 0.13 0.30 0.00 0.14 0.30 0.30 0.31 0.00 0.31 0.10 0.10 0.00 Sat Flow, veh/h 1781 3647 0 1781 3391 216 3563 0 1585 1781 1870 0 Grp Volume(v), veh/h 212 924 0 222 419 431 1004 0 209 147 100 0 Grp Sat Flow(s),veh/h/ln 1781 1777 0 1781 1777 1830 1781 0 1585 1781 1870 0 Q Serve(g_s), s 13.6 28.9 0.0 14.3 25.2 25.2 31.7 0.0 12.3 9.4 5.9 0.0 Cycle Q Clear(g_c), s 13.6 28.9 0.0 14.3 25.2 25.2 31.7 0.0 12.3 9.4 5.9 0.0 Prop In Lane 1.00 0.00 1.00 0.12 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 240 1051 249 534 550 1098 0 489 182 191 0 V/C Ratio(X) 0.88 0.88 0.89 0.78 0.78 0.91 0.00 0.43 0.81 0.52 0.00 Avail Cap(c_a), veh/h 264 1172 253 575 593 1184 0 527 276 290 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 49.6 39.1 0.0 49.4 37.4 37.4 38.9 0.0 32.2 51.3 49.7 0.0 Incr Delay (d2), s/veh 26.2 7.4 0.0 29.9 6.6 6.4 10.5 0.0 0.6 9.9 2.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.8 13.4 0.0 8.4 11.7 12.0 14.8 0.0 4.7 4.7 2.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 75.8 46.5 0.0 79.2 43.9 43.8 49.4 0.0 32.8 61.2 51.9 0.0 LnGrp LOS E D E D D D A C E D A
Approach Vol, veh/h 1136 1072 1213 247
Approach Delay, s/veh 52.0 51.2 46.5 57.4
Approach LOS D D D E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 40.5 20.8 39.0 16.4 20.2 39.6
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 16.3 30.9 11.4 15.6 27.2 Green Ext Time (p_c), s 2.3 0.0 3.6 0.5 0.1 3.8
Intersection Summary
HCM 6th Ctrl Delay 50.3
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 467 of 567 ends

HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/25/2023
Cumulative Project1 PM Mit.syn Synchro 11 Report
TJKM Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 384 290 140 153 375 327 177 625 101 230 656 655 Future Volume (veh/h) 384 290 140 153 375 327 177 625 101 230 656 655 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 295 486 152 161 395 0 186 658 0 242 691 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, % 222222222222
Cap, veh/h 378 579 180 201 528 220 778 260 856
Arrive On Green 0.21 0.21 0.21 0.20 0.20 0.00 0.12 0.22 0.00 0.15 0.24 0.00 Sat Flow, veh/h 1781 2730 848 993 2604 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 295 332 306 295 261 0 186 658 0 242 691 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1708 1821 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 12.8 13.9 14.0 12.6 11.2 0.0 8.3 14.5 0.0 11.0 15.0 0.0 Cycle Q Clear(g_c), s 12.8 13.9 14.0 12.6 11.2 0.0 8.3 14.5 0.0 11.0 15.0 0.0 Prop In Lane 1.00 0.50 0.55 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 378 397 362 369 360 220 778 260 856 V/C Ratio(X) 0.78 0.84 0.85 0.80 0.72 0.84 0.85 0.93 0.81 Avail Cap(c_a), veh/h 404 424 387 480 468 220 875 260 954 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 30.4 30.8 30.9 31.0 30.4 0.0 35.0 30.6 0.0 34.4 29.2 0.0 Incr Delay (d2), s/veh 9.0 13.0 15.0 7.2 3.9 0.0 24.6 7.1 0.0 37.8 4.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 7.4 7.0 6.0 5.0 0.0 4.9 6.5 0.0 7.2 6.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.3 43.8 45.9 38.1 34.3 0.0 59.6 37.6 0.0 72.2 33.9 0.0 LnGrp LOS DDDDC ED EC
Approach Vol, veh/h 933 556 844 933
Approach Delay, s/veh 43.1 36.3 42.5 43.9
Approach LOS DDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 16.4 22.4 21.8 14.6 24.2 21.0
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 13.0 16.5 16.0 10.3 17.0 14.6 Green Ext Time (p_c), s 0.0 1.4 1.2 0.0 1.9 1.8
Intersection Summary
HCM 6th Ctrl Delay 42.0
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 468 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/25/2023 Cumulative Project1 PM Mit.syn Synchro 11 Report
TJKM Page 5
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 520 937 295 399 620 540 130 162 520 529 296 177 Future Volume (vph) 520 937 295 399 620 540 130 162 520 529 296 177 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 1546 1770 3223 1422 3433 3539 1544 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 1546 1770 3223 1422 3433 3539 1544 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) 571 1030 324 443 689 600 144 178 571 581 325 190 RTOR Reduction (vph) 0 0 162 0 0 86 0 0 0 0 134 0
Lane Group Flow (vph) 571 1030 162 443 989 358 0 0 749 581 191 190 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) 22.6 34.5 34.5 29.5 41.4 41.4 25.5 31.1 31.1 16.9 Effective Green, g (s) 22.6 34.5 34.5 29.5 41.4 41.4 25.5 31.1 31.1 16.9 Actuated g/C Ratio 0.17 0.27 0.27 0.23 0.32 0.32 0.20 0.24 0.24 0.13 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) 596 939 410 401 1026 452 673 846 369 230 v/s Ratio Prot 0.17 c0.29 c0.25 0.31 c0.22 0.16 0.11
v/s Ratio Perm 0.10 0.25 0.12
v/c Ratio 0.96 1.10 0.39 1.10 0.96 0.79 1.11 0.69 0.52 0.83 Uniform Delay, d1 53.2 47.8 39.2 50.2 43.6 40.4 52.2 45.0 42.9 55.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 26.4 59.5 0.6 76.4 19.8 9.2 70.0 2.3 1.2 20.9 Delay (s) 79.7 107.3 39.8 126.6 63.3 49.6 122.2 47.3 44.2 76.0 Level of Service E F D F E D F D D E
Approach Delay (s) 87.7 75.0 80.6
Approach LOS F E F
Intersection Summary
HCM 2000 Control Delay 81.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.09
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 98.6% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group

Page 469 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/25/2023 Cumulative Project1 PM Mit.syn Synchro 11 Report
TJKM Page 6
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 372 184 222
Future Volume (vph) 372 184 222
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) 3349 1562
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3349 1562
Peak-hour factor, PHF 0.93 0.93 0.93
Adj. Flow (vph) 400 198 239
RTOR Reduction (vph) 0 0 198
Lane Group Flow (vph) 598 0 41
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 1 1
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 22.5 22.5
Effective Green, g (s) 22.5 22.5
Actuated g/C Ratio 0.17 0.17
Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 579 270
v/s Ratio Prot c0.18
v/s Ratio Perm 0.03
v/c Ratio 1.03 0.15
Uniform Delay, d1 53.8 45.7
Progression Factor 1.00 1.00
Incremental Delay, d2 46.1 0.3
Delay (s) 99.9 45.9
Level of Service F D
Approach Delay (s) 82.9
Approach LOS F
Intersection Summary

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455 Hickey Boulevard Traffic Impact Study

Appendix G – Cumulative plus Project Alternative 2 Conditions Intersection Level of Service Worksheets

Page 471 of 567 ends

HCM 6th TWSC
1: Gellert Blvd. & Serravista Ave. 04/20/2023
Cumulative Project2 AM.syn Synchro 11 Report
TJKM Page 1
Intersection
Int Delay, s/veh 4.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 136 698 27 164 311
Future Vol, veh/h 9 136 698 27 164 311
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 12 186 767 30 182 346
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1485 772 0 0 800 0
Stage 1 770 -----
Stage 2 715 -----
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 137 400 - - 823 -
Stage 1 457 -----
Stage 2 485 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 106 398 - - 821 -
Mov Cap-2 Maneuver 106 -----
Stage 1 456 -----
Stage 2 375 -----
Approach WB NB SB
HCM Control Delay, s 23.1 0 3.7

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 106 398 821 -
HCM Lane V/C Ratio - - 0.116 0.468 0.222 -
HCM Control Delay (s) - - 43.4 21.8 10.6 -
HCM Lane LOS - - E C B -
HCM 95th %tile Q(veh) - - 0.4 2.4 0.8 -

Page 472 of 567 ends

HCM 6th TWSC
2: Marbly Ave. & Serravista Ave. 04/20/2023
Cumulative Project2 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 166 9 2 134 14 0
Future Vol, veh/h 166 9 2 134 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 272 15 3 168 21 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 289 0 457 282
Stage 1 - - - - 282 -
Stage 2 - - - - 175 -
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 - 562 757
Stage 1 - - - - 766 -
Stage 2 - - - - 855 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1271 - 559 756
Mov Cap-2 Maneuver - - - - 559 -
Stage 1 - - - - 764 -
Stage 2 - - - - 852 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 11.7

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 559 - - 1271 -
HCM Lane V/C Ratio 0.037 - - 0.002 -
HCM Control Delay (s) 11.7 - - 7.8 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

Page 473 of 567 ends

HCM 6th TWSC
3: Serravista Ave. & Victoria St./Serra Ln. 04/20/2023
Cumulative Project2 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 4
Future Vol, veh/h 6 0 8 0 9 11 23 114 0 4 36 4
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 6
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 327 313 60 320 316 174 63 0 0 173 0 0 Stage 1 72 72 - 241 241 -------
Stage 2 255 241 - 79 75 -------
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 626 602 1005 633 600 869 1540 - - 1404 - - Stage 1 938 835 - 762 706 -------
Stage 2 749 706 - 930 833 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 584 581 1003 606 579 864 1537 - - 1397 - - Mov Cap-2 Maneuver 584 581 - 606 579 -------
Stage 1 914 830 - 740 686 -------
Stage 2 696 686 - 910 828 -------
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) 1537 - - 767 707 1397 - -
HCM Lane V/C Ratio 0.022 - - 0.041 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 474 of 567 ends

HCM 6th TWSC
4: Serravista Ave. & Driveway 04/20/2023
Cumulative Project2 AM.syn Synchro 11 Report
TJKM Page 4
Intersection
Int Delay, s/veh 3.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 112 49 125 0 2 16
Future Vol, veh/h 112 49 125 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 53 136 0 2 17
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 136 0 - 0 433 136
Stage 1 - - - - 136 -
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 1448 - - - 580 913
Stage 1 - - - - 890 -
Stage 2 - - - - 754 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1448 - - - 530 913
Mov Cap-2 Maneuver - - - - 530 -
Stage 1 - - - - 813 -
Stage 2 - - - - 754 -
Approach EB WB SB
HCM Control Delay, s 5.4 0 9.4

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1448 - - - 845
HCM Lane V/C Ratio 0.084 - - - 0.023
HCM Control Delay (s) 7.7 0 - - 9.4
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.3 - - - 0.1

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HCM 6th Signalized Intersection Summary
5: Junipero Serra Blvd. & Hickey Blvd. 04/20/2023
Cumulative Project2 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) 324 576 167 53 377 552 136 581 131 427 312 236 Future Volume (veh/h) 324 576 167 53 377 552 136 581 131 427 312 236 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 381 678 0 58 410 0 148 632 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 452 1496 190 1158 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 976 3741 0 226 2896 1585 1030 3647 0 795 3554 1585 Grp Volume(v), veh/h 381 678 0 235 233 0 148 632 0 480 351 0 Grp Sat Flow(s),veh/h/ln 976 1870 0 1505 1617 1585 1030 1777 0 795 1777 1585 Q Serve(g_s), s 13.5 6.0 0.0 0.1 4.5 0.0 5.0 5.8 0.0 12.2 3.0 0.0 Cycle Q Clear(g_c), s 18.0 6.0 0.0 6.0 4.5 0.0 8.0 5.8 0.0 18.0 3.0 0.0 Prop In Lane 1.00 0.00 0.25 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 452 1496 702 647 504 1421 375 1421 V/C Ratio(X) 0.84 0.45 0.34 0.36 0.29 0.44 1.28 0.25
Avail Cap(c_a), veh/h 452 1496 702 647 504 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 17.3 9.9 0.0 9.3 9.5 0.0 11.6 9.9 0.0 19.0 9.0 0.0 Incr Delay (d2), s/veh 13.5 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 5.2 1.9 0.0 1.2 1.2 0.0 0.9 1.6 0.0 18.6 0.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.9 10.1 0.0 9.5 9.8 0.0 12.0 10.1 0.0 164.4 9.1 0.0 LnGrp LOS C B A A B B F A
Approach Vol, veh/h 1059 468 780 831
Approach Delay, s/veh 17.6 9.7 10.4 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 10.0 20.0 20.0 8.0
Green Ext Time (p_c), s 2.9 0.0 0.0 2.0
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 476 of 567 ends

HCM 6th Signalized Intersection Summary
6: I-280 NB Ramps & Hickey Blvd. 04/20/2023
Cumulative Project2 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) 130 756 139 114 522 49 573 54 462 163 168 4 Future Volume (veh/h) 130 756 139 114 522 49 573 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 149 869 0 134 614 50 672 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 1085 164 981 80 766 0 341 180 185 316
Arrive On Green 0.10 0.31 0.00 0.09 0.29 0.29 0.22 0.00 0.22 0.20 0.20 0.20 Sat Flow, veh/h 1781 3647 0 1781 3328 271 3563 0 1585 900 926 1585 Grp Volume(v), veh/h 149 869 0 134 327 337 672 0 274 349 0 1 Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1822 1781 0 1585 1825 0 1585 Q Serve(g_s), s 7.8 21.5 0.0 7.1 15.2 15.3 17.5 0.0 15.7 18.1 0.0 0.0 Cycle Q Clear(g_c), s 7.8 21.5 0.0 7.1 15.2 15.3 17.5 0.0 15.7 18.1 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.15 1.00 1.00 0.49 1.00
Lane Grp Cap(c), veh/h 182 1085 164 524 537 766 0 341 364 0 316 V/C Ratio(X) 0.82 0.80 0.82 0.62 0.63 0.88 0.00 0.80 0.96 0.00 0.00 Avail Cap(c_a), veh/h 274 1541 169 667 683 830 0 369 364 0 316 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 42.1 30.6 0.0 42.7 29.2 29.2 36.3 0.0 35.6 37.9 0.0 30.7 Incr Delay (d2), s/veh 11.1 2.1 0.0 25.2 1.2 1.2 10.0 0.0 11.4 36.1 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/ln3.9 9.1 0.0 4.2 6.5 6.6 8.2 0.0 7.0 11.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.2 32.6 0.0 67.9 30.4 30.4 46.3 0.0 47.0 74.0 0.0 30.7 LnGrp LOS D C E C C D A D E A C
Approach Vol, veh/h 1018 798 946 350
Approach Delay, s/veh 35.6 36.7 46.5 73.9
Approach LOS D D D E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 25.1 13.3 33.7 23.6 14.3 32.7
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 9.1 23.5 20.1 9.8 17.3 Green Ext Time (p_c), s 1.1 0.0 5.7 0.0 0.1 3.8
Intersection Summary
HCM 6th Ctrl Delay 43.5
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 477 of 567 ends

HCM 6th Signalized Intersection Summary
7: I-280 SB Ramps & Hickey Blvd. 04/20/2023
Cumulative Project2 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) 0 432 970 206 863 0 0 0 0 604 2 359 Future Volume (veh/h) 0 432 970 206 863 0 0 0 0 604 2 359 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 0 470 0 224 938 0 779 0 261
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 0 863 390 1655 0 1118 0 497
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 0 470 0 224 938 0 779 0 261
Grp Sat Flow(s),veh/h/ln 0 1777 0 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 4.7 0.0 2.5 7.8 0.0 7.8 0.0 5.5
Cycle Q Clear(g_c), s 0.0 4.7 0.0 2.5 7.8 0.0 7.8 0.0 5.5 Prop In Lane 0.00 0.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 863 390 1655 0 1118 0 497
V/C Ratio(X) 0.00 0.54 0.57 0.57 0.00 0.70 0.00 0.52
Avail Cap(c_a), veh/h 0 3089 922 4429 0 1753 0 780
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 13.5 0.0 17.2 7.9 0.0 12.3 0.0 11.5 Incr Delay (d2), s/veh 0.0 0.5 0.0 1.3 0.3 0.0 0.8 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 1.6 0.0 0.9 2.0 0.0 2.2 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 14.0 0.0 18.5 8.2 0.0 13.1 0.0 12.4 LnGrp LOS A B B A A B A B
Approach Vol, veh/h 470 1162 1040
Approach Delay, s/veh 14.0 10.2 12.9
Approach LOS B B B
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 9.1 14.4 17.3 23.5
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 6.7 9.8 9.8
Green Ext Time (p_c), s 0.4 3.2 3.0 7.9
Intersection Summary
HCM 6th Ctrl Delay 11.9
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 478 of 567 ends

HCM 6th TWSC
8: Driveway & Hickey Blvd. 04/20/2023
Cumulative Project2 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 1391 0 168 1018 0 27
Future Vol, veh/h 1391 0 168 1018 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 1512 0 183 1107 0 29
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 756
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 16.2

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 351 - -
HCM Lane V/C Ratio 0.084 - -
HCM Control Delay (s) 16.2 - -
HCM Lane LOS C - -
HCM 95th %tile Q(veh) 0.3 - -

Page 479 of 567 ends

HCM 6th Signalized Intersection Summary
9: Gellert Blvd. & Hickey Blvd. 04/20/2023
Cumulative Project2 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 57 276 319 417 46 455 280 408 220 90 Future Volume (veh/h) 89 695 57 276 319 417 46 455 280 408 220 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 50 307 354 87 53 523 132 474 256 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 136 944 415 399 1083 482 369 774 321 646 339 285 Arrive On Green 0.08 0.27 0.27 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 50 307 354 87 53 523 132 474 256 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 17.4 1.9 6.7 6.0 3.2 1.9 10.1 5.7 9.8 10.1 0.3 Cycle Q Clear(g_c), s 4.6 17.4 1.9 6.7 6.0 3.2 1.9 10.1 5.7 9.8 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 136 944 415 399 1083 482 369 774 321 646 339 285 V/C Ratio(X) 0.78 0.88 0.12 0.77 0.33 0.18 0.14 0.68 0.41 0.73 0.76 0.03 Avail Cap(c_a), veh/h 208 998 438 501 1098 489 703 1477 613 822 432 363 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 35.4 27.4 21.7 33.5 20.9 19.9 25.3 28.5 26.8 30.2 30.3 26.3 Incr Delay (d2), s/veh 10.0 8.5 0.1 5.6 0.2 0.2 0.2 1.0 0.8 2.5 5.6 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 2.3 8.0 0.7 3.0 2.4 1.1 0.8 4.5 2.1 4.3 4.9 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.3 35.9 21.9 39.1 21.1 20.1 25.5 29.6 27.6 32.7 35.9 26.3 LnGrp LOS DDCDCCCCCCDC
Approach Vol, veh/h 983 748 708 738
Approach Delay, s/veh 36.2 28.4 28.9 33.8
Approach LOS DCCC
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 20.6 13.5 25.2 18.6 10.4 28.3
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 12.1 8.7 19.4 12.1 6.6 8.0 Green Ext Time (p_c), s 4.0 0.3 1.4 1.8 0.1 2.2
Intersection Summary
HCM 6th Ctrl Delay 32.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Page 480 of 567 ends

HCM 6th Signalized Intersection Summary
10: Callan Blvd. & Hickey Blvd. 04/20/2023
Cumulative Project2 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) 188 728 53 17 370 59 86 313 34 55 130 172 Future Volume (veh/h) 188 728 53 17 370 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 204 791 58 19 411 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 1079 79 41 620 99 124 429 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 3350 246 1781 3067 489 1781 1658 179 1781 728 966 Grp Volume(v), veh/h 204 419 430 19 237 240 91 0 369 60 0 328 Grp Sat Flow(s),veh/h/ln1781 1777 1819 1781 1777 1779 1781 0 1838 1781 0 1694 Q Serve(g_s), s 5.9 11.1 11.1 0.6 6.5 6.6 2.6 0.0 9.8 1.7 0.0 9.6 Cycle Q Clear(g_c), s 5.9 11.1 11.1 0.6 6.5 6.6 2.6 0.0 9.8 1.7 0.0 9.6 Prop In Lane 1.00 0.14 1.00 0.27 1.00 0.10 1.00 0.57
Lane Grp Cap(c), veh/h 255 572 586 41 359 360 124 0 476 99 0 414 V/C Ratio(X) 0.80 0.73 0.73 0.46 0.66 0.67 0.73 0.00 0.78 0.61 0.00 0.79 Avail Cap(c_a), veh/h 320 757 775 169 605 606 185 0 671 175 0 609 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 15.9 15.9 25.5 19.4 19.4 24.1 0.0 18.2 24.4 0.0 18.7 Incr Delay (d2), s/veh 10.9 2.5 2.5 7.9 2.1 2.1 8.0 0.0 3.7 5.9 0.0 4.4 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/ln3.0 4.2 4.3 0.3 2.6 2.6 1.3 0.0 4.2 0.8 0.0 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.9 18.4 18.4 33.4 21.5 21.6 32.1 0.0 21.9 30.3 0.0 23.1 LnGrp LOS C B B CCCCACCAC
Approach Vol, veh/h 1053 496 460 388
Approach Delay, s/veh 21.2 22.0 23.9 24.2
Approach LOS CCCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.4 18.2 5.7 21.5 8.2 17.4 12.1 15.2 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 13.1 4.6 11.6 7.9 8.6 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 22.4
HCM 6th LOS C

Page 481 of 567 ends

HCM 6th Signalized Intersection Summary
11: Hickey Blvd. & Campus Dr. 04/20/2023
Cumulative Project2 AM.syn Synchro 11 Report
TJKM Page 11
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 62 263 206 937 552 155
Future Volume (veh/h) 62 263 206 937 552 155
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 1065 613 172
Peak Hour Factor 0.71 0.71 0.88 0.88 0.90 0.90
Percent Heavy Veh, % 2 22222
Cap, veh/h 97 414 248 1832 797 223
Arrive On Green 0.32 0.32 0.14 0.52 0.29 0.29
Sat Flow, veh/h 307 1304 1781 3647 2817 762
Grp Volume(v), veh/h 458 0 234 1065 400 385
Grp Sat Flow(s),veh/h/ln1614 0 1781 1777 1777 1709
Q Serve(g_s), s 14.6 0.0 7.0 11.2 11.1 11.1
Cycle Q Clear(g_c), s 14.6 0.0 7.0 11.2 11.1 11.1
Prop In Lane 0.19 0.81 1.00 0.45
Lane Grp Cap(c), veh/h 513 0 248 1832 520 500
V/C Ratio(X) 0.89 0.00 0.94 0.58 0.77 0.77
Avail Cap(c_a), veh/h 584 0 248 2078 643 618
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 23.0 9.0 17.4 17.4
Incr Delay (d2), s/veh 14.8 0.0 41.8 0.3 4.5 4.7
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 3.2 4.5 4.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.4 0.0 64.8 9.4 21.9 22.1
LnGrp LOS C A E A C C
Approach Vol, veh/h 458 1299 785
Approach Delay, s/veh 32.4 19.3 22.0
Approach LOS C B C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 32.3 21.6 12.0 20.3
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 13.2 16.6 9.0 13.1
Green Ext Time (p_c), s 7.3 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 482 of 567 ends

HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/20/2023
Cumulative Project2 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 64 178 316 112 963 96 282 502 330 Future Volume (veh/h) 721 433 170 64 178 316 112 963 96 282 502 330 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 74 207 0 129 1107 0 317 564 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 96 287 157 1152 195 1227
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 901 2701 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 594 654 0 150 131 0 129 1107 0 317 564 0 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1825 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 34.5 34.5 0.0 9.1 8.1 0.0 8.1 34.9 0.0 12.5 14.1 0.0 Cycle Q Clear(g_c), s 34.5 34.5 0.0 9.1 8.1 0.0 8.1 34.9 0.0 12.5 14.1 0.0 Prop In Lane 1.00 1.00 0.49 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 539 566 194 189 157 1152 195 1227 V/C Ratio(X) 1.10 1.16 0.77 0.70 0.82 0.96 1.62 0.46
Avail Cap(c_a), veh/h 539 566 288 280 248 1153 195 1227 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 39.8 39.8 0.0 49.6 49.2 0.0 51.1 37.9 0.0 50.8 29.1 0.0 Incr Delay (d2), s/veh 69.9 88.9 0.0 7.3 4.5 0.0 11.3 17.9 0.0 303.1 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/ln25.1 29.4 0.0 4.5 3.8 0.0 4.0 17.2 0.0 21.8 5.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 109.7 128.7 0.0 57.0 53.7 0.0 62.4 55.8 0.0 353.9 29.3 0.0 LnGrp LOS F F E D E E F C
Approach Vol, veh/h 1248 281 1236 881
Approach Delay, s/veh 119.7 55.5 56.5 146.1
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 16.6
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 36.9 36.5 10.1 16.1 11.1 Green Ext Time (p_c), s 0.0 0.1 0.0 0.1 3.2 0.8
Intersection Summary
HCM 6th Ctrl Delay 99.7
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 483 of 567 ends

HCM 6th AWSC
13: Gellert Blvd. & Victoria St. 04/20/2023
Cumulative Project2 AM.syn Synchro 11 Report
TJKM Page 13
Intersection
Intersection Delay, s/veh27.8
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 8 23 56 24 425 5 24 237 87 Future Vol, veh/h 167 17 17 8 23 56 24 425 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 11 31 75 28 494 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 16.5 12.5 39.6 23.6

HCM LOS C B E C

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 5% 83% 9% 7%
Vol Thru, % 94% 8% 26% 68%
Vol Right, % 1% 8% 64% 25%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 454 201 87 348
LT Vol 24 167 8 24
Through Vol 425 17 23 237
RT Vol 5 17 56 87
Lane Flow Rate 528 234 116 424
Geometry Grp 1111
Degree of Util (X) 0.889 0.466 0.234 0.722
Departure Headway (Hd) 6.062 7.183 7.271 6.121
Convergence, Y/N Yes Yes Yes Yes
Cap 597 498 496 586
Service Time 4.133 5.272 5.271 4.197
HCM Lane V/C Ratio 0.884 0.47 0.234 0.724
HCM Control Delay 39.6 16.5 12.5 23.6
HCM Lane LOS E C B C
HCM 95th-tile Q 10.5 2.4 0.9 6

Page 484 of 567 ends

HCM 6th Signalized Intersection Summary
14: Gellert Blvd. & Serramonte Blvd. 04/20/2023
Cumulative Project2 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) 66 461 254 480 273 198 247 162 483 143 199 15 Future Volume (veh/h) 66 461 254 480 273 198 247 162 483 143 199 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 69 480 265 558 317 0 284 186 555 177 246 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 103 787 511 592 626 364 401 1218 282 331 26
Arrive On Green 0.06 0.22 0.22 0.17 0.33 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 69 480 265 558 317 0 284 186 555 177 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 9.2 7.8 0.0 4.5 5.0 7.6 2.9 0.0 7.8 Cycle Q Clear(g_c), s 2.2 7.0 7.9 9.2 7.8 0.0 4.5 5.0 7.6 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 103 787 511 592 626 364 401 1218 282 0 357 V/C Ratio(X) 0.67 0.61 0.52 0.94 0.51 0.78 0.46 0.46 0.63 0.00 0.74 Avail Cap(c_a), veh/h 179 1107 654 592 715 364 615 1578 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 26.7 20.2 15.9 23.7 15.4 0.0 25.3 19.8 13.2 25.7 0.0 21.9 Incr Delay (d2), s/veh 7.2 0.8 0.8 23.7 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 5.4 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 47.3 16.0 0.0 35.8 20.6 13.5 29.3 0.0 25.0 LnGrp LOS C C B D B D C B C A C
Approach Vol, veh/h 814 875 1025 442
Approach Delay, s/veh 20.7 36.0 21.0 26.7
Approach LOS CDCC
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.2 16.9 14.4 17.3 10.4 15.7 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 9.6 11.2 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 25.9
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 485 of 567 ends

HCM 6th Signalized Intersection Summary
15: Serramonte Blvd. & I-280 SB Ramps 04/20/2023
Cumulative Project2 AM.syn Synchro 11 Report
TJKM Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1054 486 0 968 512
Future Volume (veh/h) 0 1054 486 0 968 512
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 1240 546 0 1166 617
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 1240 546 0 1166 617
Grp Sat Flow(s),veh/h/ln 0 1777 1702 0 1728 1395
Q Serve(g_s), s 0.0 17.2 3.8 0.0 13.7 7.7
Cycle Q Clear(g_c), s 0.0 17.2 3.8 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 15.7 11.5 0.0 11.0 9.4
Incr Delay (d2), s/veh 0.0 18.2 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 8.9 1.2 0.0 4.1 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 34.0 11.6 0.0 14.0 10.7
LnGrp LOS A C BABB
Approach Vol, veh/h 1240 546 1783
Approach Delay, s/veh 34.0 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 19.2 15.7 5.8
Green Ext Time (p_c), s 0.0 4.3 2.9
Intersection Summary
HCM 6th Ctrl Delay 20.0
HCM 6th LOS B

Page 486 of 567 ends

HCM 6th Signalized Intersection Summary
16: Serramonte Blvd. & I-280 NB Ramps 04/20/2023
Cumulative Project2 AM.syn Synchro 11 Report
TJKM Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 483 1546 484 4 0 0
Future Volume (veh/h) 483 1546 484 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 582 1863 598 5
Peak Hour Factor 0.83 0.83 0.81 0.81
Percent Heavy Veh, % 2 2 2 2
Cap, veh/h 852 3026 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 582 1863 294 309
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 852 3026 811 852
V/C Ratio(X) 0.68 0.62 0.36 0.36
Avail Cap(c_a), veh/h 1197 4163 1202 1262
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 5.4 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 5.6 5.6
LnGrp LOS B A A A
Approach Vol, veh/h 2445 603
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 7.0 6.6 5.3
Green Ext Time (p_c), s 18.8 0.9 3.3
Intersection Summary
HCM 6th Ctrl Delay 3.8
HCM 6th LOS A

Page 487 of 567 ends

HCM 6th Signalized Intersection Summary
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Cumulative Project2 AM.syn Synchro 11 Report
TJKM Page 17
HCM 6th Edition methodology does not support more than 4 approaches.

Page 488 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Cumulative Project2 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) 342 863 338 221 270 373 130 162 494 514 366 152 Future Volume (vph) 342 863 338 221 270 373 130 162 494 514 366 152 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) 372 938 367 240 293 405 141 176 537 559 398 165 RTOR Reduction (vph) 0 0 233 0 0 125 0 0 0 0 157 0
Lane Group Flow (vph) 372 938 134 240 564 150 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 180.8 12.6 0.4 339.0 1.3 0.5 619.1 1.1 2.1 125.6 Delay (s) 209.4 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) 69.3 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 82.2% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group

Page 489 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Cumulative Project2 AM.syn Synchro 11 Report
TJKM Page 2
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 333 101 222
Future Volume (vph) 333 101 222
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) 3415 1583
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3415 1583
Peak-hour factor, PHF 0.92 0.92 0.92
Adj. Flow (vph) 362 110 241
RTOR Reduction (vph) 0 0 180
Lane Group Flow (vph) 472 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) 866 401
v/s Ratio Prot 0.14
v/s Ratio Perm 0.04
v/c Ratio 0.55 0.15
Uniform Delay, d1 20.1 18.1
Progression Factor 1.00 1.00
Incremental Delay, d2 0.7 0.2
Delay (s) 20.8 18.2
Level of Service C B
Approach Delay (s) 45.2
Approach LOS D
Intersection Summary

Page 490 of 567 ends

HCM 6th TWSC
1: Gellert Blvd. & Serravista Ave. 04/20/2023
Cumulative Project2 PM.syn Synchro 11 Report
TJKM Page 1
Intersection
Int Delay, s/veh 2.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 8 145 485 16 160 741
Future Vol, veh/h 8 145 485 16 160 741
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 10 181 522 17 174 805
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1686 528 0 0 545 0
Stage 1 528 -----
Stage 2 1158 -----
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 103 550 - - 1024 -
Stage 1 592 -----
Stage 2 299 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 84 547 - - 1018 -
Mov Cap-2 Maneuver 84 -----
Stage 1 588 -----
Stage 2 247 -----
Approach WB NB SB
HCM Control Delay, s 16.8 0 1.6

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 84 547 1018 -
HCM Lane V/C Ratio - - 0.119 0.331 0.171 -
HCM Control Delay (s) - - 53.6 14.8 9.3 -
HCM Lane LOS - - F B A -
HCM 95th %tile Q(veh) - - 0.4 1.4 0.6 -

Page 491 of 567 ends

HCM 6th TWSC
2: Marbly Ave. & Serravista Ave. 04/20/2023
Cumulative Project2 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 130 10 2 154 0 4
Future Vol, veh/h 130 10 2 154 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 144 11 3 195 0 5
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 156 0 356 156
Stage 1 - - - - 151 -
Stage 2 - - - - 205 -
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 - - 1424 - 642 890
Stage 1 - - - - 877 -
Stage 2 - - - - 829 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1423 - 638 885
Mov Cap-2 Maneuver - - - - 638 -
Stage 1 - - - - 876 -
Stage 2 - - - - 824 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 9.1

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 885 - - 1423 -
HCM Lane V/C Ratio 0.006 - - 0.002 -
HCM Control Delay (s) 9.1 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0 -

Page 492 of 567 ends

HCM 6th TWSC
3: Serravista Ave. & Victoria St./Serra Ln. 04/20/2023
Cumulative Project2 PM.syn Synchro 11 Report
TJKM Page 3
Intersection
Int Delay, s/veh 4.3
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 15
Future Vol, veh/h 1 1 17 0 0 19 7 48 1 59 38 15
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 17
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 282 265 58 272 273 60 65 0 0 60 0 0 Stage 1 189 189 - 76 76 -------
Stage 2 93 76 - 196 197 -------
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 670 640 1008 680 634 1005 1537 - - 1544 - - Stage 1 813 744 - 933 832 -------
Stage 2 914 832 - 806 738 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 618 605 1002 638 599 1003 1530 - - 1541 - - Mov Cap-2 Maneuver 618 605 - 638 599 -------
Stage 1 805 708 - 926 826 -------
Stage 2 875 826 - 752 702 -------
Approach EB WB NB SB
HCM Control Delay, s 8.9 8.7 0.9 3.9

HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1530 - - 939 1003 1541 - -
HCM Lane V/C Ratio 0.005 - - 0.025 0.038 0.043 - -
HCM Control Delay (s) 7.4 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 493 of 567 ends

HCM 6th TWSC
4: Serravista Ave. & Driveway 04/20/2023
Cumulative Project2 PM.syn Synchro 11 Report
TJKM Page 4
Intersection
Int Delay, s/veh 3.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 21 102 71 0 14 95
Future Vol, veh/h 21 102 71 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 23 111 77 0 15 103
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 77 0 - 0 234 77
Stage 1 - - - - 77 -
Stage 2 - - - - 157 -
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 - - - 754 984
Stage 1 - - - - 946 -
Stage 2 - - - - 871 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1522 - - - 742 984
Mov Cap-2 Maneuver - - - - 742 -
Stage 1 - - - - 931 -
Stage 2 - - - - 871 -
Approach EB WB SB
HCM Control Delay, s 1.3 0 9.4

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1522 - - - 944
HCM Lane V/C Ratio 0.015 - - - 0.126
HCM Control Delay (s) 7.4 0 - - 9.4
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.4

Page 494 of 567 ends

HCM 6th Signalized Intersection Summary
5: Junipero Serra Blvd. & Hickey Blvd. 04/20/2023
Cumulative Project2 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) 283 875 255 139 545 825 138 406 117 386 454 226 Future Volume (veh/h) 283 875 255 139 545 825 138 406 117 386 454 226 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 292 902 0 148 580 0 152 446 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 220 1598 282 691 412 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 834 3741 0 355 1617 1585 898 3647 0 943 3554 1585 Grp Volume(v), veh/h 292 902 0 148 580 0 152 446 0 424 499 0 Grp Sat Flow(s),veh/h/ln 834 1870 0 355 1617 1585 898 1777 0 943 1777 1585 Q Serve(g_s), s 5.9 10.0 0.0 13.1 17.6 0.0 7.7 4.7 0.0 17.8 5.3 0.0 Cycle Q Clear(g_c), s 23.5 10.0 0.0 23.1 17.6 0.0 13.0 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 220 1598 282 691 412 1454 437 1454 V/C Ratio(X) 1.33 0.56 0.52 0.84 0.37 0.31 0.97 0.34
Avail Cap(c_a), veh/h 220 1598 282 691 412 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 26.3 11.9 0.0 20.6 14.1 0.0 15.6 11.0 0.0 21.1 11.2 0.0 Incr Delay (d2), s/veh 174.9 0.5 0.0 1.8 9.1 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 13.4 3.4 0.0 1.8 6.8 0.0 1.4 1.5 0.0 9.3 1.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 201.3 12.3 0.0 22.4 23.1 0.0 16.2 11.1 0.0 56.5 11.3 0.0 LnGrp LOS F B C C B B E B
Approach Vol, veh/h 1194 728 598 923
Approach Delay, s/veh 58.5 23.0 12.4 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 15.0 25.5 24.5 25.1
Green Ext Time (p_c), s 2.1 0.0 0.0 0.0
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 [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Page 495 of 567 ends

HCM 6th Signalized Intersection Summary
6: I-280 NB Ramps & Hickey Blvd. 04/20/2023
Cumulative Project2 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) 195 795 168 213 742 53 838 75 423 134 91 3 Future Volume (veh/h) 195 795 168 213 742 53 838 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 212 864 0 222 773 51 970 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 238 983 240 940 62 1053 0 469 159 108 233
Arrive On Green 0.13 0.28 0.00 0.13 0.28 0.28 0.30 0.00 0.30 0.15 0.15 0.00 Sat Flow, veh/h 1781 3647 0 1781 3383 223 3563 0 1585 1081 735 1585 Grp Volume(v), veh/h 212 864 0 222 406 418 970 0 209 247 0 0 Grp Sat Flow(s),veh/h/ln1781 1777 0 1781 1777 1829 1781 0 1585 1816 0 1585 Q Serve(g_s), s 14.4 28.6 0.0 15.2 26.4 26.4 32.5 0.0 13.2 16.6 0.0 0.0 Cycle Q Clear(g_c), s 14.4 28.6 0.0 15.2 26.4 26.4 32.5 0.0 13.2 16.6 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 238 983 240 494 508 1053 0 469 267 0 233 V/C Ratio(X) 0.89 0.88 0.93 0.82 0.82 0.92 0.00 0.45 0.93 0.00 0.00 Avail Cap(c_a), veh/h 250 1110 240 545 561 1121 0 499 267 0 233 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 52.5 42.6 0.0 52.7 41.7 41.7 42.0 0.0 35.2 51.9 0.0 0.0 Incr Delay (d2), s/veh 29.4 7.6 0.0 38.4 9.1 8.9 11.8 0.0 0.7 35.9 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/ln8.3 13.4 0.0 9.3 12.6 13.0 15.4 0.0 5.1 10.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 81.9 50.2 0.0 91.1 50.8 50.6 53.8 0.0 35.9 87.8 0.0 0.0 LnGrp LOS F D F D D D A D F A A
Approach Vol, veh/h 1076 1046 1179 247
Approach Delay, s/veh 56.4 59.2 50.6 87.8
Approach LOS E E D F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 40.9 21.1 38.6 22.6 21.0 38.7
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 34.5 17.2 30.6 18.6 16.4 28.4 Green Ext Time (p_c), s 2.0 0.0 3.5 0.0 0.1 3.5
Intersection Summary
HCM 6th Ctrl Delay 57.5
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 496 of 567 ends

HCM 6th Signalized Intersection Summary
7: I-280 SB Ramps & Hickey Blvd. 04/20/2023
Cumulative Project2 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) 0 524 754 180 1377 0 0 0 0 665 5 364 Future Volume (veh/h) 0 524 754 180 1377 0 0 0 0 665 5 364 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 0 609 0 188 1434 0 857 0 268
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 1331 301 1924 0 1066 0 474
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 0 609 0 188 1434 0 857 0 268
Grp Sat Flow(s),veh/h/ln 0 1777 0 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 7.3 0.0 3.0 17.5 0.0 12.5 0.0 8.0
Cycle Q Clear(g_c), s 0.0 7.3 0.0 3.0 17.5 0.0 12.5 0.0 8.0 Prop In Lane 0.00 0.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1331 301 1924 0 1066 0 474
V/C Ratio(X) 0.00 0.46 0.62 0.75 0.00 0.80 0.00 0.57
Avail Cap(c_a), veh/h 0 1668 582 2550 0 1294 0 576
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 24.9 10.0 0.0 18.3 0.0 16.7 Incr Delay (d2), s/veh 0.0 0.2 0.0 2.1 0.9 0.0 3.1 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 2.5 0.0 1.2 5.1 0.0 4.6 0.0 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 13.6 0.0 27.0 10.8 0.0 21.4 0.0 17.7 LnGrp LOS A B C B A C A B
Approach Vol, veh/h 609 1622 1125
Approach Delay, s/veh 13.6 12.7 20.5
Approach LOS B B C
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 9.4 25.6 21.4 35.1
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 5.0 9.3 14.5 19.5
Green Ext Time (p_c), s 0.2 3.7 2.4 11.0
Intersection Summary
HCM 6th Ctrl Delay 15.5
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 497 of 567 ends

HCM 6th TWSC
8: Driveway & Hickey Blvd. 04/20/2023
Cumulative Project2 PM.syn Synchro 11 Report
TJKM Page 8
Intersection
Int Delay, s/veh 2.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1132 0 31 1667 0 162
Future Vol, veh/h 1132 0 31 1667 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 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1230 0 34 1812 0 176
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 615
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 - - 0 434
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 434
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s 0 18.8

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 434 - -
HCM Lane V/C Ratio 0.406 - -
HCM Control Delay (s) 18.8 - -
HCM Lane LOS C - -
HCM 95th %tile Q(veh) 1.9 - -

Page 498 of 567 ends

HCM 6th Signalized Intersection Summary
9: Gellert Blvd. & Hickey Blvd. 04/20/2023
Cumulative Project2 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 32 459 426 783 108 407 169 565 411 240 Future Volume (veh/h) 118 399 32 459 426 783 108 407 169 565 411 240 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 149 505 9 504 468 485 119 447 33 628 457 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 164 838 363 593 1121 494 299 629 258 767 403 333 Arrive On Green 0.09 0.24 0.24 0.17 0.32 0.32 0.17 0.17 0.17 0.22 0.22 0.22 Sat Flow, veh/h 1781 3554 1541 3456 3554 1567 1781 3741 1537 3563 1870 1547 Grp Volume(v), veh/h 149 505 9 504 468 485 119 447 33 628 457 33 Grp Sat Flow(s),veh/h/ln 1781 1777 1541 1728 1777 1567 1781 1870 1537 1781 1870 1547 Q Serve(g_s), s 7.1 10.9 0.4 12.2 8.9 26.4 5.1 9.7 1.6 14.4 18.5 1.5 Cycle Q Clear(g_c), s 7.1 10.9 0.4 12.2 8.9 26.4 5.1 9.7 1.6 14.4 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 164 838 363 593 1121 494 299 629 258 767 403 333 V/C Ratio(X) 0.91 0.60 0.02 0.85 0.42 0.98 0.40 0.71 0.13 0.82 1.14 0.10 Avail Cap(c_a), veh/h 164 838 363 684 1121 494 383 805 331 767 403 333 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 38.7 29.3 25.2 34.5 23.2 29.2 31.9 33.8 30.4 32.1 33.7 27.0 Incr Delay (d2), s/veh 45.1 1.2 0.0 9.0 0.2 35.6 0.9 2.1 0.2 7.0 87.0 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/ln 5.1 4.6 0.1 5.7 3.6 14.2 2.2 4.5 0.6 6.8 17.9 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 83.8 30.5 25.3 43.5 23.4 64.8 32.7 35.9 30.6 39.1 120.8 27.2 LnGrp LOS F CCDCECDCDFC
Approach Vol, veh/h 663 1457 599 1118
Approach Delay, s/veh 42.4 44.1 35.0 72.1
Approach LOS D D C E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.9 19.2 24.8 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 11.7 14.2 12.9 20.5 9.1 28.4 Green Ext Time (p_c), s 1.9 0.6 1.5 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 50.6
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Page 499 of 567 ends

HCM 6th Signalized Intersection Summary
10: Callan Blvd. & Hickey Blvd. 04/20/2023
Cumulative Project2 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) 158 440 99 69 609 133 42 183 34 40 192 241 Future Volume (veh/h) 158 440 99 69 609 133 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 180 500 112 76 669 146 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 221 950 212 101 760 166 80 462 86 73 223 279 Arrive On Green 0.12 0.33 0.33 0.06 0.26 0.26 0.04 0.30 0.30 0.04 0.30 0.30 Sat Flow, veh/h 1781 2883 642 1781 2894 631 1781 1529 284 1781 746 936 Grp Volume(v), veh/h 180 307 305 76 410 405 49 0 255 43 0 460 Grp Sat Flow(s),veh/h/ln1781 1777 1748 1781 1777 1748 1781 0 1813 1781 0 1682 Q Serve(g_s), s 6.6 9.3 9.4 2.8 14.8 14.8 1.8 0.0 7.6 1.6 0.0 17.6 Cycle Q Clear(g_c), s 6.6 9.3 9.4 2.8 14.8 14.8 1.8 0.0 7.6 1.6 0.0 17.6 Prop In Lane 1.00 0.37 1.00 0.36 1.00 0.16 1.00 0.56
Lane Grp Cap(c), veh/h 221 586 576 101 466 459 80 0 548 73 0 502 V/C Ratio(X) 0.82 0.52 0.53 0.75 0.88 0.88 0.61 0.00 0.47 0.59 0.00 0.92 Avail Cap(c_a), veh/h 227 586 576 193 480 473 134 0 556 136 0 518 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 28.4 18.1 18.1 30.9 23.5 23.6 31.2 0.0 18.9 31.4 0.0 22.5 Incr Delay (d2), s/veh 19.6 0.9 0.9 10.7 16.7 17.1 7.5 0.0 0.6 7.2 0.0 20.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.8 3.6 3.6 1.4 7.8 7.7 0.9 0.0 3.1 0.8 0.0 9.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.0 18.9 19.0 41.6 40.2 40.7 38.7 0.0 19.5 38.6 0.0 43.3 LnGrp LOS D B B DDDDABDAD
Approach Vol, veh/h 792 891 304 503
Approach Delay, s/veh 25.6 40.6 22.6 42.9
Approach LOS CDCD
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s7.2 24.6 8.3 26.5 7.5 24.4 12.8 22.0 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), 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 9.6 4.8 11.4 3.8 19.6 8.6 16.8 Green Ext Time (p_c), s 0.0 1.0 0.0 2.2 0.0 0.3 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 34.1
HCM 6th LOS C

Page 500 of 567 ends

HCM 6th Signalized Intersection Summary
11: Hickey Blvd. & Campus Dr. 04/20/2023
Cumulative Project2 PM.syn Synchro 11 Report
TJKM Page 11
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 101 131 148 780 886 108
Future Volume (veh/h) 101 131 148 780 886 108
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 128 166 159 839 974 119
Peak Hour Factor 0.79 0.79 0.93 0.93 0.91 0.91
Percent Heavy Veh, % 2 22222
Cap, veh/h 162 210 197 2060 1181 144
Arrive On Green 0.22 0.22 0.11 0.58 0.37 0.37
Sat Flow, veh/h 720 934 1781 3647 3277 389
Grp Volume(v), veh/h 295 0 159 839 543 550
Grp Sat Flow(s),veh/h/ln1659 0 1781 1777 1777 1795
Q Serve(g_s), s 7.7 0.0 4.0 6.0 12.8 12.8
Cycle Q Clear(g_c), s 7.7 0.0 4.0 6.0 12.8 12.8
Prop In Lane 0.43 0.56 1.00 0.22
Lane Grp Cap(c), veh/h 373 0 197 2060 659 666
V/C Ratio(X) 0.79 0.00 0.81 0.41 0.82 0.83
Avail Cap(c_a), veh/h 649 0 197 2162 710 718
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 16.8 0.0 20.0 5.3 13.1 13.1
Incr Delay (d2), s/veh 3.8 0.0 21.1 0.1 7.4 7.4
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 2.6 1.3 5.2 5.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.6 0.0 41.1 5.5 20.5 20.5
LnGrp LOS C A D A C C
Approach Vol, veh/h 295 998 1093
Approach Delay, s/veh 20.6 11.1 20.5
Approach LOS C B C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 31.2 14.8 9.6 21.6
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 8.0 9.7 6.0 14.8
Green Ext Time (p_c), s 5.7 0.6 0.0 2.2
Intersection Summary
HCM 6th Ctrl Delay 16.6
HCM 6th LOSB
Notes
User approved volume balancing among the lanes for turning movement.

Page 501 of 567 ends

HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/20/2023
Cumulative Project2 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) 384 290 140 135 375 309 177 625 89 218 656 655 Future Volume (veh/h) 384 290 140 135 375 309 177 625 89 218 656 655 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 0 142 395 0 186 658 0 229 691 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 399 419 179 530 218 774 256 851
Arrive On Green 0.22 0.22 0.00 0.20 0.20 0.00 0.12 0.22 0.00 0.14 0.24 0.00 Sat Flow, veh/h 1781 1870 1585 908 2694 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 366 386 0 285 252 0 186 658 0 229 691 0 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1825 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 16.6 16.7 0.0 12.3 11.0 0.0 8.5 14.7 0.0 10.4 15.2 0.0 Cycle Q Clear(g_c), s 16.6 16.7 0.0 12.3 11.0 0.0 8.5 14.7 0.0 10.4 15.2 0.0 Prop In Lane 1.00 1.00 0.50 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 399 419 359 350 218 774 256 851
V/C Ratio(X) 0.92 0.92 0.79 0.72 0.85 0.85 0.89 0.81
Avail Cap(c_a), veh/h 399 419 475 462 218 864 256 942
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 31.3 31.4 0.0 31.6 31.1 0.0 35.6 31.0 0.0 34.8 29.7 0.0 Incr Delay (d2), s/veh 25.9 25.7 0.0 6.8 3.7 0.0 26.6 7.5 0.0 30.0 5.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.6 10.1 0.0 5.9 4.9 0.0 5.1 6.6 0.0 6.4 6.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.2 57.1 0.0 38.4 34.7 0.0 62.2 38.5 0.0 64.8 34.7 0.0 LnGrp LOS E E D C E D E C
Approach Vol, veh/h 752 537 844 920
Approach Delay, s/veh 57.2 36.7 43.7 42.2
Approach LOS E D D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s16.4 22.5 23.0 14.6 24.3 20.8
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), s12.4 16.7 18.7 10.5 17.2 14.3 Green Ext Time (p_c), s 0.0 1.3 0.0 0.0 1.8 1.8
Intersection Summary
HCM 6th Ctrl Delay 45.3
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 502 of 567 ends

HCM 6th AWSC
13: Gellert Blvd. & Victoria St. 04/20/2023
Cumulative Project2 PM.syn Synchro 11 Report
TJKM Page 13
Intersection
Intersection Delay, s/veh31.4
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 15 14 25 35 243 7 22 438 160 Future Vol, veh/h 102 14 19 15 14 25 35 243 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 18 17 30 40 279 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 12.8 10.8 14.8 46

HCM LOS B B B E

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 12% 76% 28% 4%
Vol Thru, % 85% 10% 26% 71%
Vol Right, % 2% 14% 46% 26%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 285 135 54 620
LT Vol 35 102 15 22
Through Vol 243 14 14 438
RT Vol 7 19 25 160
Lane Flow Rate 328 167 66 674
Geometry Grp 1111
Degree of Util (X) 0.519 0.31 0.125 0.954
Departure Headway (Hd) 5.702 6.697 6.856 5.098
Convergence, Y/N Yes Yes Yes Yes
Cap 629 533 526 708
Service Time 3.781 4.792 4.856 3.161
HCM Lane V/C Ratio 0.521 0.313 0.125 0.952
HCM Control Delay 14.8 12.8 10.8 46
HCM Lane LOS BBBE
HCM 95th-tile Q 3 1.3 0.4 13.9

Page 503 of 567 ends

HCM 6th Signalized Intersection Summary
14: Gellert Blvd. & Serramonte Blvd. 04/20/2023
Cumulative Project2 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) 64 458 282 657 484 711 393 356 746 492 371 65 Future Volume (veh/h) 64 458 282 657 484 711 393 356 746 492 371 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 74 526 324 670 494 0 427 387 811 523 395 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 74 526 324 670 494 0 427 387 811 523 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 17.4 21.3 0.0 10.5 18.0 19.0 13.2 0.0 22.6 Cycle Q Clear(g_c), s 3.7 12.5 15.6 17.4 21.3 0.0 10.5 18.0 19.0 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 1.00 0.78 0.86 0.89 0.62 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 20.2 36.1 0.0 32.4 Incr Delay (d2), s/veh 17.9 4.3 2.0 33.4 6.1 0.0 14.4 20.1 0.9 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 10.3 10.2 0.0 5.5 10.4 6.5 6.4 0.0 13.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.9 38.1 26.9 69.5 32.6 0.0 52.2 53.5 21.1 47.3 0.0 62.8 LnGrp LOS E D C E C DDCDAE
Approach Vol, veh/h 924 1164 1625 987
Approach Delay, s/veh 35.9 53.9 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 21.0 19.4 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 44.7
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.

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HCM 6th Signalized Intersection Summary
15: Serramonte Blvd. & I-280 SB Ramps 04/20/2023
Cumulative Project2 PM.syn Synchro 11 Report
TJKM Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 0 1699 941 0 820 983
Future Volume (veh/h) 0 1699 941 0 820 983
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 1788 1034 0 863 1035
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 1788 1034 0 863 1035
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 1.06 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 39.5 0.1 0.0 2.7 25.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 18.7 2.6 0.0 4.4 9.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 55.3 10.5 0.0 18.3 44.0
LnGrp LOS A F B A B D
Approach Vol, veh/h 1788 1034 1898
Approach Delay, s/veh 55.3 10.5 32.3
Approach LOS E 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 36.2
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary
16: Serramonte Blvd. & I-280 NB Ramps 04/20/2023
Cumulative Project2 PM.syn Synchro 11 Report
TJKM Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 742 1782 952 15 0 0
Future Volume (veh/h) 742 1782 952 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 765 1837 1046 16
Peak Hour Factor 0.97 0.97 0.91 0.91
Percent Heavy Veh, % 2 2 2 2
Cap, veh/h 1028 3069 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 765 1837 519 543
Grp Sat Flow(s),veh/h/ln1728 1777 1777 1859
Q Serve(g_s), s 6.6 4.8 7.8 7.8
Cycle Q Clear(g_c), s 6.6 4.8 7.8 7.8
Prop In Lane 1.00 0.03
Lane Grp Cap(c), veh/h 1028 3069 763 799
V/C Ratio(X) 0.74 0.60 0.68 0.68
Avail Cap(c_a), veh/h 1309 3823 996 1042
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 0.6 7.6 7.6
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 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.2 0.8 8.8 8.8
LnGrp LOS B A A A
Approach Vol, veh/h 2602 1062
Approach Delay, s/veh 4.2 8.8
Approach LOS A A
Timer - Assigned Phs 4 7 8
Phs Duration (G+Y+Rc), s 33.0 14.3 18.7
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 8.6 9.8
Green Ext Time (p_c), s 18.6 1.2 4.4
Intersection Summary
HCM 6th Ctrl Delay 5.5
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 Project2 PM.syn Synchro 11 Report
TJKM Page 17
HCM 6th Edition methodology does not support more than 4 approaches.

Page 507 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Cumulative Project2 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) 511 937 295 399 620 540 130 162 520 529 296 177 Future Volume (vph) 511 937 295 399 620 540 130 162 520 529 296 177 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) 562 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) 562 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 2.05 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 485.5 31.4 0.3 982.2 49.5 9.4 679.6 1.2 0.7 195.9 Delay (s) 514.3 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) 182.7 283.7 331.9
Approach LOS F F F
Intersection Summary
HCM 2000 Control Delay 230.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.34
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 508 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/20/2023 Cumulative Project2 PM.syn Synchro 11 Report
TJKM Page 2
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 372 178 222
Future Volume (vph) 372 178 222
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) 3354 1563
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3354 1563
Peak-hour factor, PHF 0.93 0.93 0.93
Adj. Flow (vph) 400 191 239
RTOR Reduction (vph) 0 0 173
Lane Group Flow (vph) 591 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 0.69 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 509 of 567 ends

HCM 6th Signalized Intersection Summary
6: I-280 NB Ramps & Hickey Blvd. 04/25/2023
Cumulative Project2 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) 130 756 139 114 522 49 573 54 462 163 168 4 Future Volume (veh/h) 130 756 139 114 522 49 573 54 462 163 168 4 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 149 869 0 134 614 50 672 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, % 222222222222
Cap, veh/h 187 1142 168 1033 84 814 0 362 234 244 1
Arrive On Green 0.10 0.32 0.00 0.09 0.31 0.31 0.23 0.00 0.23 0.13 0.13 0.13 Sat Flow, veh/h 1781 3647 0 1781 3328 271 3563 0 1585 1781 1858 10 Grp Volume(v), veh/h 149 869 0 134 327 337 672 0 274 172 0 178 Grp Sat Flow(s),veh/h/ln 1781 1777 0 1781 1777 1822 1781 0 1585 1781 0 1868 Q Serve(g_s), s 6.5 17.6 0.0 5.9 12.5 12.5 14.4 0.0 12.9 7.4 0.0 7.3 Cycle Q Clear(g_c), s 6.5 17.6 0.0 5.9 12.5 12.5 14.4 0.0 12.9 7.4 0.0 7.3 Prop In Lane 1.00 0.00 1.00 0.15 1.00 1.00 1.00 0.01
Lane Grp Cap(c), veh/h 187 1142 168 552 566 814 0 362 234 0 245 V/C Ratio(X) 0.80 0.76 0.80 0.59 0.60 0.83 0.00 0.76 0.74 0.00 0.73 Avail Cap(c_a), veh/h 327 1840 202 796 816 991 0 441 425 0 445 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 35.0 24.4 0.0 35.6 23.4 23.4 29.4 0.0 28.8 33.5 0.0 33.4 Incr Delay (d2), s/veh 7.6 1.1 0.0 17.0 1.0 1.0 4.9 0.0 5.9 4.4 0.0 4.0 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 7.1 0.0 3.3 5.1 5.2 6.2 0.0 5.2 3.5 0.0 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.6 25.5 0.0 52.5 24.4 24.4 34.3 0.0 34.8 37.9 0.0 37.5 LnGrp LOS D C DCCCACDAD
Approach Vol, veh/h 1018 798 946 350
Approach Delay, s/veh 28.0 29.1 34.4 37.7
Approach LOS CCCD
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 22.8 12.0 30.3 15.0 12.9 29.4
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 16.4 7.9 19.6 9.4 8.5 14.5 Green Ext Time (p_c), s 1.9 0.0 6.2 1.1 0.2 4.0
Intersection Summary
HCM 6th Ctrl Delay 31.3
HCM 6th LOS C
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 510 of 567 ends

HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/25/2023
Cumulative Project2 AM Mit.syn Synchro 11 Report
TJKM Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 721 433 170 64 178 316 112 963 96 282 502 330 Future Volume (veh/h) 721 433 170 64 178 316 112 963 96 282 502 330 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 455 850 175 74 207 0 129 1107 0 317 564 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, % 222222222222
Cap, veh/h 536 905 186 96 287 157 1154 196 1230
Arrive On Green 0.30 0.30 0.30 0.11 0.11 0.00 0.09 0.32 0.00 0.11 0.35 0.00 Sat Flow, veh/h 1781 3008 619 901 2701 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 455 528 497 150 131 0 129 1107 0 317 564 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1757 1825 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 27.3 31.3 31.3 9.1 8.1 0.0 8.1 34.7 0.0 12.5 14.0 0.0 Cycle Q Clear(g_c), s 27.3 31.3 31.3 9.1 8.1 0.0 8.1 34.7 0.0 12.5 14.0 0.0 Prop In Lane 1.00 0.35 0.49 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 536 563 529 194 189 157 1154 196 1230 V/C Ratio(X) 0.85 0.94 0.94 0.77 0.69 0.82 0.96 1.62 0.46 Avail Cap(c_a), veh/h 541 568 533 289 281 249 1156 196 1230 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 37.3 38.7 38.7 49.5 49.0 0.0 50.9 37.7 0.0 50.6 28.9 0.0 Incr Delay (d2), s/veh 12.1 23.7 24.7 7.2 4.5 0.0 11.1 17.5 0.0 300.7 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.4 17.7 16.8 4.5 3.8 0.0 4.0 17.1 0.0 21.8 5.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.4 62.4 63.5 56.7 53.6 0.0 62.1 55.2 0.0 351.3 29.1 0.0 LnGrp LOS D E E E D E E F C
Approach Vol, veh/h 1480 281 1236 881
Approach Delay, s/veh 58.8 55.2 55.9 145.1
Approach LOS E E E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 17.0 41.4 38.7 14.6 43.9 16.6
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 36.7 33.3 10.1 16.0 11.1 Green Ext Time (p_c), s 0.0 0.2 0.9 0.1 3.2 0.8
Intersection Summary
HCM 6th Ctrl Delay 77.2
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 511 of 567 ends

HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/25/2023 Cumulative Project2 AM Mit.syn Synchro 11 Report
TJKM Page 5
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 342 863 338 221 270 373 130 162 494 514 366 152 Future Volume (vph) 342 863 338 221 270 373 130 162 494 514 366 152 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) 372 938 367 240 293 405 141 176 537 559 398 165 RTOR Reduction (vph) 0 0 273 0 0 136 0 0 0 0 250 0
Lane Group Flow (vph) 372 938 94 240 564 139 0 0 713 559 148 165 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) 12.2 22.5 22.5 12.0 22.3 22.3 17.8 23.8 23.8 11.1 Effective Green, g (s) 12.2 22.5 22.5 12.0 22.3 22.3 17.8 23.8 23.8 11.1 Actuated g/C Ratio 0.14 0.26 0.26 0.14 0.26 0.26 0.20 0.27 0.27 0.13 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) 479 911 407 243 802 367 699 963 431 224 v/s Ratio Prot 0.11 c0.27 c0.14 0.18 c0.21 0.16 0.09
v/s Ratio Perm 0.06 0.10 0.09
v/c Ratio 0.78 1.03 0.23 0.99 0.70 0.38 1.02 0.58 0.34 0.74 Uniform Delay, d1 36.3 32.5 25.6 37.6 29.5 26.8 34.8 27.5 25.5 36.7 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 7.7 37.7 0.3 53.7 2.8 0.7 39.2 0.9 0.5 11.9 Delay (s) 44.0 70.1 25.9 91.4 32.4 27.5 74.0 28.4 26.0 48.6 Level of Service D E C F C C E C C D
Approach Delay (s) 54.6 44.2 47.3
Approach LOS D D D
Intersection Summary
HCM 2000 Control Delay 47.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.94
Actuated Cycle Length (s) 87.4 Sum of lost time (s) 18.0 Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group

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HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/25/2023 Cumulative Project2 AM Mit.syn Synchro 11 Report
TJKM Page 6
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 333 101 222
Future Volume (vph) 333 101 222
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) 3415 1583
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3415 1583
Peak-hour factor, PHF 0.92 0.92 0.92
Adj. Flow (vph) 362 110 241
RTOR Reduction (vph) 0 0 194
Lane Group Flow (vph) 472 0 47
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 17.1 17.1
Effective Green, g (s) 17.1 17.1
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) 668 309
v/s Ratio Prot c0.14
v/s Ratio Perm 0.03
v/c Ratio 0.71 0.15
Uniform Delay, d1 32.8 29.1
Progression Factor 1.00 1.00
Incremental Delay, d2 3.4 0.2
Delay (s) 36.2 29.4
Level of Service D C
Approach Delay (s) 36.7
Approach LOS D
Intersection Summary

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HCM 6th Signalized Intersection Summary
6: I-280 NB Ramps & Hickey Blvd. 04/25/2023
Cumulative Project2 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) 195 795 168 213 742 53 838 75 423 134 91 3 Future Volume (veh/h) 195 795 168 213 742 53 838 75 423 134 91 3 Initial Q (Qb), veh 000000000000
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 212 864 0 222 773 51 970 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, % 222222222222
Cap, veh/h 242 1020 251 988 65 1088 0 484 185 194 0
Arrive On Green 0.14 0.29 0.00 0.14 0.29 0.29 0.31 0.00 0.31 0.10 0.10 0.00 Sat Flow, veh/h 1781 3647 0 1781 3383 223 3563 0 1585 1781 1870 0 Grp Volume(v), veh/h 212 864 0 222 406 418 970 0 209 147 100 0 Grp Sat Flow(s),veh/h/ln 1781 1777 0 1781 1777 1829 1781 0 1585 1781 1870 0 Q Serve(g_s), s 12.9 25.3 0.0 13.5 23.2 23.2 28.7 0.0 11.6 8.9 5.6 0.0 Cycle Q Clear(g_c), s 12.9 25.3 0.0 13.5 23.2 23.2 28.7 0.0 11.6 8.9 5.6 0.0 Prop In Lane 1.00 0.00 1.00 0.12 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 242 1020 251 519 534 1088 0 484 185 194 0 V/C Ratio(X) 0.88 0.85 0.88 0.78 0.78 0.89 0.00 0.43 0.80 0.52 0.00 Avail Cap(c_a), veh/h 279 1239 268 608 626 1252 0 557 292 307 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.8 37.1 0.0 46.6 35.9 35.9 36.6 0.0 30.7 48.4 46.9 0.0 Incr Delay (d2), s/veh 23.1 4.8 0.0 26.6 5.6 5.5 7.6 0.0 0.6 7.8 2.1 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 7.2 11.4 0.0 7.7 10.6 10.9 13.0 0.0 4.5 4.4 2.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.9 41.9 0.0 73.1 41.5 41.4 44.2 0.0 31.3 56.1 49.0 0.0 LnGrp LOS E D E D D D A C E D A
Approach Vol, veh/h 1076 1046 1179 247
Approach Delay, s/veh 47.4 48.2 41.9 53.2
Approach LOS DDDD
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 38.2 20.1 36.2 15.9 19.5 36.7
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 30.7 15.5 27.3 10.9 14.9 25.2 Green Ext Time (p_c), s 3.0 0.1 4.4 0.5 0.1 4.1
Intersection Summary
HCM 6th Ctrl Delay 46.2
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.

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HCM 6th Signalized Intersection Summary
12: Skyline Blvd. & Hickey Blvd. 04/25/2023
Cumulative Project2 PM Mit.syn Synchro 11 Report
TJKM Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 384 290 140 135 375 309 177 625 89 218 656 655 Future Volume (veh/h) 384 290 140 135 375 309 177 625 89 218 656 655 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 295 486 152 142 395 0 186 658 0 229 691 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, % 222222222222
Cap, veh/h 379 581 181 180 534 222 780 262 859
Arrive On Green 0.21 0.21 0.21 0.20 0.20 0.00 0.12 0.22 0.00 0.15 0.24 0.00 Sat Flow, veh/h 1781 2730 848 908 2694 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 295 332 306 285 252 0 186 658 0 229 691 0 Grp Sat Flow(s),veh/h/ln 1781 1870 1708 1825 1777 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 12.6 13.7 13.9 12.0 10.7 0.0 8.3 14.4 0.0 10.2 14.8 0.0 Cycle Q Clear(g_c), s 12.6 13.7 13.9 12.0 10.7 0.0 8.3 14.4 0.0 10.2 14.8 0.0 Prop In Lane 1.00 0.50 0.50 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 379 398 364 362 352 222 780 262 859 V/C Ratio(X) 0.78 0.83 0.84 0.79 0.71 0.84 0.84 0.87 0.80 Avail Cap(c_a), veh/h 407 427 390 485 472 222 882 262 961 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 30.0 30.5 30.5 30.8 30.3 0.0 34.6 30.3 0.0 33.8 28.9 0.0 Incr Delay (d2), s/veh 8.7 12.6 14.5 6.2 3.3 0.0 23.4 6.8 0.0 26.3 4.6 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 6.1 7.3 6.9 5.7 4.7 0.0 4.8 6.4 0.0 6.0 6.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.7 43.0 45.0 37.0 33.7 0.0 58.1 37.1 0.0 60.1 33.5 0.0 LnGrp LOS DDDDC ED EC
Approach Vol, veh/h 933 537 844 920
Approach Delay, s/veh 42.3 35.5 41.7 40.1
Approach LOS DDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 16.4 22.3 21.7 14.6 24.1 20.5
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 12.2 16.4 15.9 10.3 16.8 14.0 Green Ext Time (p_c), s 0.0 1.4 1.3 0.0 1.9 1.9
Intersection Summary
HCM 6th Ctrl Delay 40.4
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.

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HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/25/2023 Cumulative Project2 PM Mit.syn Synchro 11 Report
TJKM Page 5
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 511 937 295 399 620 540 130 162 520 529 296 177 Future Volume (vph) 511 937 295 399 620 540 130 162 520 529 296 177 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 1547 1770 3223 1422 3433 3539 1546 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 1547 1770 3223 1422 3433 3539 1546 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) 562 1030 324 443 689 600 144 178 571 581 325 190 RTOR Reduction (vph) 0 0 176 0 0 93 0 0 0 0 145 0
Lane Group Flow (vph) 562 1030 148 443 989 351 0 0 749 581 180 190 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) 19.7 31.5 31.5 26.5 38.3 38.3 23.5 28.2 28.2 15.8 Effective Green, g (s) 19.7 31.5 31.5 26.5 38.3 38.3 23.5 28.2 28.2 15.8 Actuated g/C Ratio 0.16 0.26 0.26 0.22 0.32 0.32 0.20 0.23 0.23 0.13 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) 563 928 406 390 1028 453 672 831 363 233 v/s Ratio Prot 0.16 c0.29 c0.25 0.31 c0.22 0.16 0.11
v/s Ratio Perm 0.10 0.25 0.12
v/c Ratio 1.00 1.11 0.37 1.14 0.96 0.78 1.11 0.70 0.49 0.82 Uniform Delay, d1 50.1 44.2 36.1 46.8 40.1 37.0 48.2 42.0 39.7 50.7 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 37.2 64.5 0.6 88.0 19.4 8.1 70.6 2.6 1.1 19.3 Delay (s) 87.3 108.7 36.7 134.7 59.6 45.1 118.8 44.6 40.8 70.0 Level of Service F F D F E D F D D E
Approach Delay (s) 90.3 73.9 77.5
Approach LOS F E E
Intersection Summary
HCM 2000 Control Delay 80.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.10
Actuated Cycle Length (s) 120.0 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

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HCM Signalized Intersection Capacity Analysis
17: Junipero Serra Blvd. & Serramonte Blvd. & 280 NB Ramps 04/25/2023 Cumulative Project2 PM Mit.syn Synchro 11 Report
TJKM Page 6
Movement SBT SBR SBR2
Lane Configurations
Traffic Volume (vph) 372 178 222
Future Volume (vph) 372 178 222
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) 3353 1562
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3353 1562
Peak-hour factor, PHF 0.93 0.93 0.93
Adj. Flow (vph) 400 191 239
RTOR Reduction (vph) 0 0 198
Lane Group Flow (vph) 591 0 41
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 1 1
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 20.5 20.5
Effective Green, g (s) 20.5 20.5
Actuated g/C Ratio 0.17 0.17
Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 572 266
v/s Ratio Prot c0.18
v/s Ratio Perm 0.03
v/c Ratio 1.03 0.15
Uniform Delay, d1 49.8 42.4
Progression Factor 1.00 1.00
Incremental Delay, d2 46.4 0.3
Delay (s) 96.2 42.6
Level of Service F D
Approach Delay (s) 78.8
Approach LOS E
Intersection Summary

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455 Hickey Boulevard Traffic Impact Study

Appendix H – C/CAG VMT Estimation Tool Output

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C/CAG VMT Estimation Tool Report

Page 1 ends

Project Details
Timestamp of Analysis: October 28, 2022, 01:38:06 PM
Project Name: 455 Hickey Blvd
Project Description: OLce project in Daly City
Project uocation
jIrisdiction:

Daly City
?nside a TPAY
(es )PassZ
apn TA9
0h1341140 1h18
Analysis Details
Data Version: C/CAG Travel Model
Analysis MetUodology: TA9
Baseline (ear: 2015
Project uand Sse
Residential:

Fingle -amily DS:

MIltifamily DS:

Total DSs: 0
NonKResidential:

OLce xF-:
uocal Ferving Retail xF-:
?ndIstrial xF-:

Residential Affordability )percent of all InitsZ:

Ewtremely uo% ?ncome: 0 W
Very uo% ?ncome: 0 W
uo% ?ncome: 0 W
Parking:

Motor VeUicle Parking:

Bicycle Parking:

Page 519 of 567 ends

C/CAG VMT Estimation Tool Report

Page 2 ends

OLce VeUicle Miles Traveled )VMTZ Fcreening ResIlts
uand Sse Type 1: OLce
VMT .itUoIt Project 1: HomeKBased .ork VMT per Employee VMT Baseline Description 1: City Average
VMT Baseline ValIe 1: 12Jh
VMT TUresUold Description 1: K15W
uand Sse 1 Uas been PreKFcreened by tUe uocal &Irisdiction: N/A .itUoIt Project .itU Project 7 Tier 1K3 VMT
RedIctions
.itU Project 7 All VMT RedIctions
Project Generated VeUicle Miles
Traveled )VMTZ Rate
1hJF nIll nIll
uo% VMT Fcreening Analysis No )-ailZ nIll nIll

Page 520 of 567 ends

C/CAG VMT Estimation Tool Report

Page 3 ends

?ndIstrial VeUicle Miles Traveled )VMTZ Fcreening ResIlts uand Sse Type 2: ?ndIstrial
VMT .itUoIt Project 2: HomeKBased .ork VMT per Employee VMT Baseline Description 2: City Average
VMT Baseline ValIe 2: 12Jh
VMT TUresUold Description 2: K15W
uand Sse 2 Uas been PreKFcreened by tUe uocal &Irisdiction: N/A .itUoIt Project .itU Project 7 Tier 1K3 VMT
RedIctions
.itU Project 7 All VMT RedIctions
Project Generated VeUicle Miles
Traveled )VMTZ Rate
1hJF nIll nIll
uo% VMT Fcreening Analysis No )-ailZ nIll nIll

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455 Hickey Boulevard Traffic Impact Study

Appendix I – C/CAG TDM Checklist

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Jan 1, 2022
Form Continues on Page 2
Sum percentages from each selected
measure from rows 1-9
Total from Required Measures
%
10 9 2% M25 - Showers, Lockers, and Changing Rooms for Cyclists These amenities serve as end of trip facilities for employees arriving by bike or other active transportation forms.

ALL
8 1% M9 - Design Streets to Encourage Bike/Ped Access
Design adjacent streets or roadways to facilitate multimodal travel. ALL 7 1% M8 - Secure Bicycle Storage
Comply with CalGREEN minimum bicycle parking requirements.

ALL
6 1% M7 - Pre-Tax Transportation Benefits
Offer option for tenants to participate in a pre-tax transit program to encourage the use of sustainable transportation modes and leverage pre-tax income to pay for commute trip costs.

ALL
5 10% M6 - Transit or Ridesharing Passes/Subsidies
Offer tenants passes or subsidies for monthly public transit or ridesharing costs incurred, equivalent to 30% of value or $50 - whichever is lower.

ALL
4 2% M5 - Carpool or Vanpool Program
Establish carpool/vanpool program for tenants and register program with Commute.org. ALL 3 6.5% M4 - Actively Participate in Commute.org or Transportation Management Association (TMA) Equivalent
Obtain certification of registration from Commute.org or equivalent TMA incorporation documents.

TOD & Non- transit Proximate
Select only one based on Project Type
Transit
Proximate 16.5%
2 0.5% M3 - TDM Coordinator/Contact Person
Provide TDM coordinator/liaison for tenants. May be contracted through 3rd party provider, such as Commute.org. ALL 1 1% M1 - Free/Preferential Parking for Carpools
Provide free or preferential parking, including reserved spaces or spaces near an entrance or other desirable location, to incentivize ridesharing.

ALL
Measure Project Types Percentage Yes
C Required Measures You must select all measures that apply for your project type Click on each measure s title for more information Identify your project type
B Trip Reduction Target
1/2 to 3 miles from high quality transit service
35% Trip Reduction Required
Transit Proximate
More than 3 miles from high quality transit service
35% Trip Reduction Required
Non-Transit Proximate
Less than 1/2-mile from high quality transit service
25% Trip Reduction Required
TOD
Select one option based on your project s distance to high quality transit Read more about high quality transit at
ccagtdm.org/high-quality-transit
Project Jurisdiction

D D M M Y Y Y Y
Application Date
Project Address
Contact Email Address
Contact Phone Address
Contact First and Last Name
Parcel Number
A Applicant Information
[email protected]
Questions?
Any new development project anticipated to
generate at least 100 average daily trips is subject to the C/CAG TDM Policy and must complete a TDM
Checklist and implement associated measures to
mitigate traffic impacts.

About this Form
Read more at ccagtdm.org
500+ ADT; 50,000+ sq ft
Non-Residential (Office, Industrial, Institutional) Land Use: TDM Checklist Large Project ccagtdm.org

Page 1 of 2 ends

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Jan 1, 2022
ccagtdm.org
Visit Our Website
[email protected]
Email Us
Questions?
F Submit Checklist
See for how to
submit this form.
ccagtdm.org/submission
Percentage from Additional Measures
Section D Row 24 %
Sum of required and
additional measures
Total Percentage from all Selected Measures
%
Percentage from Required Measures
Section C Row 10 %
+
Copy from Section
Trip Reduction
Target
B %
Total Percentage from all selected measures must be greater than or equal to Trip Reduction Target E Project Totals
Sum percentages from each selected
measure from rows 11 - 23
Total from Additional Measures
%
24 23 3% M26 Pedestrian Oriented Uses & Amenities on Ground Floor Provide on-site, visible amenities to tenants and guests, such as cafes, gyms, childcare, retail.

All
22 0.5% M24 Bike Repair Station
Offer on-site bike repair space/tools in visible, secure area.

All
21 7% M23 Gap Closure
Construct or enhance quality of biking and walking facilities to/from site to existing trails, bikeways, and/or adjacent

streets.

All
20 2% M22 Active Transportation Subsidies
Offer biking/walking incentives to tenants, such as gift card/product raffles.

All
19 1% M21 Bike/Scooter Share On Site
Allocate space for bike/scooter share parking.

All
18 10% M20 Shuttle Program/Shuttle Consortium/Fund Transit Service Establish a shuttle service to regional transit hubs or commercial centers. Shuttle service should be provided free of charge to employees and guests.

Non-transit
Proximate
%
17 M19 Land Dedication or Capital Improvements for Transit Contribute space on, or adjacent to, the project site for transit improvements.

Other (i.e., Micromobility Parking Zone, TNC Loading Zone) 1% Visual/Electrical Improvements (i.e., Lighting, Signage) 1% Bus Shelter 1%
Bus Pullout Space 1% ALL
Total percentages
selected

Select one or more
16 1% M18 Car Share On Site
Provide on-site car share or vehicle fleets.

ALL
15 4% M17 Developer TDM Fee/TDM Fund
Voluntary impact fee payment on a per unit or square footage basis, to fund the implementation of TDM programs.

ALL
13 10% M15 Reduced Parking
Provide off-street parking at least 10% below locally-required minimums, or else below the locally-permitted parking maximums.

Consideration may be required of potential spillover parking into surrounding areas.

ALL
14 2% M16 Short Term Daily Parking
Offer daily or hourly parking rates that are proportional to the monthly rate or approximately the cost of a transit fare.

ALL
12 25% M14 Paid Parking at Market Rate
Offer hourly/daily parking rates proportional to monthly rate or equivalent to cost of transit fare.

ALL
11 5% M12 Flex Time, Compressed Work Week, Telecommute
Flex time allows employees some flexibility in their daily work schedules. Compressed work week allows employees to work fewer but longer days. Telecommuting functions similarly, allowing employees to work from home rather than the office, reducing vehicle travel on the days they work remotely.

ALL
Measure Project Types Percentage Yes
D Additional Recommended Select enough to meet the trip reduction target from section B Click on each measure s title for more information 500+ ADT; ~50,000+ sq ft
Non-Residential (Office, Industrial, Institutional) Land Use: TDM Checklist Large Project ccagtdm.org

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455 Hickey Boulevard Traffic Impact Study

Appendix J – Signal Warrant Analysis Worksheet

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Minor Street Volume = 185
(228) VPH
Major Street Volume = 1312 (1446) VPH
A signal is WARRANTED in the a.m. Peak Hour
A signal is WARRANTED in the p.m. Peak Hour
Source: CA MUTCD 2014, Chapter 4C – Traffic Control Signal Needs Studies, Part 4 - Highway Traffic Signals, Figure 4C-3
Peak Hour Warrant (Urban Areas)
Intersection: #1 Serravista Avenue & Gellert Boulevard
Scenario: Existing + Project Alternative 1 Conditions
AM Peak Hour
PM Peak Hour

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Minor Street Volume = 160
(160) VPH
Major Street Volume = 1275 (1404) VPH
A signal is WARRANTED in the a.m. Peak Hour
A signal is WARRANTED in the p.m. Peak Hour
Source: CA MUTCD 2014, Chapter 4C – Traffic Control Signal Needs Studies, Part 4 - Highway Traffic Signals, Figure 4C-3
Peak Hour Warrant (Urban Areas)
Intersection: #1 Serravista Avenue & Gellert Boulevard
Scenario: Existing + Project Alternative 2 Conditions
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SHADOW STUDIES
455 HICKEY, DALY CITY, CA
10071.003

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Autodesk Docs://KingAsst - 455HickeyBlvd/10071003_A_455 Hickey_MOB_R22_CENTRAL.rvt

SHADOW STUDIES
455 HICKEY, DALY CITY, CA
10071.003

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SHADOW STUDY MEMO
455 Hickey
05/22/2024
San Francisco / One Sansome Street / 415-510-2021
Redwood City / 399 Bradford Street / 650-364-6453 des-ae.com 1 Subject: Shadow Study for 455 Hickey Blvd, Daly City, CA A shadow study was conducted for the 455 Hickey to assess the potential impacts on the existing streets and properties. The study includes both development scenarios: 8-story technical office development and 5-story medical office.

The shadow study was conducted using a combination of satellite images, digital mapping tools, and 3d modeling and simulation software. Data was collected for different times of the day, including 9am and 3pm during the spring equinox, summer solstice, fall equinox, and winter solstice, to capture variations in shadow patterns throughout the year.

In the morning, shadows from the new building structure are casting primarily towards the northwest side, over a portion of the adjacent shopping center and Hickey Boulevard. No shadow impacts on the existing residential homes to the south of project site. During the winter seasons, shadows from the new development tilt slightly toward the north-direction, but generally over public right of ways up the hill.

The shadows from the low-angle sun recede gradually as the morning progresses.

In the afternoon, shadows from the new building shift towards the east as the sun moves westward, over a portion of Hickey Boulevard and the commercial buildings across the street to the north of the project site.

The shadow study concludes that there’s minimal impact over existing residential neighborhoods. Only a portion of the public ROW and adjacent commercial uses will be shaded for part of the day.

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455 Hickey Boulevard Office Project i Responses to Comments City of Daly City July 2024
455 Hickey Bouelvard Office Project
File Nos. PD-10-22-015932 and DR-04-18-13424
Initial Study/MitigatedNegative Declaration

RESPONSES TO PUBLIC COMMENTS
July 15, 2024
CEQA Lead Agency:

City of Daly City
Planning Division
333 90th Street
Daly City, CA 94015
(650) 991-8033
In Consultation with:

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455 Hickey Boulevard Office Project ii Responses to Comments City of Daly City July 2024
Table of Contents
Section 1.0 Introduction ................................................................................................................. 1 Section 2.0 Responses to Comments Received on Draft IS/MND ................................................... 2 Section 3.0 Draft IS/MND Text Revisions........................................................................................ 8 Section 4.0 Conclusion.................................................................................................................. 10 Appendix A: Draft Comment Letters

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455 Hickey Boulevard Office Project 1 Responses to Comments City of Daly City July 2024
Section 1.0 Introduction
The Initial Study/Mitigated Negative Declaration (IS/MND) for the 455 Hickey Boulevard Office project was prepared in compliance with the requirements of the California Environmental Quality Act (CEQA). The 30-day public circulation period for the IS/MND started May 21, 2024 and ended June 20, 2024. The following pages contain responses to comments submitted by agencies, organizations, and individuals during the IS/MND public review period. Copies of the comment letters are attached to this document in Appendix A.

Pursuant to CEQA Guidelines §15073.5, the recirculation of the MND is required when the document must be “substantially revised” after public notice of its availability. A “substantial revision” is defined as:
(1) A new, avoidable significant effect is identified and mitigation measures or project revisions must be added in order to reduce the effect to insignificance; or (2) The lead agency determines that the proposed mitigation measures or project revisions will not reduce potential effects to less than significance and new measures or revisions must be required.

CEQA does not require formal responses to comments on an IS/MND and the decision-making body shall adopt the proposed MND only if it finds on the basis of the whole record before it, that there is no substantial evidence that the project will have a significant effect on the environment and the MND reflects the lead agency’s independent judgment and analysis [CEQA Guidelines §15074(b)].

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455 Hickey Boulevard Office Project 2 Responses to Comments City of Daly City July 2024
Section 2.0 Responses to Comments Received
on Draft IS/MND
Comments are organized under headings containing the source of the letter and its date. The specific comments from each of the letters and/or emails are presented, with each response to that specific comment directly following. Copies of the letters and emails received by the City of Daly City are included in their entirety in Appendix A of this document. Comments received on the Draft IS/MND are listed below.

Comment Letter and Commenter Page of Response
Federal and State Agencies ............................................................................................................. 3 A. California Department of Transportation – District 4 (dated June 19, 2024) ................... 3 Organizations, Businesses, and Individuals ..................................................................................... 5 B. Alan Uy (dated May 31, 2024).......................................................................................... 5 C. Helen Chan (dated June 3, 2024) ..................................................................................... 7

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455 Hickey Boulevard Office Project 3 Responses to Comments City of Daly City July 2024
Federal and State Agencies
A. California Department of Transportation – District 4 (dated June 19, 2024) Comment A.1: Thank you for including the California Department of Transportation (Caltrans) in the environmental review process for the 455 Hickey Boulevard Office Redevelopment Project. The Local Development Review (LDR) Program reviews land use projects and plans to ensure consistency with our mission and state planning priorities. The following comments are based on our review of the May 2024 MND.

Please note this correspondence does not indicate an official position by Caltrans on this project and is for informational purposes only.

Project Understanding
The proposed project will demolish the existing five-story office building and three-level parking garage to construct one of two development options: (1) Office Building or (2) Medical Office Building. Under the Office Building development option, the project would construct a 280,000- square-foot and eight-story office building above three levels of podium parking. Under the Medical Office development option, the project would construct a 180,000-square-foot and five-story medical office building above three levels of podium parking. A total of 900 parking spaces would be provided under either development option. The project site is located directly adjacent to the southbound Interstate 280 (I-280) on-ramp from Hickey Blvd.

Travel Demand Analysis
The project vehicle miles traveled (VMT) analysis and significance determination are undertaken in a manner consistent with the City/County Association of Governments of San Mateo County (C/CAG) VMT analysis guidelines. Per the MND, this project is found to have a less than significant VMT impact. Caltrans commends the Lead Agency for requiring a Travel Demand Management (TDM) plan prior to project approval. The proposed measures identified in the TDM plan should be documented with annual monitoring reports to demonstrate effectiveness.

Response A.1: The commenter correctly mentions the project is required to implement a TDM plan, which is identified as a condition of approval in Section 4.17 Transportation on page 162 of the IS/MND. The approved TDM plan must be provided to the City prior to the issuance of building permits. Monitoring of the TDM checklist measures would be completed pursuant to the C/CAG Transportation Demand Management Policy Implementation Guidelines, which require that the TDM measures be monitored and certified two years after the initial occupancy of the proposed office building and then monitored again every two years for the initial six years of occupancy. After the first six years of occupancy, the review of the TDM

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455 Hickey Boulevard Office Project 4 Responses to Comments City of Daly City July 2024
will occur every three years for the next 14 years until post-occupancy year 20.1 The commenter does not identify any concerns with the adequacy of the IS/MND; therefore, no further response or additional CEQA analysis is required.

Comment A.2: Construction-Related Impacts
Project work that requires movement of oversized or excessive load vehicles on State roadways requires a transportation permit that is issued by Caltrans. To apply, please visit Caltrans Transportation Permits (link). Prior to construction, coordination may be required with Caltrans to develop a Transportation Management Plan (TMP) to reduce construction traffic impacts to the State Transportation Network (STN).

Response A.2: The commenter states that a transportation permit would be required for the movement of oversized or excessive load vehicles on State roadways. The project applicant would work with Caltrans to meet any permit issuance requirements prior to the initiation of project construction.

Comment A.3: Equitable Access
If any Caltrans facilities are impacted by the project, those facilities must meet American Disabilities Act (ADA) Standards after project completion. As well, the project must maintain bicycle and pedestrian access during construction. These access considerations support Caltrans’ equity mission to provide a safe, sustainable, and equitable transportation network for all users.

Response A.3: The project would not modify any Caltrans facilities. Similar to Response A.2, the project applicant would work with Caltrans prior to the initiation of project construction to ensure that all Caltrans requirements are implemented to avoid conflicts with Caltrans facilities.

Comment A.4: Encroachment Permit
Please be advised that any permanent work or temporary traffic control that encroaches onto Caltrans’ Right of Way (ROW) requires a Caltrans-issued encroachment permit. As part of the encroachment permit submittal process, you may be asked by the Office of Encroachment Permits to submit a completed encroachment permit application package, digital set of plans clearly delineating Caltrans’ ROW, digital copy of signed, dated and stamped (include stamp expiration date) traffic control plans, this comment letter, your response to the comment letter, and where applicable, the following items: new or amended Maintenance Agreement (MA), approved Design Standard Decision Document (DSDD), approved encroachment exception request, and/or airspace lease agreement.
1 City/County Association of Governments of San Mateo County. “Transportation Demand Management Policy Implementation Guide.” April 2022. Page 4. Accessed June 20, 2024. https://ccagtdm.org/wpcontent/uploads/2022/04/CCAG TDM-Policy-Update Implementation-Guide FINAL 4-19-2022 v11 CLEAN.pdf

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455 Hickey Boulevard Office Project 5 Responses to Comments City of Daly City July 2024
The checklist TR-0416 (link) is used to determine the appropriate Caltrans review process for encroachment projects. The Office of Encroachment Permit requires 100% complete design plans and supporting documents to review and circulate the permit application package. To obtain more information and download the permit application, please visit Caltrans Encroachment Permits (link).

Your application package may be emailed to [email protected].

Response A.4: Refer to Response A.2 above.

Organizations, Businesses, and Individuals
B. Alan Uy (dated May 31, 2024)
Comment B.1: Good afternoon Michael Van Lonkhuysen
I am a resident living near Gellert Park and I bike, walk, take transit, and drive near the project area.

I’m in support of the redevelopment of 455 Hickey Boulevard, but not without imploring the City or developer to do more in terms of bicycle, pedestrian, and transit access, mobility, and safety. I'd like to recommend the following:
• Upgrade the northbound bike facility on Gellert Boulevard, between Hickey Boulevard and Serravista Avenue, to a Class IV facility. At the very least, a buffered bike lane should be here, as it's already shown as a Class II bike lane in the attachments. Additionally, with a shared through/right NB lane, there is an opportunity to also make the SE corner of Gellert/Hickey into a protected corner to improve safety and comfort for people walking and biking.
• The east side crosswalk of Gellert/Serravista should be upgraded to a continental crosswalk.

There are many people crossing here to access the plaza and businesses across Hickey, which may increase with this redevelopment project. I appreciate the report's consideration for installing bulb-outs with hopefully tighter curb radii. • The Samtrans 122 (to SSF BART) bus stop doesn't have a shelter or any bus stop amenities, despite being the main bus stop servicing Gellert Park. Please improve the amenities and lighting at this bus stop (and for Samtrans 130 which the attachment noted isn't even marked as a bus stop). This will likely see more people, particularly vulnerable pedestrians, using this stop.
• Is there a way to upgrade the bike facility on Hickey Boulevard, east of Gellert Boulevard? A curbside bikeway separated by buffers and posts at the very least, there are few east-west connections on bike.
• Can the proposed driveway at Hickey Boulevard also serve the large parking garage to minimize queueing on NB Gellert and congestion on neighborhood streets? This would create better circulation as most of the traffic is expected to come from I-280. • Lastly, is such a large parking structure necessary? Daly City seems to allot more parking spaces per square foot than others.

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455 Hickey Boulevard Office Project 6 Responses to Comments City of Daly City July 2024
Both Hickey Boulevard and Gellert Boulevard are on the City's high-injury network. This is an opportunity to improve traffic safety and also comfort for people biking, walking, and taking transit.

Response B.1: The comment provides a list of roadway, pedestrian, and transit infrastructure improvements as a recommendation. As mentioned by the commenter, the project would implement the following roadway, pedestrian, and transit improvements as mentioned under Section 3.2.10 Utility and Right-of-Way Improvements (refer to page 24 of the IS/MND):
• Install flashing pedestrian crossing system at the intersection of Gellert Boulevard at Serravista Avenue for the crosswalk on the south approach. • Install pedestrian bulb-outs at the northeast, southeast and southwest corners of Gellert Boulevard at Serravista Avenue.
• Provide an approved Travel Demand Management (TDM) plan and implement any required measures to meet City/County Association of Governments of San Mateo County’s TDM Policy.
• Improve the bus stop on Hickey Boulevard fronting the project site in coordination with SamTrans.
• Remove the Stop bar and legend for the southbound left-turn lane at Gellert Boulevard at Serravista Avenue.

The infrastructure improvements listed above are also conditions of approval for this project and described in Section 4.17 Transportation of the IS/MND. The City will consider upgrading the east side crosswalk of Gellert Boulevard and Serravista Avenue to a continental crosswalk. To include this pedestrian facility improvement as part of the project, text has been added on pages 24 and 162 of the IS/MND.

Furthermore, the City will require additional improvements to the bus stops located along Hickey Boulevard and the southern segment of Gellert Boulevard between Hickey Boulevard and Serravista Avenue as part of the project. The bus improvements have been added on pages 24 and 163 of the IS/MND. Refer to Section 3.0 Draft IS/MND Text Revisions to see the text revisions. These text revisions do not change the analysis, adequacy, or the findings of the IS/MND.

Overall, this comment does not raise any new CEQA issues or address the adequacy of the IS/MND. No further response or additional CEQA analysis is required.

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455 Hickey Boulevard Office Project 7 Responses to Comments City of Daly City July 2024
C. Helen Chan (dated June 3, 2024)
Comment C.1: Mr. Sam Fielding
Writing to voice my disapproval of the construction of a behemoth building – literally in my backyard. Am concerned about the noise, pollution & traffic nightmare it will create. Know this is already a “done deal” & any voice of opposition will be tossed away for money talks.

We have electricity blackouts often during the rainy season. When it rains and when it is windy, the chances of a power outage in the Serramonte district of Daly City is high. Have experienced 6-7 hours without electricity. Have you sat down with PG&E with a problem like this?? Used to have a view from my backyard. Been living here for over 50 years. When I bought this home back in the 70’s, my agent told me that they can never build there – but his statement proved wrong.

Know I can’t do anything about this for I have no power. I can only comment.

Response C.1: This comment expresses opposition to the project, is included in the record, and will be considered by the decisions makers prior to taking action on the project. Air quality, noise, and transportation impacts are discussed in Section 4.3 Air Quality, Section 4.13 Noise, and Section 4.17 Transportation of the IS/MND with mitigation measures identified for air quality and noise. Mitigation measures MM AIR-1.1 and MM AIR-2.1 would reduce air quality construction impacts related to fugitive dust emissions and diesel exhaust emissions, respectively (refer to pages 50, 54, and 55 of the IS/MND for the full mitigation measures). The project would be required to implement MM NOI-1.1 to reduce noise levels during construction (refer to pages 131 and 132 of the IS/MND for the full mitigation measure). No mitigation measures were identified for transportation impacts. Therefore, environmental impacts associated with air quality, noise, and transportation were evaluated in the IS/MND and mitigation measures were included where necessary. Accordingly, no revision to the IS/MND is warranted and no additional CEQA analysis is required.

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455 Hickey Boulevard Office Project 8 Responses to Comments City of Daly City July 2024
Section 3.0 Draft IS/MND Text Revisions
This section contains revisions to the text of the 455 Hickey Boulevard Office Project IS/MND dated May 2024. Revised or new language is underlined. All deletions are shown with a line through the text.

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ADDED:

The project would implement the following roadway, pedestrian, and transit improvements:
• Install flashing pedestrian crossing system at the intersection of Gellert Boulevard at Serravista Avenue for the crosswalk on the south approach. • Install pedestrian bulb-outs at the northeast, southeast and southwest corners of Gellert Boulevard at Serravista Avenue.
• Provide an approved Travel Demand Management (TDM) plan and implement any required measures to meet City/County Association of Governments of San Mateo County’s TDM Policy.
• Improve the bus stop on Hickey Boulevard fronting the project site in coordination with SamTrans., including adding a bus shelter (if determined feasible), providing a right-of-way easement to widen the sidewalk, and building a retaining wall for the bus shelter. • Improve the bus stop with a bus shelter on the southbound segment of Gellert Boulevard between Hickey Boulevard and Serravista Avenue in coordination with Samtrans and City staff.
• Remove the Stop bar and legend for the southbound left-turn lane at Gellert Boulevard at Serravista Avenue.
• Paint a continental crosswalk at the east side of the Gellert Boulevard and Serravista Avenue intersection.

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Condition of Approval:
• Install flashing pedestrian crossing system at the intersection of Gellert Boulevard at Serravista Avenue for the crosswalk on the south approach. • Install pedestrian bulb-outs at the northeast, southeast and southwest corners of Gellert Boulevard at Serravista Avenue.
• Paint a continental crosswalk at the east side of the Gellert Boulevard and Serravista Avenue intersection.

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455 Hickey Boulevard Office Project 9 Responses to Comments City of Daly City July 2024

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Condition of Approval:
• Improve the bus stop on Hickey Boulevard fronting the project site in coordination with SamTrans., including adding a bus shelter (if determined feasible), providing a right-of-way easement to widen the sidewalk, and building a retaining wall for the bus shelter. • Improve the bus stop with a bus shelter on the southbound segment of Gellert Boulevard between Hickey Boulevard and Serravista Avenue in coordination with Samtrans and City staff.

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455 Hickey Boulevard Office Project 10 Responses to Comments City of Daly City July 2024
Section 4.0 Conclusion
The comments received on the IS/MND did not raise any new issues about the project’s environmental impacts or provide information indicating the project would result in new environmental impacts or impacts substantially greater in severity than disclosed in the IS/MND.

Minor clarifications were added to the text of the IS/MND (refer to Section 3.0 Draft IS/MND Text Revisions). The text revisions do not constitute a “substantial revision” pursuant to CEQA Guidelines §15073.5 and recirculation of the MND is not required.

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Appendix A: Comment Letters

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“Provide a safe and reliable transportation network that serves all people and respects the environment.” DISTRICT 4

OFFICE OF REGIONAL AND COMMUNITY PLANNING
P.O. BOX 23660, MS–10D | OAKLAND, CA 94623-0660
www.dot.ca.gov
June 19, 2024 SCH #: 2024050927
GTS #: 04-SM-2022-00578
GTS ID: 28264
Co/Rt/Pm: SM/280/24.181
Sam C. Fielding, Associate Planner
City of Daly City
333 90th Street
Daly City, CA 94015
Re: 455 Hickey Boulevard Office Redevelopment Project ─ Mitigated Negative Declaration (MND)
Dear Sam Fielding:

Thank you for including the California Department of Transportation (Caltrans) in the environmental review process for the 455 Hickey Boulevard Office Redevelopment Project. The Local Development Review (LDR) Program reviews land use projects and plans to ensure consistency with our mission and state planning priorities. The following comments are based on our review of the May 2024 MND.

Please note this correspondence does not indicate an official position by Caltrans on this project and is for informational purposes only.

Project Understanding
The proposed project will demolish the existing five-story office building and three-level parking garage to construct one of two development options: (1) Office Building or (2) Medical Office Building. Under the Office Building development option, the project would construct a 280,000-square-foot and eight-story office building above three levels of podium parking. Under the Medical Office development option, the project would construct a 180,000-square-foot and five-story medical office building above three levels of podium parking. A total of 900 parking spaces would be provided under either development option. The project site is located directly adjacent to the southbound Interstate 280 (I-280) on-ramp from Hickey Blvd.

Travel Demand Analysis
The project vehicle miles traveled (VMT) analysis and significance determination are undertaken in a manner consistent with the City/County Association of Governments

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Sam Fielding, Associate Planner
June 19, 2024

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“Provide a safe and reliable transportation network that serves all people and respects the environment.” of San Mateo County (C/CAG) VMT analysis guidelines. Per the MND, this project is found to have a less than significant VMT impact. Caltrans commends the Lead Agency for requiring a Travel Demand Management (TDM) plan prior to project approval. The proposed measures identified in the TDM plan should be documented with annual monitoring reports to demonstrate effectiveness.

Construction-Related Impacts
Project work that requires movement of oversized or excessive load vehicles on State roadways requires a transportation permit that is issued by Caltrans. To apply, please visit Caltrans Transportation Permits (link). Prior to construction, coordination may be required with Caltrans to develop a Transportation Management Plan (TMP) to reduce construction traffic impacts to the State Transportation Network (STN).

Equitable Access
If any Caltrans facilities are impacted by the project, those facilities must meet American Disabilities Act (ADA) Standards after project completion. As well, the project must maintain bicycle and pedestrian access during construction. These access considerations support Caltrans’ equity mission to provide a safe, sustainable, and equitable transportation network for all users.

Encroachment Permit
Please be advised that any permanent work or temporary traffic control that encroaches onto Caltrans’ Right of Way (ROW) requires a Caltrans-issued encroachment permit. As part of the encroachment permit submittal process, you may be asked by the Office of Encroachment Permits to submit a completed encroachment permit application package, digital set of plans clearly delineating Caltrans’ ROW, digital copy of signed, dated and stamped (include stamp expiration date) traffic control plans, this comment letter, your response to the comment letter, and where applicable, the following items: new or amended Maintenance Agreement (MA), approved Design Standard Decision Document (DSDD), approved encroachment exception request, and/or airspace lease agreement.

The checklist TR-0416 (link) is used to determine the appropriate Caltrans review process for encroachment projects. The Office of Encroachment Permit requires 100% complete design plans and supporting documents to review and circulate the permit application package. To obtain more information and download the permit application, please visit Caltrans Encroachment Permits (link). Your application package may be emailed to [email protected].

Thank you again for including Caltrans in the environmental review process. Should you have any questions regarding this letter, please contact Luana Chen,

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From: Alan Uy < >
Sent: Friday, May 31, 2024 6:18 PM
To: Michael Van Lonkhuysen <[email protected]> Subject: [EXTERNAL] Planning Commission Public Comment
CAUTION: EXTERNAL SENDER. Verify before you respond, click links or open attachments. Questions? Contact ISD.

Good afternoon Michael Van Lonkhuysen,
I am a resident living near Gellert Park and I bike, walk, take transit, and drive near the project area. I'm in support of the redevelopment of 455 Hickey Boulevard, but not without imploring the City or developer to do more in terms of bicycle, pedestrian, and transit access, mobility, and safety. I'd like to recommend the following:
• Upgrade the northbound bike facility on Gellert Boulevard, between Hickey Boulevard and Serravista Avenue, to a Class IV facility. At the very least, a buffered bike lane should be here, as it's already shown as a Class II bike lane in the attachments. Additionally, with a shared through/right NB lane, there is an opportunity to also make the SE corner of Gellert/Hickey into a protected corner to improve safety and comfort for people walking and biking. • The east side crosswalk of Gellert/Serravista should be upgraded to a continental crosswalk.

There are many people crossing here to access the plaza and businesses across Hickey, which may increase with this redevelopment project. I appreciate the report's consideration for installing bulb-outs with hopefully tighter curb radii. • The Samtrans 122 (to SSF BART) bus stop doesn't have a shelter or any bus stop amenities, despite being the main bus stop servicing Gellert Park. Please improve the amenities and lighting at this bus stop (and for Samtrans 130 which the attachment noted isn't even marked as a bus stop). This will likely see more people, particularly vulnerable pedestrians, using this stop. • Is there a way to upgrade the bike facility on Hickey Boulevard, east of Gellert Boulevard? A curbside bikeway separated by buffers and posts at the very least, there are few east-west connections on bike.
• Can the proposed driveway at Hickey Boulevard also serve the large parking garage to minimize queueing on NB Gellert and congestion on neighborhood streets? This would create better circulation as most of the traffic is expected to come from I-280. • Lastly, is such a large parking structure necessary? Daly City seems to allot more parking spaces per square foot than others.

Both Hickey Boulevard and Gellert Boulevard are on the City's high-injury network. This is an opportunity to improve traffic safety and also comfort for people biking, walking, and taking transit.

Thank you for your consideration,
Alan Uy

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1 ORDINANCE NO.

AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF DALY CITY AMENDING THE DALY CITY ZONING MAP BY AMENDING ORDINANCE NO. 1316 RE: PLANNED DEVELOPMENT STANDARDS FOR PD-8B
(APN 091-341-140 )
455 Hickey Boulevard
BE IT ORDAINED by the City Council of the City of Daly City, as follows:

Section 1. Findings. The City Council of the City of Daly City finds that, as conditioned, Planned Development PD 10-22-015932, amending Planned Development PD-8 is in compliance with Title 17 of the Daly City Municipal Code (Zoning Ordinance), as well as the General Plan of the City of Daly City, as amended and as to each element of the Daly City General Plan. Approval of the zone change will not be detrimental to the health,safety, morals, comfort and general welfare of persons residing in or working in the neighborhood. The City Council further finds that the amendment to the Planned Development PD-8 zoning to accommodate the project, will not be detrimental to the surrounding areas or result in substantial environmental damage or disturbance or be injurious or detrimental to the property and improvements in the neighborhood or the general welfare of the City of Daly City. The City Council further finds that adoption of PD-8B, which will allow the construction of either: (1) an eight-story, 166-foot-tall commercial office building over a three-story parking podium; or (2) a five-story, 118-foot tall, medical office building with a total of 180,000 square feet and would be placed within the same building footprint as the commercial office, will not be detrimental to the surrounding areas or result in substantial environmental damage or disturbance or be injurious or detrimental to the property and improvements in the neighborhood or the general welfare of the City of Daly City. Under either alternative, the entire site would be rezoned from PD8A to new Planned Development zoning that would permit the project at the heights proposed.

Section 2. Environmental Compliance – Mitigation Monitoring Program.

The City Council has reviewed the proposal under the requirements of the California Environmental Quality Act (CEQA) and has determined, that a Mitigated Negative Declaration is the appropriate level of environmental review. The Daly City Planning Commission and City staff recommend that a Mitigated Negative Declaration per Section 15070(a) of the CEQA Guidelines be adopted for this project.

The City Council approves the Mitigation Monitoring and Reporting Program (MMRP) for this project and hereinafter findsthat the mitigated negative declaration, to and including the MMRP complies and conforms with the California Environmental Quality Act and the Guidelines implementing the Act.

Section 3. Zoning Reclassification. The zoning as designated upon the “Official Zoning Map” of the City of Daly City, as adopted by Daly City Ordinance No. 635, and thereafter amended

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2 from time to time, is hereby changed as to the parcel identified on the attached map incorporated herein by this reference, to Planned Development Zoning PD-8sssB, which hereinafter provides for a change of boundary on the “Official Zoning Map” and the establishment of specific standards for development on the subject property. All improvement shall comply with the approved Planned Development Standards hereinafter adopted for Planned Development PD-8B.

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3 PLANNED DEVELOPMENT STANDARDS
PLANNED DEVELOPMENT ZONE PD-8B
455 HICKEY BOULEVARD OFFICE BUILDING AND PARKING STRUCTURE

REDEVELOPMENT
The purpose and intent of these Planned Development Standards is to establish a Planned Development Zoning District for PD-8B, which encompasses the entire project site.

I. GENERAL

1. The Design Review approval shall be effective for five years, unless otherwise extended by the City Council.

2. When these planned development standards conflict with other sections of the Zoning Ordinance, these standards prevail only to the extent of the conflict. Where these planned development standards do not provide regulations, the Zoning Ordinance shall apply as to the most similar land use or standard.

3. Any modifications to plans approved by the City Council shall require an amendment of the original PD approval and shall be subject to separate approval by the Planning Commission and City Council. Minor changes of the approved plans due to code requirements or conditions of approval may be approved by the Planning Division.

4. All structures, landscape areas, required facilities and amenities shall be maintained in a neat, safe, and healthful condition, subject to improvement and upgrading of plans as required by this Planned Development approval.

5. The property owners of PD-8B shall seek to provide a balanced mix of Commercial Office and/or Medical Office uses with compatible peak hours and parking needs.

II. PERMITTED USES
A. The following uses are permitted as part of Planned Development Zone PD-8B:

Commercial Office
Medical Office
Ancillary uses related to Commercial and Medical Office

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4 B. When a use is not specifically listed, it shall be assumed that when the unlisted use is similar to nor more objectionable than a permitted use, such use shall be permitted in the district to the same requirements of the most similarly listed use.

II. DEVELOPMENT STANDARDS
A. Parking

1. Property owners shall implement measures to manage the parking during the peak hours. The plan may include such measures as valet parking, incentives to carpooling and disincentives to parking in the residential areas near the development.

2. The total number of on-site parking spaces required for the 455 Hickey Boulevard Commercial Office or Medical Office shall be a total of 900 parking spaces. This requirement shall be based on three parking space per 1,000 square feet within the property.

3. Secure bicycle parking shall be provided at strategic locations throughout the property including the ground floor of any parking structure. A total of eight short-term bicycle parking spaces and 46 long term parking spaces shall be provided.

4. The parking areas shall conform to plans approved as part of the preliminary plan for PD-8B and shall be maintained in accordance with City standards.

B. Signage
A. New Signage for the project should enhance the building facades. All signage shall adhere to the requirements of Chapter 17.32.200 Permitted signs in commercial and industrial districts of the Daly City Municipal Code.

B. All signage shall require a Building Permit submittal and review for approval by City staff.

C. Circulation

1. All deliveries shall gain access to the project site by way of the Serravista Avenue driveway to access the singular loading area east of the building within the service yard.
a. Deliveries to the development by large semi-type trucks shall not take place during peak traffic hours. Smaller delivery vehicles may deliver at all hours.
b. The property owners shall provide an approved Transportation Demand Management (TDM) plan and implement any required measures to meet City/County Association of Governments of San Mateo County’s TDM Policy.

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5 c. Site access and parking for the project (under either option) would include two entry points for employees and visitors to access the podium parking and the parking structure. Access to the podium parking would be provided primarily from Hickey Boulevard with drop-off at the interior lobby. Access to the parking structure east of the office building would be provided primarily via a private driveway off Serravista Avenue. A curbside drop-off space would be provided on Serravista Avenue, connecting the sidewalk and the new entry plaza leading to the building’s main lobby.

D. Landscaping

1. All landscaping improvements shall conform to the approved landscaping plan and with Section 17.41 (Landscaping) of the Zoning Ordinance. a. Landscaping shall be installed in accordance with approved plans and maintained in a neat, clean and healthful condition.
b. In general, all shrubs or any vegetation at points of ingress or egress shall be maintained at a height of no greater than 30 inches. Trees must be trimmed in a manner to maintain a site clearance underneath the branches of five feet from grade.
c. Landscaping shall be planted at the base of any monument signs and shall be maintained in a healthy growing condition and be replaced as necessary. The plants shall include a variety of flowering evergreen shrubs and flowering ground cover.

E. Architecture/Site Design

1. Architectural design of all structures and facades, all materials and colors, and all landscaping shall comply with plans approved by a Design Review Permit.
a. Once approved, any major architectural modification shall be subject to approval by a Design Review Permit, except that minor changes may be approved administratively by the Planning Division.
b. All roof equipment shall be screened from view from the surrounding streets.
c. The Planning Division shall approve the design and location of all trash or storage enclosures and other proposed fencing or walls. d. All ground mounted appurtenances, such as transformers or air conditioning units shall be undergrounded.

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6 F. Maintenance

1. A maintenance plan for on-site litter control shall be submitted by the applicant and approved by the City. The litter control maintenance plan shall include provision for on-going maintenance required for the project use. The maintenance plan shall be recorded as part of the PD-8B planned development standards. The maintenance plan shall include the following standards:
b. The entire development area shall be maintained in a neat, safe, and healthful condition.
c. A garbage disposal plan approved by the Planning Division and the Streets Division shall specify that:
i. All trash shall be confined in approved receptacles and enclosures.
ii. All unenclosed materials, equipment and/or supplies of any kind shall be maintained within approved enclosure areas.

Any stacked or stored items shall not exceed the height of the enclosure.
iii. All trash and storage enclosures shall be properly maintained in accordance with approved plans.
iv. The applicant shall prepare an agreement to implement a weekly litter cleanup plan for all open areas, planters and public sidewalks adjacent to the development. All waste materials generated by the development, such as cardboard boxes, skids, garbage, litter, etc., must be stored in the enclosure for disposal. No waste material shall be visible at anytime. All enclosures shall be designed to conceal the contents. All enclosures should be kept clean and free of odor at all times.

G. Lighting

1. All exterior lighting shall be in accordance with precise plans and shall be adequately maintained according to approved standards.

2. Site lighting shall be directed downward to protect adjacent residential neighborhoods from glare.

H. Building Area Limitation

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7 1. There shall be no additional square footage allowed in PD-8B beyond what is permitted through approval of the precise plan. Minor additions or alterations to square footage for any given designated use (+/- 2%) may be approved by the Planning Division if such changes are to meet specific code requirements and do not affect the overall mass of the building.

2. The Commercial Office alternative shall include a 280,000 square feet commercial office building over a three-story, 347,500 square feet, parking podium with additional parking structure constructed east of the building. The general distribution of allowable square footage shall be in substantial accordance with the Precise Plan.

3. The Medical Office alternative shall include 180,000 square feet medical office use building over a three-story parking, 347,500 square feet, podium with additional parking structure constructed east of the building. The general distribution of allowable square footage shall be in substantial accordance with the Precise Plan.

I. Maximum Permitted Building Height

1. Building height for the Commercial Office building shall be an eightstory,166-foot tall, office building over three-story parking podium and three-story Parking structure located east of building.

2. Building height for the Medical Office building shall be a five-story, 118- foot tall, building over three-story parking podium and three-story parking structure located east of building.

J. Building Setbacks

1. Front setback: 11 ft.

Side setbacks: 0 ft.

Rear setback: 0 ft.

K. Floor Area Ratio (FAR)

1. 2.0 FAR
Section 4. Summary Publication: Pursuant to the provisions of Government Code Section 36933, a summary of this Ordinance shall be prepared by the City Attorney. At least five (5) days prior to the Council meeting at which this Ordinance is scheduled to be adopted, the City Clerk shall (1) publish the summary, and (2) post in the City Clerk’s office a certified copy of this Ordinance. Within fifteen (15) days after the adoption of this ordinance, the City Clerk shall (1) publish the summary, and (2) post in the City Clerk’s office a certified copy of the full text of this

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8 Ordinance along with the names of those City Council members voting for and against this ordinance or otherwise voting. This Ordinance shall become effective thirty (30) days from and after its adoption.

Section 5. Environmental Determination: The City Council has reviewed the proposal under the requirements of the California Environmental Quality Act (CEQA) and has determined, that a Mitigated Negative Declaration is the appropriate level of environmental review. The Daly City Planning Commission and City staff recommend that a Mitigated Negative Declaration per Section 15070(a) of the CEQA Guidelines be adopted for this project. The City Council approves the Mitigation Monitoring and Reporting Program (MMRP) for this project and hereinafter finds that the mitigated negative declaration, to and including the MMRP complies and conforms with the California Environmental Quality Act and the Guidelines implementing the Act.

Section 6. Severability: If any section, subsection or sentence of this Ordinance is found by a court of competent jurisdiction to be invalid or unlawful, the City Council finds and declares that the remainder of this Ordinance would be and is enforceable and would have been adopted notwithstanding the finding of invalidity as to any section, subsection or sentence.

Introduced this day of 2024.

Passed and adopted as an Ordinance of the City of Daly City at a regular meeting of the City Council of the City of Daly City held on the day of 2024, by the following vote:

AYES, Councilmembers

NOES, Councilmembers
ABSENT, Councilmembers:

CITY CLERK OF THE CITY OF DALY CITY
APPROVED:
______________________________________

MAYOR OF THE CITY OF DALY CITY

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Daly City City CouncilJuly 22, 2024

Daly City City Council
July 22, 2024