South San Francisco City Council
July 13, 2022

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 365 25 85 685 735 95 90 280 235 105 80 Future Volume (veh/h) 45 365 25 85 685 735 95 90 280 235 105 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 46 372 24 87 699 540 97 92 0 240 107 62 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 78 752 49 112 845 699 113 108 291 182 105
Arrive On Green 0.04 0.43 0.42 0.06 0.45 0.45 0.12 0.12 0.00 0.16 0.16 0.17 Sat Flow, veh/h 1795 1752 113 1795 1885 1559 943 895 1598 1795 1120 649 Grp Volume(v), veh/h 46 0 396 87 699 540 189 0 0 240 0 169 Grp Sat Flow(s),veh/h/ln 1795 0 1865 1795 1885 1559 1838 0 1598 1795 0 1768 Q Serve(g_s), s 1.8 0.0 10.9 3.4 23.0 20.7 7.1 0.0 0.0 9.2 0.0 6.3 Cycle Q Clear(g_c), s 1.8 0.0 10.9 3.4 23.0 20.7 7.1 0.0 0.0 9.2 0.0 6.3 Prop In Lane 1.00 0.06 1.00 1.00 0.51 1.00 1.00 0.37
Lane Grp Cap(c), veh/h 78 0 800 112 845 699 221 0 291 0 287 V/C Ratio(X) 0.59 0.00 0.49 0.78 0.83 0.77 0.86 0.00 0.82 0.00 0.59 Avail Cap(c_a), veh/h 139 0 824 251 950 786 267 0 570 0 562 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 33.3 0.0 14.7 32.7 17.1 16.5 30.6 0.0 0.0 28.7 0.0 27.4 Incr Delay (d2), s/veh 2.6 0.0 0.7 4.3 6.0 4.7 17.5 0.0 0.0 2.3 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 4.4 1.5 9.7 7.1 4.1 0.0 0.0 4.0 0.0 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.9 0.0 15.3 37.0 23.1 21.2 48.0 0.0 0.0 30.9 0.0 28.1 LnGrp LOS D A B D C C D A C A C
Approach Vol, veh/h 442 1326 189 A 409
Approach Delay, s/veh 17.5 23.3 48.0 29.8
Approach LOS B C D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.1 35.7 15.5 8.4 34.4 12.5
Change Period (Y+Rc), s 3.5 4.5 3.5 3.5 4.5 3.5
Max Green Setting (Gmax), s 6.0 35.2 23.0 10.4 30.8 10.8 Max Q Clear Time (g_c+I1), s 3.8 25.0 11.2 5.4 12.9 9.1 Green Ext Time (p_c), s 0.0 6.2 0.8 0.0 3.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 25.3
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
15: 280 NB Ramps/Driveway & Sneath Lane 09/28/2020
Southline 05/01/2020 CNP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 775 100 400 1075 0 425 0 215 0 5 5 Future Volume (veh/h) 5 775 100 400 1075 0 425 0 215 0 5 5 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 5 783 49 404 1086 0 446 0 37 0 5 3 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 6 1039 452 643 1350 0 553 0 244 0 7 4
Arrive On Green 0.28 0.28 0.28 0.36 0.36 0.00 0.15 0.00 0.15 0.00 0.01 0.01 Sat Flow, veh/h 22 3653 1589 1795 3770 0 3591 0 1582 0 1094 657 Grp Volume(v), veh/h 423 365 49 404 1086 0 446 0 37 0 0 8 Grp Sat Flow(s),veh/h/ln 1884 1791 1589 1795 1885 0 1795 0 1582 0 0 1751 Q Serve(g_s), s 16.8 14.9 1.8 15.1 21.0 0.0 9.7 0.0 1.6 0.0 0.0 0.4 Cycle Q Clear(g_c), s 16.8 14.9 1.8 15.1 21.0 0.0 9.7 0.0 1.6 0.0 0.0 0.4 Prop In Lane 0.01 1.00 1.00 0.00 1.00 1.00 0.00 0.37
Lane Grp Cap(c), veh/h 536 510 452 643 1350 0 553 0 244 0 0 11 V/C Ratio(X) 0.79 0.72 0.11 0.63 0.80 0.00 0.81 0.00 0.15 0.00 0.00 0.76 Avail Cap(c_a), veh/h 955 908 806 800 1680 0 1041 0 459 0 0 421 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 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 26.7 26.1 21.4 21.6 23.5 0.0 33.1 0.0 29.7 0.0 0.0 40.1 Incr Delay (d2), s/veh 2.0 1.4 0.1 0.8 2.2 0.0 1.1 0.0 0.1 0.0 0.0 32.8 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/ln 7.2 6.0 0.7 5.9 8.9 0.0 4.1 0.0 0.6 0.0 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.7 27.5 21.5 22.3 25.6 0.0 34.2 0.0 29.8 0.0 0.0 72.9 LnGrp LOS C C C C C A C A C A A E
Approach Vol, veh/h 837 1490 483 8
Approach Delay, s/veh 27.7 24.7 33.9 72.9
Approach LOS C C C E
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 33.0 16.5 27.1 4.5
Change Period (Y+Rc), s 4.1 3.5 4.1 3.5
Max Green Setting (Gmax), s 36.0 24.0 41.0 20.0
Max Q Clear Time (g_c+I1), s 23.0 11.7 18.8 2.4
Green Ext Time (p_c), s 5.9 0.8 3.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 27.3
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

HCM 6th Signalized Intersection Summary
17: Cherry Avenue & Sneath Lane 09/28/2020
Southline 05/01/2020 CNP PM Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 740 230 155 925 525 180
Future Volume (veh/h) 740 230 155 925 525 180
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 763 163 160 954 541 44
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 1 1 1 1 1 1
Cap, veh/h 1711 759 202 2391 728 334
Arrive On Green 0.48 0.48 0.11 0.67 0.21 0.21
Sat Flow, veh/h 3676 1589 1795 3676 3483 1598
Grp Volume(v), veh/h 763 163 160 954 541 44
Grp Sat Flow(s),veh/h/ln 1791 1589 1795 1791 1742 1598
Q Serve(g_s), s 9.2 1.2 5.6 7.8 9.4 1.5
Cycle Q Clear(g_c), s 9.2 1.2 5.6 7.8 9.4 1.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1711 759 202 2391 728 334
V/C Ratio(X) 0.45 0.21 0.79 0.40 0.74 0.13
Avail Cap(c_a), veh/h 3423 1519 969 5576 1986 911
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 11.2 1.1 28.0 4.9 24.0 20.9
Incr Delay (d2), s/veh 0.3 0.2 2.6 0.2 1.5 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.0 1.1 2.4 1.8 3.7 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.5 1.3 30.6 5.0 25.5 21.0
LnGrp LOS B A C A C C
Approach Vol, veh/h 926 1114 585
Approach Delay, s/veh 9.7 8.7 25.2
Approach LOS A A C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.3 35.0 47.3 17.6
Change Period (Y+Rc), s 5.0 * 5 5.0 4.0
Max Green Setting (Gmax), s 35.0 * 61 100.0 37.0
Max Q Clear Time (g_c+I1), s 7.6 11.2 9.8 11.4
Green Ext Time (p_c), s 0.1 10.0 12.5 2.1
Intersection Summary
HCM 6th Ctrl Delay 12.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis
18: Huntington Avenue/Huntington Ave & San Bruno Avenue 07/05/2021 Southline 05/01/2020 CNP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 100 530 95 15 605 0 0 270 15 190 290 220 Future Volume (vph) 100 530 95 15 605 0 0 270 15 190 290 220 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 10 10 12 10 12 10 12 12 12 12 12
Total Lost time (s) 3.7 2.7 3.7 2.7 3.7 3.7 3.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.98 1.00 1.00 0.99 1.00 0.94
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 3210 1770 3303 1845 1770 3229
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 3210 1770 3303 1845 1770 3229
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.92 0.92 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 105 558 100 16 637 0 0 284 16 200 305 232 RTOR Reduction (vph) 0 9 0 0 0 0 0 2 0 0 105 0
Lane Group Flow (vph) 105 649 0 16 637 0 0 298 0 200 432 0 Confl. Peds. (#/hr) 50 20 20 25 25 40
Confl. Bikes (#/hr) 5 5
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 13 10 9 14 11 16 15 12
Permitted Phases
Actuated Green, G (s) 8.2 38.8 1.1 31.7 20.1 14.2 38.0
Effective Green, g (s) 8.2 39.8 1.1 32.7 20.1 14.2 38.0 Actuated g/C Ratio 0.09 0.45 0.01 0.37 0.23 0.16 0.43
Clearance Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7
Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 2.0 3.0
Lane Grp Cap (vph) 163 1435 21 1213 416 282 1378
v/s Ratio Prot c0.06 c0.20 0.01 c0.19 c0.16 c0.11 0.13
v/s Ratio Perm
v/c Ratio 0.64 0.45 0.76 0.53 0.72 0.71 0.31
Uniform Delay, d1 39.0 17.0 43.8 22.1 31.8 35.4 16.9
Progression Factor 1.00 1.00 1.39 0.48 1.00 1.00 1.00
Incremental Delay, d2 6.4 0.2 78.5 0.4 5.8 6.5 0.1
Delay (s) 45.4 17.3 139.5 11.0 37.6 42.0 17.0
Level of Service D B F B D D B
Approach Delay (s) 21.1 14.1 37.6 23.8
Approach LOS C B D C
Intersection Summary
HCM 2000 Control Delay 22.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 89.0 Sum of lost time (s) 14.8 Intersection Capacity Utilization 72.2% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
19: San Mateo Avenue & San Bruno Avenue 07/05/2021
Southline 05/01/2020 CNP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 165 530 0 160 610 60 10 70 145 0 120 215 Future Volume (vph) 165 530 0 160 610 60 10 70 145 0 120 215 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.7 3.7 3.7 2.7 2.7 3.7 2.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.98 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.99 1.00 0.85 0.90
Flt Protected 0.95 1.00 0.95 1.00 0.99 1.00 1.00
Satd. Flow (prot) 1736 3471 1736 3417 1816 1515 1636
Flt Permitted 0.95 1.00 0.95 1.00 0.96 1.00 1.00
Satd. Flow (perm) 1736 3471 1736 3417 1752 1515 1636
Peak-hour factor, PHF 0.97 0.97 0.92 0.97 0.97 0.97 0.97 0.97 0.97 0.92 0.97 0.97 Adj. Flow (vph) 170 546 0 165 629 62 10 72 149 0 124 222 RTOR Reduction (vph) 0 0 0 0 5 0 0 0 85 0 72 0
Lane Group Flow (vph) 170 546 0 165 686 0 0 82 64 0 274 0 Confl. Peds. (#/hr) 10 15
Confl. Bikes (#/hr) 5 5
Heavy Vehicles (%) 4% 4% 2% 4% 4% 4% 4% 4% 4% 2% 4% 4%
Turn Type Prot NA Prot NA Perm NA Perm Prot NA
Protected Phases 5 2 1 6 8 7 4
Permitted Phases 8 8
Actuated Green, G (s) 12.4 26.9 13.0 27.5 38.0 38.0 38.0 Effective Green, g (s) 12.4 26.9 13.0 28.5 39.0 38.0 39.0 Actuated g/C Ratio 0.14 0.30 0.15 0.32 0.44 0.43 0.44
Clearance Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7
Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 241 1049 253 1094 767 646 716
v/s Ratio Prot c0.10 0.16 c0.10 c0.20 c0.17
v/s Ratio Perm 0.05 0.04
v/c Ratio 0.71 0.52 0.65 0.63 0.11 0.10 0.38
Uniform Delay, d1 36.6 25.7 35.9 25.7 14.7 15.3 16.9
Progression Factor 1.16 0.84 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 6.8 0.4 4.5 1.1 0.1 0.1 0.3
Delay (s) 49.3 22.1 40.4 26.9 14.8 15.3 17.2
Level of Service D C D C B B B
Approach Delay (s) 28.5 29.5 15.1 17.2
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay 25.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 89.0 Sum of lost time (s) 14.8 Intersection Capacity Utilization 57.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
20: 280 SB On Ramp/280 SB Off Ramp & San Bruno Avenue W 09/28/2020 Southline 05/01/2020 CNP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 575 215 455 940 0 0 0 0 200 130 315 Future Volume (veh/h) 0 575 215 455 940 0 0 0 0 200 130 315 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 1900 1900 1900 1900 0 1900 1900 1900 Adj Flow Rate, veh/h 0 632 0 500 1033 0 147 285 53
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 0 0 0 0 0 0 0 0
Cap, veh/h 0 1037 1875 2870 0 210 441 187
Arrive On Green 0.00 0.20 0.00 1.00 1.00 0.00 0.12 0.12 0.12 Sat Flow, veh/h 0 5358 1610 3510 3705 0 1810 3800 1610
Grp Volume(v), veh/h 0 632 0 500 1033 0 147 285 53
Grp Sat Flow(s),veh/h/ln 0 1729 1610 1755 1805 0 1810 1900 1610 Q Serve(g_s), s 0.0 10.0 0.0 0.0 0.0 0.0 7.0 6.5 2.7
Cycle Q Clear(g_c), s 0.0 10.0 0.0 0.0 0.0 0.0 7.0 6.5 2.7 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1037 1875 2870 0 210 441 187
V/C Ratio(X) 0.00 0.61 0.27 0.36 0.00 0.70 0.65 0.28
Avail Cap(c_a), veh/h 0 1037 1875 2870 0 362 760 322
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.63 0.63 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 32.8 0.0 0.0 0.0 0.0 38.3 38.0 36.4 Incr Delay (d2), s/veh 0.0 2.7 0.0 0.0 0.2 0.0 1.6 0.6 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.2 0.0 0.0 0.1 0.0 3.1 3.0 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 35.5 0.0 0.0 0.2 0.0 39.9 38.6 36.7 LnGrp LOS A D A A A D D D
Approach Vol, veh/h 632 A 1533 485
Approach Delay, s/veh 35.5 0.2 38.8
Approach LOS D A D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 53.6 22.0 14.4 75.6
Change Period (Y+Rc), s 5.0 * 5 4.4 5.0
Max Green Setting (Gmax), s 42.5 * 17 17.6 63.0
Max Q Clear Time (g_c+I1), s 2.0 12.0 9.0 2.0
Green Ext Time (p_c), s 0.9 2.2 1.0 14.4
Intersection Summary
HCM 6th Ctrl Delay 15.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
20: 280 SB On Ramp/280 SB Off Ramp & San Bruno Avenue W 09/28/2020 Southline 05/01/2020 CNP PM Synchro 10 Report

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

HCM 6th AWSC
21: Huntington Ave/Huntington Avenue & Forest Ln/Herman Ave 09/28/2020 Southline 05/01/2020 CNP PM Synchro 10 Report

Intersection
Intersection Delay, s/veh 32.1
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations
Traffic Vol, veh/h 30 20 20 185 0 210 10 0 445 125 175 560 Future Vol, veh/h 30 20 20 185 0 210 10 0 445 125 175 560 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 31 20 20 189 0 214 10 0 454 128 179 571
Number of Lanes 0 1 0 0 1 0 0 0 2 0 1 2
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 1 1
HCM Control Delay 14.7 55 35.2 18.9

HCM LOS B F E C

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 43% 47% 100% 0% 0%
Vol Thru, % 100% 64% 29% 0% 0% 100% 100%
Vol Right, % 0% 36% 29% 53% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 233 348 70 395 175 280 280
LT Vol 0 0 30 185 175 0 0
Through Vol 233 223 20 0 0 280 280
RT Vol 0 125 20 210 0 0 0
Lane Flow Rate 237 355 71 403 179 286 286
Geometry Grp 8 8 7 7 7 7 7
Degree of Util (X) 0.581 0.843 0.191 0.924 0.423 0.636 0.494 Departure Headway (Hd) 8.822 8.559 9.649 8.254 8.536 8.017 6.219 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 410 422 372 439 423 451 580
Service Time 6.572 6.309 7.403 5.971 6.26 5.741 3.942
HCM Lane V/C Ratio 0.578 0.841 0.191 0.918 0.423 0.634 0.493 HCM Control Delay 23.2 43.2 14.7 55 17.4 23.8 14.9
HCM Lane LOS C E B F C C B
HCM 95th-tile Q 3.6 8.1 0.7 10.4 2.1 4.3 2.7
HCM 6th AWSC
21: Huntington Ave/Huntington Avenue & Forest Ln/Herman Ave 09/28/2020 Southline 05/01/2020 CNP PM Synchro 10 Report

Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBR
Lane Configurations
Traffic Vol, veh/h 0
Future Vol, veh/h 0
Peak Hour Factor 0.98
Heavy Vehicles, % 2
Mvmt Flow 0
Number of Lanes 0
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

HCM LOS

HCM Signalized Intersection Capacity Analysis
22: US 101 SB On Ramp/US 101 SB Off Ramp & San Bruno Avenue/San Bruno Ave 09/28/2020 Southline 05/01/2020 CNP PM Synchro 10 Report

Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (vph) 0 490 410 35 450 765 0 0 0 0 180 0 Future Volume (vph) 0 490 410 35 450 765 0 0 0 0 180 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.95 0.91 0.91 0.95 0.95
Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.93 1.00 1.00 1.00 1.00
Flt Protected 1.00 0.95 0.99 0.95 0.95
Satd. Flow (prot) 3238 1595 3327 1665 1665
Flt Permitted 1.00 0.95 0.99 0.95 0.95
Satd. Flow (perm) 3238 1595 3327 1665 1665
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 516 432 37 474 805 0 0 0 0 189 0
RTOR Reduction (vph) 0 147 0 0 0 0 0 0 0 0 0 0
Lane Group Flow (vph) 0 801 0 0 331 985 0 0 0 0 94 95
Confl. Peds. (#/hr) 10 5 5 10
Confl. Bikes (#/hr) 10
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Turn Type NA Split Split NA Split NA
Protected Phases 5 6 6 6 4 4
Permitted Phases
Actuated Green, G (s) 23.4 25.6 25.6 7.8 7.8
Effective Green, g (s) 24.4 26.6 26.6 8.3 8.3
Actuated g/C Ratio 0.34 0.37 0.37 0.12 0.12
Clearance Time (s) 5.0 5.0 5.0 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1108 595 1241 193 193
v/s Ratio Prot c0.25 0.21 c0.30 0.06 0.06
v/s Ratio Perm
v/c Ratio 0.72 0.56 0.79 0.49 0.49
Uniform Delay, d1 20.5 17.7 19.9 29.5 29.5
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.4 1.1 3.6 1.9 2.0
Delay (s) 22.9 18.8 23.5 31.4 31.5
Level of Service C B C C C
Approach Delay (s) 22.9 22.3 0.0 19.8
Approach LOS C C A B
Intersection Summary
HCM 2000 Control Delay 22.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 71.3 Sum of lost time (s) 13.0 Intersection Capacity Utilization 65.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
22: US 101 SB On Ramp/US 101 SB Off Ramp & San Bruno Avenue/San Bruno Ave 09/28/2020 Southline 05/01/2020 CNP PM Synchro 10 Report

Movement SBR
Lane Configurations
Traffic Volume (vph) 335
Future Volume (vph) 335
Ideal Flow (vphpl) 1900
Total Lost time (s) 4.0
Lane Util. Factor 1.00
Frpb, ped/bikes 1.00
Flpb, ped/bikes 1.00
Frt 0.85
Flt Protected 1.00
Satd. Flow (prot) 1568
Flt Permitted 1.00
Satd. Flow (perm) 1568
Peak-hour factor, PHF 0.95
Adj. Flow (vph) 353
RTOR Reduction (vph) 12
Lane Group Flow (vph) 341
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3%
Turn Type custom
Protected Phases 5
Permitted Phases 4
Actuated Green, G (s) 31.2
Effective Green, g (s) 33.2
Actuated g/C Ratio 0.47
Clearance Time (s) 5.0
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 730
v/s Ratio Prot c0.16
v/s Ratio Perm 0.06
v/c Ratio 0.47
Uniform Delay, d1 13.0
Progression Factor 1.00
Incremental Delay, d2 0.5
Delay (s) 13.5
Level of Service B
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis
23: US 101 NB Off Ramp/US 101 NB On Ramp & San Bruno Ave/San Bruno Avenue 01/03/2022 Southline 05/01/2020 CNP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 255 450 0 0 700 365 475 0 490 105 0 75 Future Volume (vph) 255 450 0 0 700 365 475 0 490 105 0 75 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3367 1827 3471 1507 1736 1553 1736 1553 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3367 1827 3471 1507 1736 1553 1736 1553 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 274 484 0 0 753 392 511 0 527 113 0 81
RTOR Reduction (vph) 0 0 0 0 0 294 0 0 204 0 0 73
Lane Group Flow (vph) 274 484 0 0 753 98 0 511 323 113 0 8 Confl. Peds. (#/hr) 10 5 5 10
Confl. Bikes (#/hr) 10
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type Prot NA NA Perm Perm NA Perm Prot Prot
Protected Phases 5 2 6 8 7 7
Permitted Phases 6 8 8
Actuated Green, G (s) 13.1 40.3 22.7 22.7 31.5 31.5 9.3 9.3 Effective Green, g (s) 13.6 40.8 23.2 23.2 31.0 31.0 8.8 8.8 Actuated g/C Ratio 0.15 0.44 0.25 0.25 0.33 0.33 0.10 0.10 Clearance Time (s) 4.5 4.5 4.5 4.5 3.5 3.5 3.5 3.5
Vehicle Extension (s) 3.0 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 494 804 869 377 581 519 164 147
v/s Ratio Prot 0.08 c0.26 c0.22 c0.07 0.00
v/s Ratio Perm 0.07 0.29 0.21
v/c Ratio 0.55 0.60 0.87 0.26 0.88 0.62 0.69 0.05
Uniform Delay, d1 36.7 19.7 33.2 27.8 29.0 25.9 40.6 38.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 0.9 8.8 0.1 13.8 1.7 9.2 0.1
Delay (s) 38.0 20.6 42.0 28.0 42.8 27.6 49.8 38.2
Level of Service D C D C D C D D
Approach Delay (s) 26.9 37.2 35.1 44.9
Approach LOS CDDD
Intersection Summary
HCM 2000 Control Delay 34.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 92.6 Sum of lost time (s) 16.0 Intersection Capacity Utilization 71.2% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
24: Cherry Avenue & San Bruno Avenue W 01/03/2022
Southline 05/01/2020 CNP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 270 645 130 70 1155 185 100 125 45 170 125 470 Future Volume (veh/h) 270 645 130 70 1155 185 100 125 45 170 125 470 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.97 0.99 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 1945 Adj Flow Rate, veh/h 290 694 121 75 1242 199 108 134 48 183 134 505 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 594 2175 379 96 1319 210 72 378 135 226 124 1013 Arrive On Green 0.33 0.72 0.71 0.05 0.43 0.42 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow, veh/h 1781 3024 527 1781 3068 488 790 1302 467 584 428 1597 Grp Volume(v), veh/h 290 408 407 75 716 725 108 0 182 317 0 505 Grp Sat Flow(s),veh/h/ln 1781 1777 1774 1781 1777 1779 790 0 1769 1012 0 1597 Q Serve(g_s), s 13.0 8.4 8.4 4.2 38.5 39.2 0.0 0.0 8.1 20.9 0.0 0.0 Cycle Q Clear(g_c), s 13.0 8.4 8.4 4.2 38.5 39.2 29.0 0.0 8.1 29.0 0.0 0.0 Prop In Lane 1.00 0.30 1.00 0.27 1.00 0.26 0.58 1.00
Lane Grp Cap(c), veh/h 594 1278 1276 96 764 765 72 0 513 350 0 1013 V/C Ratio(X) 0.49 0.32 0.32 0.78 0.94 0.95 1.50 0.00 0.35 0.91 0.00 0.50 Avail Cap(c_a), veh/h 594 1278 1276 160 764 765 72 0 513 350 0 1013 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) 0.85 0.85 0.85 0.52 0.52 0.52 1.00 0.00 1.00 0.92 0.00 0.92 Uniform Delay (d), s/veh 26.5 5.1 5.2 46.7 27.2 27.6 50.0 0.0 28.1 40.3 0.0 10.2 Incr Delay (d2), s/veh 0.2 0.6 0.6 2.7 12.6 13.9 284.3 0.0 0.2 23.9 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 2.5 2.6 1.9 17.9 18.6 7.5 0.0 3.5 10.2 0.0 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.7 5.7 5.7 49.4 39.8 41.5 334.3 0.0 28.3 64.3 0.0 10.4 LnGrp LOS C A A D D D F A C E A B
Approach Vol, veh/h 1105 1516 290 822
Approach Delay, s/veh 11.2 41.1 142.2 31.1
Approach LOS B D F C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 38.4 47.0 33.0 9.4 75.9 33.0
Change Period (Y+Rc), s 5.0 * 5 4.0 4.0 5.0 4.0
Max Green Setting (Gmax), s 16.0 * 42 29.0 9.0 49.0 29.0 Max Q Clear Time (g_c+I1), s 15.0 41.2 31.0 6.2 10.4 31.0 Green Ext Time (p_c), s 0.1 0.7 0.0 0.0 8.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 37.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis
25: El Camino Real & 380 WB On-Ramp/380 WB Off-Ramp 09/28/2020 Southline 05/01/2020 CNP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 480 0 1215 0 1915 430 0 1890 470 Future Volume (vph) 0 0 0 480 0 1215 0 1915 430 0 1890 470 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.97 0.88 0.91 1.00 0.91 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.91 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3467 2814 5136 1461 5136 1557
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3467 2814 5136 1461 5136 1557
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 0 0 500 0 1266 0 1995 448 0 1969 490
RTOR Reduction (vph) 0 0 0 0 0 680 0 0 145 0 0 88
Lane Group Flow (vph) 0 0 0 500 0 586 0 1995 303 0 1969 402 Confl. Peds. (#/hr) 10 15 15 10
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Prot Prot NA Perm NA Perm
Protected Phases 4 5 6 2
Permitted Phases 6 2
Actuated Green, G (s) 32.3 64.4 91.1 91.1 159.1 159.1
Effective Green, g (s) 31.9 64.0 91.5 91.5 159.5 159.5
Actuated g/C Ratio 0.16 0.32 0.46 0.46 0.80 0.80
Clearance Time (s) 3.6 3.6 4.4 4.4 4.4 4.4
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 554 903 2356 670 4108 1245
v/s Ratio Prot c0.14 c0.21 c0.39 0.38
v/s Ratio Perm 0.21 0.26
v/c Ratio 0.90 0.65 0.85 0.45 0.48 0.32
Uniform Delay, d1 82.2 58.1 47.7 36.8 6.5 5.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 17.6 1.2 4.0 2.2 0.4 0.7
Delay (s) 99.8 59.3 51.7 39.0 6.9 6.1
Level of Service F E D D A A
Approach Delay (s) 0.0 70.8 49.4 6.7
Approach LOS A E D A
Intersection Summary
HCM 2000 Control Delay 39.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 199.4 Sum of lost time (s) 12.0 Intersection Capacity Utilization 86.2% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
26: El Camino Real & 380 EB Off-Ramp/380 EB On-Ramp 01/03/2022 Southline 05/01/2020 CNP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 315 0 400 0000 2030 570 0 1600 770 Future Volume (vph) 315 0 400 0000 2030 570 0 1600 770
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.9 3.9 3.9
Lane Util. Factor 0.95 0.91 0.95 0.91 0.91 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 0.95
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.89 0.85 0.97 1.00 0.85
Flt Protected 0.95 0.99 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1698 1508 1519 4767 5136 1515
Flt Permitted 0.95 0.99 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1698 1508 1519 4767 5136 1515
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 332 0 421 0000 2137 600 0 1684 811
RTOR Reduction (vph) 0 30 30 0 0 0 0 0 0 0 0 198
Lane Group Flow (vph) 259 220 214 0000 2737 0 0 1684 613 Confl. Peds. (#/hr) 5 5 10 20 20 10
Confl. Bikes (#/hr) 5
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Parking (#/hr) 0 0
Turn Type Split NA Perm NA NA Perm
Protected Phases 8 8 6 2
Permitted Phases 8 2
Actuated Green, G (s) 21.8 21.8 21.8 93.2 93.2 93.2
Effective Green, g (s) 22.3 22.3 22.3 93.7 93.7 93.7
Actuated g/C Ratio 0.18 0.18 0.18 0.76 0.76 0.76
Clearance Time (s) 4.6 4.6 4.6 4.4 4.4 4.4
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 305 271 273 3602 3880 1144
v/s Ratio Prot c0.15 0.15 c0.57 0.33
v/s Ratio Perm 0.14 0.40
v/c Ratio 0.85 0.81 0.78 0.76 0.43 0.54
Uniform Delay, d1 49.2 48.8 48.5 8.7 5.5 6.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 18.6 15.8 12.6 1.6 0.4 1.8
Delay (s) 67.8 64.6 61.2 10.3 5.9 8.0
Level of Service E E E B A A
Approach Delay (s) 64.6 0.0 10.3 6.6
Approach LOS EABA
Intersection Summary
HCM 2000 Control Delay 15.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 124.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 78.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
27: El Camino Real/El Camino Real & San Bruno Avenue W 09/28/2020 Southline 05/01/2020 CNP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 325 460 305 300 445 205 320 1410 125 80 325 1260 Future Volume (vph) 325 460 305 300 445 205 320 1410 125 80 325 1260 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 4.6 4.6 3.0 3.2 3.0 3.6 3.6 3.0 4.1 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.97 0.91 1.00 0.97 0.91 Frpb, ped/bikes 1.00 1.00 0.96 1.00 0.98 1.00 1.00 0.95 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1787 3574 1535 3467 3346 3467 5136 1523 3467 5136 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1787 3574 1535 3467 3346 3467 5136 1523 3467 5136 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 346 489 324 319 473 218 340 1500 133 85 346 1340 RTOR Reduction (vph) 0 0 92 0 37 0 0 0 59 0 0 0
Lane Group Flow (vph) 346 489 232 319 654 0 340 1500 74 0 431 1340 Confl. Peds. (#/hr) 35 20 20 35 5 20 20
Confl. Bikes (#/hr) 5
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot Prot NA Protected Phases 3 8 7 4 1 6 5 5 2
Permitted Phases 8 6
Actuated Green, G (s) 29.9 44.6 44.6 16.3 32.4 16.7 53.2 53.2 19.7 55.7 Effective Green, g (s) 30.4 45.1 45.1 16.8 32.9 17.2 53.7 53.7 20.2 56.2 Actuated g/C Ratio 0.20 0.30 0.30 0.11 0.22 0.11 0.36 0.36 0.13 0.37 Clearance Time (s) 3.5 5.1 5.1 3.5 3.7 3.5 4.1 4.1 3.5 4.6 Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 362 1074 461 388 733 397 1838 545 466 1924 v/s Ratio Prot c0.19 0.14 0.09 c0.20 0.10 c0.29 c0.12 0.26 v/s Ratio Perm 0.15 0.05
v/c Ratio 0.96 0.46 0.50 0.82 0.89 0.86 0.82 0.14 0.92 0.70 Uniform Delay, d1 59.1 42.5 43.2 65.1 56.8 65.2 43.7 32.5 64.2 39.7 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 35.3 0.1 0.3 12.5 12.9 15.9 4.1 0.5 23.9 2.1 Delay (s) 94.4 42.6 43.5 77.7 69.8 81.0 47.8 33.0 88.0 41.8 Level of Service F D D E E F D C F D
Approach Delay (s) 58.3 72.3 52.5 50.8
Approach LOS E E D D
Intersection Summary
HCM 2000 Control Delay 56.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.89
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 14.7 Intersection Capacity Utilization 97.0% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
28: El Camino Real & Hazelwood Dr/Spruce Ave 09/28/2020 Southline 05/01/2020 CNP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (veh/h) 95 85 55 380 165 420 100 210 1805 390 75 285 Future Volume (veh/h) 95 85 55 380 165 420 100 210 1805 390 75 285 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.98 0.98 0.96 1.00 0.99 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 100 89 31 287 332 194 221 1900 299 300 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 183 366 128 360 572 465 238 2282 703 311
Arrive On Green 0.30 0.30 0.31 0.30 0.30 0.30 0.13 0.44 0.44 0.17 Sat Flow, veh/h 446 1207 420 1260 1885 1534 1795 5147 1587 1795 Grp Volume(v), veh/h 100 0 120 287 332 194 221 1900 299 300 Grp Sat Flow(s),veh/h/ln 446 0 1627 1260 1885 1534 1795 1716 1587 1795 Q Serve(g_s), s 16.3 0.0 8.3 33.3 22.3 15.1 18.3 48.9 19.4 24.9 Cycle Q Clear(g_c), s 38.7 0.0 8.3 41.6 22.3 15.1 18.3 48.9 19.4 24.9 Prop In Lane 1.00 0.26 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 183 0 494 360 572 465 238 2282 703 311 V/C Ratio(X) 0.55 0.00 0.24 0.80 0.58 0.42 0.93 0.83 0.43 0.96 Avail Cap(c_a), veh/h 210 0 542 398 628 511 455 2282 703 323 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 60.5 0.0 39.3 54.9 44.2 41.7 64.4 36.8 28.6 61.5 Incr Delay (d2), s/veh 2.5 0.0 0.3 9.9 1.1 0.6 14.9 3.7 1.9 39.8 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 %ile BackOfQ(50%),veh/ln 3.8 0.0 3.4 11.6 10.7 5.9 9.4 21.2 7.8 14.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.0 0.0 39.5 64.9 45.3 42.3 79.2 40.6 30.5 101.4 LnGrp LOS E A D E D D E D C F
Approach Vol, veh/h 220 813 2420
Approach Delay, s/veh 50.2 51.5 42.9
Approach LOS D D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.8 76.7 49.5 30.0 70.5 49.5
Change Period (Y+Rc), s 3.0 4.4 3.7 3.0 4.4 3.7
Max Green Setting (Gmax), s 39.0 49.6 50.3 28.0 60.6 50.3 Max Q Clear Time (g_c+I1), s 20.3 33.0 43.6 26.9 50.9 40.7 Green Ext Time (p_c), s 0.6 9.6 2.2 0.1 8.2 1.0
Intersection Summary
HCM 6th Ctrl Delay 44.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

HCM 6th Signalized Intersection Summary
28: El Camino Real & Hazelwood Dr/Spruce Ave 09/28/2020 Southline 05/01/2020 CNP PM Synchro 10 Report

Movement SBT SBR
Lane Configurations
Traffic Volume (veh/h) 1285 140
Future Volume (veh/h) 1285 140
Initial Q (Qb), veh 0 0
Ped-Bike Adj(A_pbT) 0.99
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1885 1885
Adj Flow Rate, veh/h 1353 141
Peak Hour Factor 0.95 0.95
Percent Heavy Veh, % 1 1
Cap, veh/h 2291 239
Arrive On Green 0.48 0.48
Sat Flow, veh/h 4731 493
Grp Volume(v), veh/h 981 513
Grp Sat Flow(s),veh/h/ln 1716 1793
Q Serve(g_s), s 31.0 31.0
Cycle Q Clear(g_c), s 31.0 31.0
Prop In Lane 0.27
Lane Grp Cap(c), veh/h 1662 868
V/C Ratio(X) 0.59 0.59
Avail Cap(c_a), veh/h 1662 868
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 1.00
Uniform Delay (d), s/veh 27.9 28.0
Incr Delay (d2), s/veh 1.5 2.9
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln 13.1 14.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.5 30.9
LnGrp LOS C C
Approach Vol, veh/h 1794
Approach Delay, s/veh 41.9
Approach LOS D
Timer - Assigned Phs
HCM 6th Signalized Intersection Summary
31: 280 NB Off Ramp/280 NB On Ramp & San Bruno Avenue W 01/03/2022 Southline 05/01/2020 CNP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 610 0 0 1075 685 330 630 445 0 0 0 Future Volume (veh/h) 150 610 0 0 1075 685 330 630 445 0 0 0 Initial Q (Qb), veh 000000000
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 1885 1885 0 0 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 163 663 0 0 1168 0 359 685 484
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 110011111
Cap, veh/h 194 1878 0 0 1520 694 729 615
Arrive On Green 0.11 1.00 0.00 0.00 0.42 0.00 0.39 0.39 0.39 Sat Flow, veh/h 3483 3676 0 0 3676 1598 1795 1885 1591
Grp Volume(v), veh/h 163 663 0 0 1168 0 359 685 484
Grp Sat Flow(s),veh/h/ln 1742 1791 0 0 1791 1598 1795 1885 1591 Q Serve(g_s), s 4.1 0.0 0.0 0.0 25.1 0.0 13.8 31.5 24.1 Cycle Q Clear(g_c), s 4.1 0.0 0.0 0.0 25.1 0.0 13.8 31.5 24.1 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 194 1878 0 0 1520 694 729 615
V/C Ratio(X) 0.84 0.35 0.00 0.00 0.77 0.52 0.94 0.79
Avail Cap(c_a), veh/h 194 1878 0 0 1520 698 733 619
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.82 0.82 0.00 0.00 0.39 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.6 0.0 0.0 0.0 22.1 0.0 21.2 26.6 24.3 Incr Delay (d2), s/veh 22.1 0.4 0.0 0.0 1.5 0.0 0.3 19.6 6.1 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/ln 2.2 0.1 0.0 0.0 10.1 0.0 5.5 17.1 9.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.7 0.4 0.0 0.0 23.6 0.0 21.4 46.2 30.4 LnGrp LOS EAAAC CDC
Approach Vol, veh/h 826 1168 A 1528
Approach Delay, s/veh 12.5 23.6 35.4
Approach LOS B C D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 51.2 9.0 42.2 38.8
Change Period (Y+Rc), s 5.0 4.0 5.0 5.0
Max Green Setting (Gmax), s 46.0 5.0 37.0 34.0
Max Q Clear Time (g_c+I1), s 2.0 6.1 27.1 33.5
Green Ext Time (p_c), s 7.1 0.0 6.6 0.3
Intersection Summary
HCM 6th Ctrl Delay 26.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

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

SimTraffic Performance Report
CNP PM 08/05/2020
Southline SimTraffic Report

2: Performance by movement
Movement EBT WBT SBT All
Denied Del/Veh (s) 0.0 0.6 0.1 0.3
Total Del/Veh (s) 3.3 18.7 4.5 12.1
Vehicles Entered 162 238 22 422
Vehicles Exited 162 238 22 422
Hourly Exit Rate 162 238 22 422
Input Volume 161 240 24 425
% of Volume 100 99 93 99
Denied Entry Before 0000
Denied Entry After 0000
11: Dollar Ave/Herman Ave Performance by movement
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.1 0.1 0.1 0.0 0.0 0.0 0.3 0.3 0.3 0.3 0.3 0.4 Total Del/Veh (s) 6.3 10.2 3.8 4.9 1.4 3.3 12.1 14.6 13.1 14.0 11.4 10.8 Vehicles Entered 4 10 10 168 1 59 11 198 92 61 214 11
Vehicles Exited 4 10 10 169 1 59 11 198 91 61 214 10
Hourly Exit Rate 4 10 10 169 1 59 11 198 91 61 214 10
Input Volume 5 10 10 170 1 60 10 200 90 60 215 10
% of Volume 80 98 98 100 80 98 107 99 101 101 100 98
Denied Entry Before 000000000000
Denied Entry After 000000000000
11: Dollar Ave/Herman Ave Performance by movement
Movement All
Denied Del/Veh (s) 0.2
Total Del/Veh (s) 10.5
Vehicles Entered 839
Vehicles Exited 838
Hourly Exit Rate 838
Input Volume 842
% of Volume 99
Denied Entry Before 0
Denied Entry After 0
SimTraffic Performance Report
CNP PM 08/05/2020
Southline SimTraffic Report

16: San Mateo Ave & Scott St Performance by movement
Movement EBL EBT EBR NBL NBT SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.1 0.3 0.4 0.4 0.4 0.3
Total Del/Veh (s) 6.3 0.9 4.5 7.1 7.2 9.4 7.4 7.5
Vehicles Entered 57 6 103 98 204 257 128 853
Vehicles Exited 56 6 103 99 203 257 129 853
Hourly Exit Rate 56 6 103 99 203 257 129 853
Input Volume 60 6 100 100 205 255 130 856
% of Volume 94 92 103 99 99 101 99 100
Denied Entry Before 00000000
Denied Entry After 00000000
Total Network Performance
Denied Del/Veh (s) 0.4
Total Del/Veh (s) 17.4
Vehicles Entered 1337
Vehicles Exited 1337
Hourly Exit Rate 1337
Input Volume 3838
% of Volume 35
Denied Entry Before 0
Denied Entry After 0
Queuing and Blocking Report
CNP PM 08/05/2020
Southline SimTraffic Report

Intersection: 2:

Movement EB WB B92 SB
Directions Served TTTT
Maximum Queue (ft) 80 203 45 40
Average Queue (ft) 46 81 2 16
95th Queue (ft) 87 174 25 43
Link Distance (ft) 5 136 184 371
Upstream Blk Time (%) 12 6
Queuing Penalty (veh) 20 14
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: Dollar Ave/Herman Ave
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 41 57 208 203
Average Queue (ft) 17 33 86 94
95th Queue (ft) 43 47 170 163
Link Distance (ft) 540 5 1103 1825
Upstream Blk Time (%) 21
Queuing Penalty (veh) 48
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 16: San Mateo Ave & Scott St
Movement EB NB SB
Directions Served LR LT TR
Maximum Queue (ft) 103 141 192
Average Queue (ft) 48 69 88
95th Queue (ft) 82 110 147
Link Distance (ft) 184 938 1398
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 82

HCM Signalized Intersection Capacity Analysis
1: Airport Blvd. & Miller Ave 09/28/2020
Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 95 625 180 5 50 165 0 0 400 40 Future Volume (vph) 0 0 95 625 180 5 50 165 0 0 400 40
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.0 4.0 4.6 4.6
Lane Util. Factor 1.00 0.95 0.95 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 1.00 1.00 0.99
Flt Protected 1.00 0.95 0.97 0.99 1.00
Satd. Flow (prot) 1580 1649 1686 3431 3407
Flt Permitted 1.00 0.95 0.97 0.99 1.00
Satd. Flow (perm) 1580 1649 1686 3431 3407
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 0 108 710 205 6 57 188 0 0 455 45
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 7 0
Lane Group Flow (vph) 0 0 108 454 467 0 0 245 0 0 493 0 Confl. Peds. (#/hr) 10 10
Confl. Bikes (#/hr) 5 5
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 2% 4% 4% 4%
Turn Type Over Perm NA Split NA NA
Protected Phases 1 6 1 1 4
Permitted Phases 6
Actuated Green, G (s) 14.0 44.4 44.4 14.0 28.4
Effective Green, g (s) 14.0 44.4 44.4 14.0 28.4
Actuated g/C Ratio 0.14 0.44 0.44 0.14 0.28
Clearance Time (s) 4.6 4.0 4.0 4.6 4.6
Vehicle Extension (s) 4.0 3.5 3.5 4.0 3.0
Lane Grp Cap (vph) 221 732 748 480 967
v/s Ratio Prot 0.07 c0.07 c0.14
v/s Ratio Perm 0.28 0.28
v/c Ratio 0.49 0.62 0.62 0.51 0.51
Uniform Delay, d1 39.7 21.3 21.4 39.8 30.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.3 3.9 3.9 1.2 1.9
Delay (s) 42.0 25.3 25.3 41.0 31.9
Level of Service D C C D C
Approach Delay (s) 42.0 25.3 41.0 31.9
Approach LOS D C D C
Intersection Summary
HCM 2000 Control Delay 30.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.57
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 13.2 Intersection Capacity Utilization 52.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
2: Airport Blvd. & Baden Ave. 09/28/2020
Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 600 290 35 145 210 10 505 245
Future Volume (veh/h) 600 290 35 145 210 10 505 245
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.96
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 1590 1710 1590 1590 1590 1590
Adj Flow Rate, veh/h 423 437 151 219 526 68
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 9 0 9 9 9 9
Cap, veh/h 500 478 983 1764 614 263
Arrive On Green 0.33 0.33 0.33 0.58 0.20 0.20
Sat Flow, veh/h 1514 1449 2938 3100 3100 1292
Grp Volume(v), veh/h 423 437 151 219 526 68
Grp Sat Flow(s),veh/h/ln 1514 1449 1469 1510 1510 1292
Q Serve(g_s), s 26.0 28.9 3.6 3.3 16.8 4.4
Cycle Q Clear(g_c), s 26.0 28.9 3.6 3.3 16.8 4.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 500 478 983 1764 614 263
V/C Ratio(X) 0.85 0.91 0.15 0.12 0.86 0.26
Avail Cap(c_a), veh/h 636 609 983 1764 767 328
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.87 0.87 0.67 0.67 0.57 0.57
Uniform Delay (d), s/veh 31.1 32.1 23.3 9.3 38.4 33.5
Incr Delay (d2), s/veh 6.1 12.6 0.0 0.1 8.8 1.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 10.2 11.6 1.2 1.0 6.8 1.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.2 44.7 23.3 9.4 47.2 34.9
LnGrp LOS D D C A D C
Approach Vol, veh/h 860 370 594
Approach Delay, s/veh 41.1 15.1 45.8
Approach LOS D B D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 38.1 24.9 63.0 37.0
Change Period (Y+Rc), s 4.6 * 4.6 4.6 4.0
Max Green Setting (Gmax), s 20.0 * 25 39.4 42.0
Max Q Clear Time (g_c+I1), s 5.6 18.8 5.3 30.9
Green Ext Time (p_c), s 0.3 1.4 0.9 2.1
Intersection Summary
HCM 6th Ctrl Delay 37.3
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis
3: Airport Blvd. & Grand Ave. 09/28/2020
Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 230 235 145 275 115 90 40 345 415 560 440 200 Future Volume (vph) 230 235 145 275 115 90 40 345 415 560 440 200 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Lane Util. Factor 0.95 0.97 1.00 1.00 1.00 0.95 1.00 0.91 0.91 1.00 Frpb, ped/bikes 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (prot) 2946 2814 1527 1298 1464 2927 1309 1421 2948 1264 Flt Permitted 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (perm) 2946 2814 1527 1298 1464 2927 1309 1421 2948 1264 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 242 247 153 289 121 95 42 363 437 589 463 211 RTOR Reduction (vph) 0 29 0 0 0 83 0 0 0 0 0 145
Lane Group Flow (vph) 0 613 0 289 121 12 42 363 437 389 663 66 Confl. Peds. (#/hr) 70 25
Heavy Vehicles (%) 2% 2% 2% 12% 12% 12% 11% 11% 11% 4% 4% 4% Turn Type Split NA Split NA Perm Split NA custom Split NA Perm Protected Phases 4 4 7 7 6 6 2 6 7! 2! 2
Permitted Phases 7 2
Actuated Green, G (s) 24.4 13.1 13.1 13.1 16.2 16.2 71.7 32.6 32.6 32.6 Effective Green, g (s) 24.4 13.1 13.1 13.1 16.2 16.2 71.7 32.6 32.6 32.6 Actuated g/C Ratio 0.23 0.12 0.12 0.12 0.15 0.15 0.68 0.31 0.31 0.31 Clearance Time (s) 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9
Vehicle Extension (s) 2.0 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 684 351 190 161 225 451 893 441 915 392 v/s Ratio Prot c0.21 c0.10 0.08 0.03 c0.12 0.33 c0.27 0.22 v/s Ratio Perm 0.01 0.05
v/c Ratio 0.90 0.82 0.64 0.07 0.19 0.80 0.49 0.88 0.72 0.17 Uniform Delay, d1 39.1 44.8 43.7 40.6 38.7 42.9 7.9 34.4 32.2 26.3 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 14.0 14.4 6.8 0.2 0.3 9.8 0.3 21.7 5.0 0.9 Delay (s) 53.1 59.2 50.5 40.8 39.0 52.7 8.2 56.1 37.2 27.2 Level of Service D E D D D D A E D C
Approach Delay (s) 53.1 53.7 28.9 41.3
Approach LOS D D C D
Intersection Summary
HCM 2000 Control Delay 42.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.86
Actuated Cycle Length (s) 105.0 Sum of lost time (s) 18.7 Intersection Capacity Utilization 82.7% ICU Level of Service E Analysis Period (min) 15
! Phase conflict between lane groups.
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
4: Linden Ave. & Baden Ave. 09/28/2020
Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 45 420 50 265 95 20 10 175 435 45 305 20 Future Volume (vph) 45 420 50 265 95 20 10 175 435 45 305 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 3.5 3.5 3.0 3.0 3.0
Lane Util. Factor 0.95 1.00 1.00 1.00 0.88 1.00
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.99 1.00 0.97 1.00 0.85 0.99
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.99
Satd. Flow (prot) 2760 1413 1435 1483 2224 1462
Flt Permitted 1.00 0.95 1.00 0.98 1.00 0.95
Satd. Flow (perm) 2760 1413 1435 1456 2224 1390
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 48 452 54 285 102 22 11 188 468 48 328 22 RTOR Reduction (vph) 0 11 0 0 11 0 0 0 107 0 3 0
Lane Group Flow (vph) 0 543 0 285 113 0 0 199 361 0 395 0 Confl. Peds. (#/hr) 15 15 15 25
Heavy Vehicles (%) 15% 15% 15% 15% 15% 15% 15% 15% 15% 15% 15% 15% Turn Type Split NA Split NA Perm NA pt+ov Perm NA
Protected Phases 1 1 2 2 4 4 2 4
Permitted Phases 4 4
Actuated Green, G (s) 23.6 17.3 17.3 22.1 42.9 22.1
Effective Green, g (s) 23.6 17.3 17.3 22.1 39.4 22.1
Actuated g/C Ratio 0.32 0.24 0.24 0.30 0.54 0.30
Clearance Time (s) 3.5 3.5 3.5 3.0 3.0
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 892 334 340 440 1200 420
v/s Ratio Prot c0.20 c0.20 0.08 0.16
v/s Ratio Perm 0.14 c0.28
v/c Ratio 0.61 0.85 0.33 0.45 0.30 0.94
Uniform Delay, d1 20.8 26.6 23.1 20.6 9.2 24.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.1 18.0 0.2 0.3 0.1 29.1
Delay (s) 23.9 44.6 23.3 20.8 9.3 53.9
Level of Service C D C C A D
Approach Delay (s) 23.9 38.2 12.7 53.9
Approach LOS C D B D
Intersection Summary
HCM 2000 Control Delay 29.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 73.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 83.8% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
7: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd. 09/28/2020 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 175 255 160 310 225 200 205 50 430 240 645 230 Future Volume (veh/h) 175 255 160 310 225 200 205 50 430 240 645 230 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1441 1441 1441 1618 1618 1618 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 151 315 0 326 237 0 216 53 0 253 679 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 31 31 31 19 19 19 7 7 7 6 6 6
Cap, veh/h 195 409 559 293 245 547 579 1243
Arrive On Green 0.14 0.14 0.00 0.06 0.06 0.00 0.14 0.16 0.00 0.34 0.36 0.00 Sat Flow, veh/h 1372 2881 1221 3083 1618 1372 1711 3503 0 1725 3441 1535 Grp Volume(v), veh/h 151 315 0 326 237 0 216 53 0 253 679 0 Grp Sat Flow(s),veh/h/ln 1372 1441 1221 1541 1618 1372 1711 1706 0 1725 1721 1535 Q Serve(g_s), s 11.1 11.1 0.0 10.8 15.2 0.0 13.0 1.4 0.0 12.0 16.5 0.0 Cycle Q Clear(g_c), s 11.1 11.1 0.0 10.8 15.2 0.0 13.0 1.4 0.0 12.0 16.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 195 409 559 293 245 547 579 1243 V/C Ratio(X) 0.78 0.77 0.58 0.81 0.88 0.10 0.44 0.55
Avail Cap(c_a), veh/h 287 604 628 330 261 686 579 1243
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.82 0.82 0.00 0.81 0.81 0.00 1.00 1.00 0.00 0.70 0.70 0.00 Uniform Delay (d), s/veh 43.4 43.4 0.0 45.5 47.6 0.0 44.1 37.6 0.0 27.2 26.7 0.0 Incr Delay (d2), s/veh 3.2 1.4 0.0 0.9 10.4 0.0 25.5 0.0 0.0 0.1 1.2 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 3.9 4.0 0.0 4.6 7.5 0.0 7.1 0.6 0.0 4.8 6.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.6 44.8 0.0 46.4 58.0 0.0 69.6 37.6 0.0 27.3 27.9 0.0 LnGrp LOS D D D E E D C C
Approach Vol, veh/h 466 A 563 A 269 A 932 A
Approach Delay, s/veh 45.4 51.3 63.3 27.7
Approach LOS D D E C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.0 42.8 19.5 40.1 21.7 23.6
Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6
Max Green Setting (Gmax), s 16.0 27.5 22.0 22.4 * 21 21.4 Max Q Clear Time (g_c+I1), s 15.0 18.5 13.1 14.0 3.4 17.2 Green Ext Time (p_c), s 0.0 3.3 1.2 0.4 0.1 1.2
Intersection Summary
HCM 6th Ctrl Delay 41.7
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary
8: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/28/2020 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 165 405 375 35 175 35 325 705 340 40 135 285 Future Volume (veh/h) 165 405 375 35 175 35 325 705 340 40 135 285 Initial Q (Qb), veh 0 13 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 1.00 1.00 1.00 0.93 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 1722 1722 1722 1574 1574 1574 1811 1811 1811 1663 1663 1663 Adj Flow Rate, veh/h 177 435 123 38 188 34 349 758 0 43 145 118 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 12 12 12 22 22 22 6 6 6 16 16 16
Cap, veh/h 228 441 366 96 225 41 1272 1308 202 212 167
Arrive On Green 0.05 0.08 0.08 0.06 0.18 0.18 0.38 0.38 0.00 0.13 0.13 0.13 Sat Flow, veh/h 1640 1722 1427 1499 1287 233 3346 3532 0 1584 1663 1307 Grp Volume(v), veh/h 177 435 123 38 0 222 349 758 0 43 145 118 Grp Sat Flow(s),veh/h/ln 1640 1722 1427 1499 0 1520 1673 1721 0 1584 1663 1307 Q Serve(g_s), s 11.2 26.5 8.5 2.6 0.0 14.8 7.6 18.4 0.0 2.6 8.8 9.1 Cycle Q Clear(g_c), s 11.2 26.5 8.5 2.6 0.0 14.8 7.6 18.4 0.0 2.6 8.8 9.1 Prop In Lane 1.00 1.00 1.00 0.15 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 228 441 366 96 0 266 1272 1308 202 212 167 V/C Ratio(X) 0.78 0.99 0.34 0.40 0.00 0.83 0.27 0.58 0.21 0.68 0.71 Avail Cap(c_a), veh/h 228 441 366 143 0 346 1272 1308 348 366 288 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.81 1.00 0.00 1.00 0.72 0.72 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.5 48.1 39.7 47.2 0.0 41.8 22.5 25.9 0.0 41.1 43.8 43.9 Incr Delay (d2), s/veh 11.6 34.8 0.3 1.0 0.0 10.2 0.4 1.4 0.0 0.2 1.5 2.1 Initial Q Delay(d3),s/veh 0.0 99.7 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 5.7 28.9 3.2 1.0 0.0 6.3 3.0 7.5 0.0 1.0 3.7 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.1 182.6 40.0 48.2 0.0 52.1 22.9 27.2 0.0 41.3 45.3 46.0 LnGrp LOS E F D D A D C C D D D
Approach Vol, veh/h 735 260 1107 A 306
Approach Delay, s/veh 129.2 51.5 25.9 45.0
Approach LOS F D C D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.7 31.5 44.5 19.2 23.0 18.3
Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9
Max Green Setting (Gmax), s 10.0 26.9 26.9 13.0 * 24 23.1 Max Q Clear Time (g_c+I1), s 4.6 28.5 20.4 13.2 16.8 11.1 Green Ext Time (p_c), s 0.0 0.0 2.5 0.0 0.4 0.7
Intersection Summary
HCM 6th Ctrl Delay 62.6
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM Signalized Intersection Capacity Analysis
10: So. Airport Blvd. & 101 NB On/Off Ramps/Wondercolor Ln 09/28/2020 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 875 25 705 20 15 20 245 360 30 30 440 125 Future Volume (vph) 875 25 705 20 15 20 245 360 30 30 440 125 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85
Flt Protected 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1633 1641 2707 1695 1482 1656 3273 1626 3252 1455 Flt Permitted 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1633 1641 2707 1695 1482 1656 3273 1626 3252 1455 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 921 26 742 21 16 21 258 379 32 32 463 132 RTOR Reduction (vph) 0 0 534 0 0 20 0 5 0 0 0 100
Lane Group Flow (vph) 470 477 208 0 37 1 258 406 0 32 463 32 Heavy Vehicles (%) 5% 5% 5% 9% 9% 9% 9% 9% 9% 11% 11% 11% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6
Permitted Phases 4 3 6
Actuated Green, G (s) 20.8 20.8 20.8 4.3 4.3 16.4 31.5 2.9 18.0 18.0 Effective Green, g (s) 20.8 20.8 20.8 4.3 4.3 16.4 31.5 2.9 18.0 18.0 Actuated g/C Ratio 0.28 0.28 0.28 0.06 0.06 0.22 0.42 0.04 0.24 0.24 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 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) 457 459 757 98 85 365 1387 63 787 352 v/s Ratio Prot 0.29 c0.29 c0.02 c0.16 0.12 0.02 c0.14
v/s Ratio Perm 0.08 0.00 0.02
v/c Ratio 1.03 1.04 0.27 0.38 0.01 0.71 0.29 0.51 0.59 0.09 Uniform Delay, d1 26.8 26.8 20.9 33.7 33.0 26.7 14.1 35.0 24.9 21.8 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 49.6 52.5 0.2 2.4 0.1 6.1 0.1 6.3 1.1 0.1 Delay (s) 76.3 79.3 21.1 36.1 33.1 32.9 14.2 41.3 26.0 21.9 Level of Service E E C D C C B D C C
Approach Delay (s) 52.9 35.0 21.4 25.9
Approach LOS D D C C
Intersection Summary
HCM 2000 Control Delay 40.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 74.3 Sum of lost time (s) 14.8 Intersection Capacity Utilization 67.5% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
14: 280 SB Ramps/Rollingwood Drive & Sneath Lane 09/28/2020 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 880 250 55 390 220 55 30 255 535 380 40 Future Volume (veh/h) 70 880 250 55 390 220 55 30 255 535 380 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 77 967 265 60 429 113 60 33 0 588 418 43 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 96 745 204 72 962 811 74 41 476 445 46
Arrive On Green 0.05 0.53 0.53 0.04 0.51 0.51 0.06 0.06 0.00 0.27 0.27 0.27 Sat Flow, veh/h 1781 1412 387 1781 1870 1577 1169 643 1585 1781 1667 171 Grp Volume(v), veh/h 77 0 1232 60 429 113 93 0 0 588 0 461 Grp Sat Flow(s),veh/h/ln 1781 0 1799 1781 1870 1577 1812 0 1585 1781 0 1838 Q Serve(g_s), s 6.3 0.0 78.0 4.9 21.4 5.5 7.5 0.0 0.0 39.5 0.0 36.3 Cycle Q Clear(g_c), s 6.3 0.0 78.0 4.9 21.4 5.5 7.5 0.0 0.0 39.5 0.0 36.3 Prop In Lane 1.00 0.22 1.00 1.00 0.65 1.00 1.00 0.09
Lane Grp Cap(c), veh/h 96 0 949 72 962 811 114 0 476 0 491 V/C Ratio(X) 0.80 0.00 1.30 0.83 0.45 0.14 0.81 0.00 1.24 0.00 0.94 Avail Cap(c_a), veh/h 157 0 949 72 962 811 141 0 476 0 491 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 69.1 0.0 34.9 70.4 22.6 18.8 68.4 0.0 0.0 54.2 0.0 53.0 Incr Delay (d2), s/veh 5.6 0.0 142.0 50.3 0.5 0.1 20.7 0.0 0.0 123.0 0.0 25.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 0.0 70.6 3.2 9.4 2.0 4.1 0.0 0.0 34.1 0.0 20.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.8 0.0 176.9 120.7 23.1 18.9 89.0 0.0 0.0 177.2 0.0 78.7 LnGrp LOS E A F F C B F A F A E
Approach Vol, veh/h 1309 602 93 A 1049
Approach Delay, s/veh 170.9 32.0 89.0 133.9
Approach LOS F C F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.5 80.5 43.0 9.5 82.5 12.8
Change Period (Y+Rc), s 3.5 4.5 3.5 3.5 4.5 3.5
Max Green Setting (Gmax), s 13.0 71.0 39.5 6.0 78.0 11.5 Max Q Clear Time (g_c+I1), s 8.3 23.4 41.5 6.9 80.0 9.5 Green Ext Time (p_c), s 0.0 4.8 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 128.3
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
15: 280 NB Ramps/Driveway & Sneath Lane 09/28/2020
Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 1460 190 175 520 10 140 10 290 0 10 10 Future Volume (veh/h) 10 1460 190 175 520 10 140 10 290 0 10 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 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 11 1604 169 192 571 11 182 0 55 0 11 10 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 12 1796 772 373 766 15 280 0 125 0 25 23
Arrive On Green 0.50 0.50 0.50 0.21 0.21 0.21 0.08 0.00 0.08 0.00 0.03 0.03 Sat Flow, veh/h 24 3622 1558 1781 3657 70 3563 0 1585 0 902 820 Grp Volume(v), veh/h 866 749 169 192 292 290 182 0 55 0 0 21 Grp Sat Flow(s),veh/h/ln 1869 1777 1558 1781 1870 1857 1781 0 1585 0 0 1723 Q Serve(g_s), s 35.2 29.7 5.0 7.7 11.8 11.8 4.0 0.0 2.7 0.0 0.0 1.0 Cycle Q Clear(g_c), s 35.2 29.7 5.0 7.7 11.8 11.8 4.0 0.0 2.7 0.0 0.0 1.0 Prop In Lane 0.01 1.00 1.00 0.04 1.00 1.00 0.00 0.48
Lane Grp Cap(c), veh/h 927 881 772 373 392 389 280 0 125 0 0 48 V/C Ratio(X) 0.93 0.85 0.22 0.51 0.74 0.75 0.65 0.00 0.44 0.00 0.00 0.44 Avail Cap(c_a), veh/h 949 902 791 794 833 827 1058 0 471 0 0 426 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 0.00 0.00 1.00 Uniform Delay (d), s/veh 19.1 17.8 11.5 28.3 29.9 29.9 36.1 0.0 35.5 0.0 0.0 38.6 Incr Delay (d2), s/veh 15.5 7.5 0.1 0.8 2.1 2.1 1.0 0.0 0.9 0.0 0.0 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.9 12.2 1.5 3.2 5.2 5.2 1.7 0.0 1.0 0.0 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.7 25.2 11.6 29.1 32.0 32.0 37.1 0.0 36.4 0.0 0.0 41.0 LnGrp LOS C C B C C C D A D A A D
Approach Vol, veh/h 1784 774 237 21
Approach Delay, s/veh 28.5 31.3 36.9 41.0
Approach LOS C C D D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 21.0 9.9 44.2 5.8
Change Period (Y+Rc), s 4.1 3.5 4.1 3.5
Max Green Setting (Gmax), s 36.0 24.0 41.0 20.0
Max Q Clear Time (g_c+I1), s 13.8 6.0 37.2 3.0
Green Ext Time (p_c), s 3.0 0.4 2.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 30.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

HCM 6th Signalized Intersection Summary
17: Cherry Avenue & Sneath Lane 09/28/2020
Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBT EBR WBU WBL WBT NBU NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1290 480 10 145 510 15 185 205
Future Volume (veh/h) 1290 480 10 145 510 15 185 205
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1344 395 151 531 193 74
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2132 925 190 2764 326 149
Arrive On Green 0.60 0.60 0.11 0.78 0.09 0.09
Sat Flow, veh/h 3647 1542 1781 3647 3456 1585
Grp Volume(v), veh/h 1344 395 151 531 193 74
Grp Sat Flow(s),veh/h/ln 1777 1542 1781 1777 1728 1585
Q Serve(g_s), s 17.1 4.3 5.8 2.7 3.8 3.1
Cycle Q Clear(g_c), s 17.1 4.3 5.8 2.7 3.8 3.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2132 925 190 2764 326 149
V/C Ratio(X) 0.63 0.43 0.79 0.19 0.59 0.50
Avail Cap(c_a), veh/h 3081 1337 886 5051 1817 834
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 9.1 1.5 30.7 2.0 30.6 30.3
Incr Delay (d2), s/veh 0.4 0.4 2.8 0.0 1.7 2.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.0 2.0 2.5 0.3 1.6 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.5 1.9 33.5 2.1 32.3 32.8
LnGrp LOS A A C A C C
Approach Vol, veh/h 1739 682 267
Approach Delay, s/veh 7.8 9.0 32.4
Approach LOS A A C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.5 47.2 59.7 10.6
Change Period (Y+Rc), s 5.0 * 5 5.0 4.0
Max Green Setting (Gmax), s 35.0 * 61 100.0 37.0
Max Q Clear Time (g_c+I1), s 7.8 19.1 4.7 5.8
Green Ext Time (p_c), s 0.1 23.1 5.6 0.9
Intersection Summary
HCM 6th Ctrl Delay 10.5
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis
18: Huntington Avenue/Huntington Ave & San Bruno Avenue 07/05/2021 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 175 490 75 5 340 0 0 345 5 55 150 145 Future Volume (vph) 175 490 75 5 340 0 0 345 5 55 150 145 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 10 10 12 10 12 10 12 12 12 12 12
Total Lost time (s) 3.7 2.7 3.7 2.7 3.7 3.7 3.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.98 1.00 1.00 1.00 1.00 0.93
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1719 3133 1719 3209 1805 1719 3132
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1719 3133 1719 3209 1805 1719 3132
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) 190 533 82 5 370 0 0 375 5 60 163 158
RTOR Reduction (vph) 0 7 0 0 0 0 0 1 0 0 94 0
Lane Group Flow (vph) 190 608 0 5 370 0 0 379 0 60 227 0 Confl. Peds. (#/hr) 25 15 15 15 15 20
Confl. Bikes (#/hr) 5 5 5
Heavy Vehicles (%) 5% 5% 5% 5% 5% 2% 2% 5% 5% 5% 5% 5%
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 13 10 9 14 11 16 15 12
Permitted Phases
Actuated Green, G (s) 13.6 34.9 1.0 22.3 22.4 6.3 32.4
Effective Green, g (s) 13.6 35.9 1.0 23.3 22.4 6.3 32.4 Actuated g/C Ratio 0.17 0.45 0.01 0.29 0.28 0.08 0.41
Clearance Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7
Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 2.0 3.0
Lane Grp Cap (vph) 294 1416 21 941 509 136 1278
v/s Ratio Prot c0.11 c0.19 0.00 0.12 c0.21 c0.03 0.07
v/s Ratio Perm
v/c Ratio 0.65 0.43 0.24 0.39 0.75 0.44 0.18
Uniform Delay, d1 30.7 14.8 38.8 22.4 25.9 34.9 15.0
Progression Factor 1.00 1.00 1.45 0.46 1.00 1.00 1.00
Incremental Delay, d2 3.6 0.2 2.0 0.3 5.9 0.8 0.1
Delay (s) 34.3 15.0 58.4 10.7 31.8 35.7 15.1
Level of Service C B E B C D B
Approach Delay (s) 19.5 11.3 31.8 18.3
Approach LOS B B C B
Intersection Summary
HCM 2000 Control Delay 20.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 79.4 Sum of lost time (s) 14.8 Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
19: San Mateo Avenue & San Bruno Avenue 07/05/2021
Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 150 350 0 80 335 165 5 75 185 0 30 95 Future Volume (vph) 150 350 0 80 335 165 5 75 185 0 30 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.7 3.7 3.7 2.7 2.7 3.7 2.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 0.98 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.95 1.00 0.85 0.89
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1687 3374 1687 3169 1770 1472 1552
Flt Permitted 0.95 1.00 0.95 1.00 0.99 1.00 1.00
Satd. Flow (perm) 1687 3374 1687 3169 1758 1472 1552
Peak-hour factor, PHF 0.91 0.91 0.92 0.91 0.91 0.91 0.91 0.91 0.91 0.92 0.91 0.91 Adj. Flow (vph) 165 385 0 88 368 181 5 82 203 0 33 104
RTOR Reduction (vph) 0 0 0 0 46 0 0 0 120 0 60 0
Lane Group Flow (vph) 165 385 0 88 503 0 0 87 83 0 77 0 Confl. Peds. (#/hr) 10 10 10 5 10 5
Confl. Bikes (#/hr) 10 5
Heavy Vehicles (%) 7% 7% 2% 7% 7% 7% 7% 7% 7% 2% 7% 7%
Turn Type Prot NA Prot NA Perm NA Perm Prot NA
Protected Phases 5 2 1 6 8 7 4
Permitted Phases 8 8
Actuated Green, G (s) 13.1 28.6 7.3 22.8 32.4 32.4 32.4 Effective Green, g (s) 13.1 28.6 7.3 23.8 33.4 32.4 33.4 Actuated g/C Ratio 0.16 0.36 0.09 0.30 0.42 0.41 0.42
Clearance Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7
Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 278 1215 155 949 739 600 652
v/s Ratio Prot c0.10 c0.11 0.05 c0.16 0.05
v/s Ratio Perm 0.05 c0.06
v/c Ratio 0.59 0.32 0.57 0.53 0.12 0.14 0.12
Uniform Delay, d1 30.7 18.3 34.5 23.1 14.0 14.7 14.0
Progression Factor 1.20 0.50 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.1 0.1 2.8 0.5 0.1 0.1 0.1
Delay (s) 38.9 9.3 37.4 23.7 14.1 14.8 14.1
Level of Service D A D C B B B
Approach Delay (s) 18.2 25.6 14.6 14.1
Approach LOS B C B B
Intersection Summary
HCM 2000 Control Delay 20.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.39
Actuated Cycle Length (s) 79.4 Sum of lost time (s) 14.8 Intersection Capacity Utilization 47.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
20: 280 SB On Ramp/280 SB Off Ramp & San Bruno Avenue W 09/28/2020 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 935 345 285 450 0 0 0 0 410 425 195 Future Volume (veh/h) 0 935 345 285 450 0 0 0 0 410 425 195 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 1885 1885 1885 1885 0 1885 1885 1885 Adj Flow Rate, veh/h 0 984 0 300 474 0 288 648 84
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 1 1 1 0 1 1 1
Cap, veh/h 0 2001 817 2432 0 389 816 346
Arrive On Green 0.00 0.39 0.00 0.47 1.00 0.00 0.22 0.22 0.22 Sat Flow, veh/h 0 5316 1598 3483 3676 0 1795 3770 1598
Grp Volume(v), veh/h 0 984 0 300 474 0 288 648 84
Grp Sat Flow(s),veh/h/ln 0 1716 1598 1742 1791 0 1795 1885 1598 Q Serve(g_s), s 0.0 13.0 0.0 5.0 0.0 0.0 13.5 14.6 3.9
Cycle Q Clear(g_c), s 0.0 13.0 0.0 5.0 0.0 0.0 13.5 14.6 3.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2001 817 2432 0 389 816 346
V/C Ratio(X) 0.00 0.49 0.37 0.19 0.00 0.74 0.79 0.24
Avail Cap(c_a), veh/h 0 2001 817 2432 0 571 1198 508
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.71 0.71 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 20.8 0.0 19.6 0.0 0.0 32.9 33.4 29.2 Incr Delay (d2), s/veh 0.0 0.9 0.0 0.1 0.1 0.0 1.2 1.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 5.0 0.0 1.8 0.0 0.0 5.8 6.6 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 21.6 0.0 19.7 0.1 0.0 34.1 34.7 29.3 LnGrp LOS A C B A A C C C
Approach Vol, veh/h 984 A 774 1020
Approach Delay, s/veh 21.6 7.7 34.1
Approach LOS C A C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 26.1 40.0 23.9 66.1
Change Period (Y+Rc), s 5.0 * 5 4.4 5.0
Max Green Setting (Gmax), s 13.5 * 35 28.6 52.0
Max Q Clear Time (g_c+I1), s 7.0 15.0 16.6 2.0
Green Ext Time (p_c), s 0.3 8.7 2.8 5.0
Intersection Summary
HCM 6th Ctrl Delay 22.3
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th AWSC
21: Huntington Ave/Huntington Avenue & Forest Ln/Herman Ave 09/28/2020 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Intersection
Intersection Delay, s/veh 18.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations
Traffic Vol, veh/h 30 20 25 95 0 55 10 0 480 205 95 135 Future Vol, veh/h 30 20 25 95 0 55 10 0 480 205 95 135
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 4 4 4 4 4 4 4 4 4 4 4 4
Mvmt Flow 33 22 27 103 0 60 11 0 522 223 103 147
Number of Lanes 0 1 0 0 1 0 0 0 2 0 1 2
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 1 1
HCM Control Delay 11.6 13.5 22.5 10.2

HCM LOS B B C B

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 40% 63% 100% 0% 0%
Vol Thru, % 100% 54% 27% 0% 0% 100% 100%
Vol Right, % 0% 46% 33% 37% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 250 445 75 150 95 68 68
LT Vol 0 0 30 95 95 0 0
Through Vol 250 240 20 0 0 68 68
RT Vol 0 205 25 55 0 0 0
Lane Flow Rate 272 484 82 163 103 73 73
Geometry Grp 8 8 7 7 7 7 7
Degree of Util (X) 0.468 0.788 0.166 0.326 0.202 0.133 0.096 Departure Headway (Hd) 6.195 5.868 7.326 7.206 7.025 6.516 4.715 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 579 614 488 497 509 547 754
Service Time 3.955 3.627 5.107 4.978 4.797 4.288 2.486
HCM Lane V/C Ratio 0.47 0.788 0.168 0.328 0.202 0.133 0.097 HCM Control Delay 14.3 27.1 11.6 13.5 11.6 10.3 8
HCM Lane LOS B D B B B B A
HCM 95th-tile Q 2.5 7.6 0.6 1.4 0.7 0.5 0.3
HCM 6th AWSC
21: Huntington Ave/Huntington Avenue & Forest Ln/Herman Ave 09/28/2020 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBR
Lane Configurations
Traffic Vol, veh/h 0
Future Vol, veh/h 0
Peak Hour Factor 0.92
Heavy Vehicles, % 4
Mvmt Flow 0
Number of Lanes 0
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

HCM LOS

HCM Signalized Intersection Capacity Analysis
22: US 101 SB On Ramp/US 101 SB Off Ramp & San Bruno Avenue/San Bruno Ave 09/28/2020 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 0 510 370 10 155 550 0 0 0 0 10 250 Future Volume (vph) 0 510 370 10 155 550 0 0 0 0 10 250 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 4.5
Lane Util. Factor 0.95 0.91 0.91 0.95
Frpb, ped/bikes 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 0.94 1.00 1.00 1.00
Flt Protected 1.00 0.95 1.00 0.95
Satd. Flow (prot) 3128 1535 3227 1603
Flt Permitted 1.00 0.95 1.00 0.95
Satd. Flow (perm) 3128 1535 3227 1603
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 531 385 10 161 573 0 0 0 0 10 260
RTOR Reduction (vph) 0 138 0 0 0 0 0 0 0 0 0 0
Lane Group Flow (vph) 0 778 0 0 155 589 0 0 0 0 0 140
Confl. Peds. (#/hr) 5 5 5 5
Confl. Bikes (#/hr) 10
Heavy Vehicles (%) 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7%
Turn Type NA Split Split NA Split Split
Protected Phases 5 6 6 6 4 4
Permitted Phases
Actuated Green, G (s) 23.0 21.7 21.7 11.6
Effective Green, g (s) 23.0 21.7 21.7 11.6
Actuated g/C Ratio 0.32 0.31 0.31 0.16
Clearance Time (s) 5.0 5.0 5.0 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1016 470 989 262
v/s Ratio Prot c0.25 0.10 c0.18 c0.09
v/s Ratio Perm
v/c Ratio 0.77 0.33 0.60 0.53
Uniform Delay, d1 21.5 18.9 20.8 27.1
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.5 0.4 1.0 2.1
Delay (s) 25.0 19.4 21.8 29.2
Level of Service C B C C
Approach Delay (s) 25.0 21.3 0.0
Approach LOS C C A
Intersection Summary
HCM 2000 Control Delay 23.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 70.8 Sum of lost time (s) 14.5 Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
22: US 101 SB On Ramp/US 101 SB Off Ramp & San Bruno Avenue/San Bruno Ave 09/28/2020 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 10 180
Future Volume (vph) 10 180
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 4.5 5.0
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.85
Flt Protected 0.96 1.00
Satd. Flow (prot) 1612 1509
Flt Permitted 0.96 1.00
Satd. Flow (perm) 1612 1509
Peak-hour factor, PHF 0.96 0.96
Adj. Flow (vph) 10 188
RTOR Reduction (vph) 0 35
Lane Group Flow (vph) 140 153
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Heavy Vehicles (%) 7% 7%
Turn Type NA custom
Protected Phases 4 5
Permitted Phases 4
Actuated Green, G (s) 11.6 34.6
Effective Green, g (s) 11.6 34.6
Actuated g/C Ratio 0.16 0.49
Clearance Time (s) 4.5 5.0
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 264 737
v/s Ratio Prot 0.09 0.07
v/s Ratio Perm 0.03
v/c Ratio 0.53 0.21
Uniform Delay, d1 27.1 10.3
Progression Factor 1.00 1.00
Incremental Delay, d2 2.0 0.1
Delay (s) 29.1 10.4
Level of Service C B
Approach Delay (s) 21.7
Approach LOS C
Intersection Summary
HCM Signalized Intersection Capacity Analysis
23: US 101 NB Off Ramp/US 101 NB On Ramp & San Bruno Ave/San Bruno Avenue 01/03/2022 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 220 540 0 0 230 135 420 0 415 120 0 65 Future Volume (vph) 220 540 0 0 230 135 420 0 415 120 0 65 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 3.5 3.5 3.5 3.5
Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3242 1759 3343 1465 1671 1470 1671 1495 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3242 1759 3343 1465 1671 1470 1671 1495 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 256 628 0 0 267 157 488 0 483 140 0 76
RTOR Reduction (vph) 0 0 0 0 0 127 0 0 136 0 0 67
Lane Group Flow (vph) 256 628 0 0 267 30 0 488 347 140 0 9 Confl. Peds. (#/hr) 10 5 5 10 5 5
Confl. Bikes (#/hr) 10
Heavy Vehicles (%) 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8%
Turn Type Prot NA NA Perm Perm NA Perm Prot Prot
Protected Phases 5 2 6 8 7 7
Permitted Phases 6 8 8
Actuated Green, G (s) 12.4 33.7 16.8 16.8 31.7 31.7 10.0 10.0 Effective Green, g (s) 12.4 33.7 16.8 16.8 31.7 31.7 10.0 10.0 Actuated g/C Ratio 0.14 0.39 0.19 0.19 0.36 0.36 0.12 0.12 Clearance Time (s) 4.5 4.5 4.5 4.5 3.5 3.5 3.5 3.5
Vehicle Extension (s) 3.0 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 462 682 646 283 609 536 192 172
v/s Ratio Prot 0.08 c0.36 0.08 c0.08 0.01
v/s Ratio Perm 0.02 0.29 0.24
v/c Ratio 0.55 0.92 0.41 0.11 0.80 0.65 0.73 0.05
Uniform Delay, d1 34.7 25.3 30.7 28.9 24.8 23.0 37.1 34.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 17.6 0.2 0.1 7.1 2.0 11.1 0.0 Delay (s) 36.1 42.9 30.9 28.9 31.8 25.0 48.2 34.3
Level of Service D D C C C C D C
Approach Delay (s) 41.0 30.2 28.4 43.3
Approach LOS DCCD
Intersection Summary
HCM 2000 Control Delay 34.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.90
Actuated Cycle Length (s) 86.9 Sum of lost time (s) 16.0 Intersection Capacity Utilization 71.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
24: Cherry Avenue & San Bruno Avenue W 01/03/2022
Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 470 1055 70 25 735 120 150 110 40 175 85 175 Future Volume (veh/h) 470 1055 70 25 735 120 150 110 40 175 85 175 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 0.97 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1930 Adj Flow Rate, veh/h 490 1099 69 26 766 110 156 115 42 182 89 182 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 333333333333
Cap, veh/h 373 1609 101 79 995 143 92 357 130 257 93 795 Arrive On Green 0.07 0.16 0.16 0.04 0.32 0.32 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 1767 3367 211 1767 3087 443 1095 1286 470 683 334 1618 Grp Volume(v), veh/h 490 575 593 26 437 439 156 0 157 271 0 182 Grp Sat Flow(s),veh/h/ln 1767 1763 1816 1767 1763 1768 1095 0 1756 1018 0 1618 Q Serve(g_s), s 19.0 27.7 27.7 1.3 20.1 20.1 1.0 0.0 6.4 17.7 0.0 5.8 Cycle Q Clear(g_c), s 19.0 27.7 27.7 1.3 20.1 20.1 25.0 0.0 6.4 24.0 0.0 5.8 Prop In Lane 1.00 0.12 1.00 0.25 1.00 0.27 0.67 1.00
Lane Grp Cap(c), veh/h 373 842 868 79 568 570 92 0 488 350 0 795 V/C Ratio(X) 1.31 0.68 0.68 0.33 0.77 0.77 1.70 0.00 0.32 0.78 0.00 0.23 Avail Cap(c_a), veh/h 373 842 868 98 568 570 92 0 488 350 0 795 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.76 0.76 0.76 0.64 0.64 0.64 1.00 0.00 1.00 0.83 0.00 0.83 Uniform Delay (d), s/veh 41.9 31.5 31.5 41.7 27.5 27.5 44.9 0.0 25.8 35.3 0.0 13.2 Incr Delay (d2), s/veh 155.0 3.4 3.3 0.6 6.4 6.4 357.6 0.0 0.1 8.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 25.0 13.7 14.1 0.6 9.1 9.1 11.2 0.0 2.7 6.6 0.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 196.9 34.9 34.8 42.3 33.9 33.9 402.6 0.0 25.9 43.3 0.0 13.3 LnGrp LOS F CCDCCFACDAB
Approach Vol, veh/h 1658 902 313 453
Approach Delay, s/veh 82.7 34.1 213.6 31.3
Approach LOS F C F C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.0 38.0 29.0 13.0 48.0 29.0
Change Period (Y+Rc), s 4.0 9.0 4.0 9.0 * 5 4.0
Max Green Setting (Gmax), s 19.0 29.0 25.0 5.0 * 43 25.0 Max Q Clear Time (g_c+I1), s 21.0 22.1 26.0 3.3 29.7 27.0 Green Ext Time (p_c), s 0.0 3.7 0.0 0.0 7.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 74.9
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis
25: El Camino Real & 380 WB On-Ramp/380 WB Off-Ramp 09/28/2020 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 525 0 795 0 1335 325 0 2420 315 Future Volume (vph) 0 0 0 525 0 795 0 1335 325 0 2420 315 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.4 4.4 4.4 4.4
Lane Util. Factor 0.97 0.88 0.91 1.00 0.91 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.94 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3400 2760 5036 1474 5036 1515
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3400 2760 5036 1474 5036 1515
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 0 0 541 0 820 0 1376 335 0 2495 325
RTOR Reduction (vph) 0 0 0 0 0 28 0 0 144 0 0 90
Lane Group Flow (vph) 0 0 0 541 0 792 0 1376 191 0 2495 235 Confl. Peds. (#/hr) 20 15 15 20
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Turn Type Prot custom NA Perm NA Perm
Protected Phases 4 4 5 6 2
Permitted Phases 6 2
Actuated Green, G (s) 24.1 42.7 68.3 68.3 86.9 86.9
Effective Green, g (s) 24.1 39.2 68.3 68.3 86.9 86.9
Actuated g/C Ratio 0.20 0.33 0.57 0.57 0.72 0.72
Clearance Time (s) 4.6 4.4 4.4 4.4 4.4
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 682 901 2866 838 3646 1097
v/s Ratio Prot 0.16 c0.29 0.27 c0.50
v/s Ratio Perm 0.13 0.16
v/c Ratio 0.79 0.88 0.48 0.23 0.68 0.21
Uniform Delay, d1 45.6 38.2 15.3 12.8 9.0 5.4
Progression Factor 1.00 1.00 1.03 2.08 1.00 1.00
Incremental Delay, d2 5.9 9.5 0.4 0.5 1.1 0.4
Delay (s) 51.5 47.6 16.2 27.0 10.1 5.9
Level of Service D D B C B A
Approach Delay (s) 0.0 49.1 18.4 9.6
Approach LOS A D B A
Intersection Summary
HCM 2000 Control Delay 21.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 68.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
26: El Camino Real & 380 EB Off-Ramp/380 EB On-Ramp 01/03/2022 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 325 0 400 0000 1340 550 0 1820 1125 Future Volume (vph) 325 0 400 0000 1340 550 0 1820 1125 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.4 4.4 4.4
Lane Util. Factor 0.95 0.91 0.95 0.91 0.91 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 0.94
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.89 0.85 0.96 1.00 0.85
Flt Protected 0.95 0.99 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1665 1480 1490 4616 5036 1467
Flt Permitted 0.95 0.99 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1665 1480 1490 4616 5036 1467
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 346 0 426 0000 1426 585 0 1936 1197
RTOR Reduction (vph) 0 31 31 0 0 0 0 0 0 0 0 242
Lane Group Flow (vph) 270 224 216 0000 2011 0 0 1936 955 Confl. Peds. (#/hr) 10 10 15 15 15 15
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Parking (#/hr) 0 0
Turn Type Split NA Perm NA NA Perm
Protected Phases 8 8 6 2
Permitted Phases 8 2
Actuated Green, G (s) 17.6 17.6 17.6 93.4 93.4 93.4
Effective Green, g (s) 17.6 17.6 17.6 93.4 93.4 93.4
Actuated g/C Ratio 0.15 0.15 0.15 0.78 0.78 0.78
Clearance Time (s) 4.6 4.6 4.6 4.4 4.4 4.4
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 244 217 218 3592 3919 1141
v/s Ratio Prot c0.16 0.15 0.44 0.38
v/s Ratio Perm 0.15 c0.65
v/c Ratio 1.11 1.03 0.99 0.56 0.49 0.84
Uniform Delay, d1 51.2 51.2 51.1 5.2 4.8 8.5
Progression Factor 1.00 1.00 1.00 2.23 0.75 6.79
Incremental Delay, d2 89.2 70.1 58.4 0.5 0.3 5.7
Delay (s) 140.4 121.3 109.5 12.1 3.9 63.2
Level of Service F F F B A E
Approach Delay (s) 124.2 0.0 12.1 26.6
Approach LOS F A B C
Intersection Summary
HCM 2000 Control Delay 34.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.0 Intersection Capacity Utilization 74.8% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
27: El Camino Real/El Camino Real & San Bruno Avenue W 09/28/2020 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 255 495 200 215 325 155 375 1285 215 125 250 1055 Future Volume (vph) 255 495 200 215 325 155 375 1285 215 125 250 1055 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 5.1 5.1 3.5 3.7 3.5 4.1 4.1 3.5 4.6 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.97 0.91 1.00 0.97 0.91 Frpb, ped/bikes 1.00 1.00 0.95 1.00 0.99 1.00 1.00 0.95 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1752 3505 1482 3400 3290 3400 5036 1494 3400 5036 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1752 3505 1482 3400 3290 3400 5036 1494 3400 5036 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 268 521 211 226 342 163 395 1353 226 132 263 1111 RTOR Reduction (vph) 0 0 81 0 51 0 0 0 68 0 0 0
Lane Group Flow (vph) 268 521 130 226 454 0 395 1353 158 0 395 1111 Confl. Peds. (#/hr) 25 40 40 25 15 25 25
Confl. Bikes (#/hr) 5 5
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot Prot NA Protected Phases 3 8 7 4 1 6 5 5 2
Permitted Phases 8 6
Actuated Green, G (s) 20.0 34.7 34.7 9.4 25.5 14.6 49.0 49.0 10.7 44.6 Effective Green, g (s) 20.0 34.7 34.7 9.4 25.5 14.6 49.0 49.0 10.7 44.6 Actuated g/C Ratio 0.17 0.29 0.29 0.08 0.21 0.12 0.41 0.41 0.09 0.37 Clearance Time (s) 3.5 5.1 5.1 3.5 3.7 3.5 4.1 4.1 3.5 4.6 Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 292 1013 428 266 699 413 2056 610 303 1871 v/s Ratio Prot c0.15 0.15 0.07 c0.14 c0.12 c0.27 c0.12 0.22 v/s Ratio Perm 0.09 0.11
v/c Ratio 0.92 0.51 0.30 0.85 0.65 0.96 0.66 0.26 1.30 0.59 Uniform Delay, d1 49.2 35.6 33.2 54.6 43.2 52.4 28.7 23.5 54.6 30.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.94 Incremental Delay, d2 31.3 0.2 0.1 20.8 1.6 32.7 1.7 1.0 154.9 1.1 Delay (s) 80.5 35.8 33.4 75.4 44.7 85.0 30.4 24.5 209.0 29.7 Level of Service F D C E D F C C F C
Approach Delay (s) 47.3 54.2 40.7 69.3
Approach LOS D D D E
Intersection Summary
HCM 2000 Control Delay 52.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.7 Intersection Capacity Utilization 86.4% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
28: El Camino Real & Hazelwood Dr/Spruce Ave 09/28/2020 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (veh/h) 95 130 65 160 80 335 30 70 1130 375 55 555 Future Volume (veh/h) 95 130 65 160 80 335 30 70 1130 375 55 555 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.96 0.98 0.97 1.00 0.99 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 100 137 40 126 143 151 74 1189 154 584 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 193 304 95 224 407 336 95 1721 529 616
Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.05 0.34 0.34 0.35 Sat Flow, veh/h 637 1387 431 1177 1856 1529 1767 5066 1559 1767 Grp Volume(v), veh/h 130 0 147 126 143 151 74 1189 154 584 Grp Sat Flow(s),veh/h/ln 868 0 1588 1177 1856 1529 1767 1689 1559 1767 Q Serve(g_s), s 11.5 0.0 9.6 12.4 7.8 10.3 5.0 24.3 8.7 38.6 Cycle Q Clear(g_c), s 19.4 0.0 9.6 22.0 7.8 10.3 5.0 24.3 8.7 38.6 Prop In Lane 0.77 0.27 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 244 0 348 224 407 336 95 1721 529 616 V/C Ratio(X) 0.53 0.00 0.42 0.56 0.35 0.45 0.78 0.69 0.29 0.95 Avail Cap(c_a), veh/h 328 0 463 309 541 446 177 1721 529 692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.9 0.0 40.3 49.7 39.6 40.6 56.1 34.2 29.0 38.1 Incr Delay (d2), s/veh 1.8 0.0 0.8 2.2 0.5 0.9 13.1 2.3 1.4 21.2 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 %ile BackOfQ(50%),veh/ln 3.8 0.0 3.9 3.8 3.6 4.0 2.6 10.3 3.5 20.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.7 0.0 41.1 51.9 40.1 41.5 69.2 36.5 30.4 59.3 LnGrp LOS D A D D D D E D C E
Approach Vol, veh/h 277 420 1417
Approach Delay, s/veh 44.6 44.2 37.5
Approach LOS D D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.4 80.5 30.0 44.8 45.2 30.0
Change Period (Y+Rc), s 3.0 4.4 3.7 3.0 4.4 3.7
Max Green Setting (Gmax), s 12.0 61.9 35.0 47.0 26.9 35.0 Max Q Clear Time (g_c+I1), s 7.0 19.8 24.0 40.6 26.3 21.4 Green Ext Time (p_c), s 0.1 15.0 1.4 1.2 0.5 1.5
Intersection Summary
HCM 6th Ctrl Delay 32.6
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

HCM 6th Signalized Intersection Summary
28: El Camino Real & Hazelwood Dr/Spruce Ave 09/28/2020 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement SBT SBR
Lane Configurations
Traffic Volume (veh/h) 1360 65
Future Volume (veh/h) 1360 65
Initial Q (Qb), veh 0 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1856 1856
Adj Flow Rate, veh/h 1432 66
Peak Hour Factor 0.95 0.95
Percent Heavy Veh, % 3 3
Cap, veh/h 3148 145
Arrive On Green 0.63 0.63
Sat Flow, veh/h 4962 229
Grp Volume(v), veh/h 975 523
Grp Sat Flow(s),veh/h/ln 1689 1813
Q Serve(g_s), s 17.8 17.8
Cycle Q Clear(g_c), s 17.8 17.8
Prop In Lane 0.13
Lane Grp Cap(c), veh/h 2143 1150
V/C Ratio(X) 0.45 0.45
Avail Cap(c_a), veh/h 2143 1150
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 1.00
Uniform Delay (d), s/veh 11.3 11.3
Incr Delay (d2), s/veh 0.7 1.3
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.6 7.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.0 12.6
LnGrp LOS B B
Approach Vol, veh/h 2082
Approach Delay, s/veh 25.4
Approach LOS C
Timer - Assigned Phs
HCM 6th Signalized Intersection Summary
31: 280 NB Off Ramp/280 NB On Ramp & San Bruno Avenue W 09/28/2020 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 325 1015 0 0 615 370 130 235 560 0 0 0 Future Volume (veh/h) 325 1015 0 0 615 370 130 235 560 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 335 1046 0 0 634 0 134 398 410
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 1153 2134 0 0 750 514 540 457
Arrive On Green 0.67 1.00 0.00 0.00 0.07 0.00 0.29 0.29 0.29 Sat Flow, veh/h 3456 3647 0 0 3647 1585 1781 1870 1585
Grp Volume(v), veh/h 335 1046 0 0 634 0 134 398 410
Grp Sat Flow(s),veh/h/ln 1728 1777 0 0 1777 1585 1781 1870 1585 Q Serve(g_s), s 3.6 0.0 0.0 0.0 15.9 0.0 5.2 17.3 22.3
Cycle Q Clear(g_c), s 3.6 0.0 0.0 0.0 15.9 0.0 5.2 17.3 22.3 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1153 2134 0 0 750 514 540 457
V/C Ratio(X) 0.29 0.49 0.00 0.00 0.85 0.26 0.74 0.90
Avail Cap(c_a), veh/h 1153 2134 0 0 750 614 644 546
HCM Platoon Ratio 2.00 2.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.87 0.87 0.00 0.00 0.78 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 10.6 0.0 0.0 0.0 40.4 0.0 24.6 28.9 30.7 Incr Delay (d2), s/veh 0.0 0.7 0.0 0.0 9.0 0.0 0.1 2.7 14.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.2 0.0 0.0 8.4 0.0 2.1 7.8 9.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.6 0.7 0.0 0.0 49.4 0.0 24.7 31.7 44.9 LnGrp LOS B A A A D C C D
Approach Vol, veh/h 1381 634 A 942
Approach Delay, s/veh 3.1 49.4 36.4
Approach LOS A D D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 59.0 35.0 24.0 31.0
Change Period (Y+Rc), s 5.0 5.0 * 5 5.0
Max Green Setting (Gmax), s 49.0 26.0 * 19 31.0
Max Q Clear Time (g_c+I1), s 2.0 5.6 17.9 24.3
Green Ext Time (p_c), s 13.5 0.6 0.6 1.6
Intersection Summary
HCM 6th Ctrl Delay 23.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
31: 280 NB Off Ramp/280 NB On Ramp & San Bruno Avenue W 09/28/2020 Southline 5:00 pm 05/01/2020 CPP AM Synchro 10 Report

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

SimTraffic Performance Report
CPP AM 08/05/2020
Southline SimTraffic Report

1: Train & Scott Street Performance by movement
Movement EBT WBT SBT All
Denied Del/Veh (s) 0.0 0.1 0.1 0.0
Total Del/Veh (s) 2.9 9.0 5.0 5.0
Vehicles Entered 233 124 23 380
Vehicles Exited 233 124 23 380
Hourly Exit Rate 233 124 23 380
Input Volume 236 128 24 387
% of Volume 99 97 97 98
Denied Entry Before 0000
Denied Entry After 0000
11: Dollar Ave/Herman Ave & Scott Street Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.1 0.1 0.1 0.0 0.0 0.0 0.5 0.4 0.3 0.2 0.3 0.2 Total Del/Veh (s) 6.2 11.2 4.3 4.2 5.1 3.1 10.7 12.7 11.4 12.5 9.7 10.0 Vehicles Entered 20 17 10 36 10 70 5 196 102 114 96 19
Vehicles Exited 20 17 10 37 10 70 5 195 103 113 97 19
Hourly Exit Rate 20 17 10 37 10 70 5 195 103 113 97 19
Input Volume 20 15 10 40 10 70 5 195 100 120 100 20
% of Volume 101 111 98 92 98 100 100 100 103 94 97 96
Denied Entry Before 000000000000
Denied Entry After 000000000000
11: Dollar Ave/Herman Ave & Scott Street Performance by movement Movement All
Denied Del/Veh (s) 0.2
Total Del/Veh (s) 10.1
Vehicles Entered 695
Vehicles Exited 696
Hourly Exit Rate 696
Input Volume 705
% of Volume 99
Denied Entry Before 0
Denied Entry After 0
SimTraffic Performance Report
CPP AM 08/05/2020
Southline SimTraffic Report

16: San Mateo Ave & Scott St Performance by movement
Movement EBL EBT EBR NBL NBT SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.3 0.4 0.3 0.2 0.2
Total Del/Veh (s) 7.3 5.2 8.1 8.4 7.2 5.0 7.4
Vehicles Entered 124 0 108 82 274 162 32 782
Vehicles Exited 124 0 108 82 273 162 32 781
Hourly Exit Rate 124 0 108 82 273 162 32 781
Input Volume 130 0 105 85 275 165 35 796
% of Volume 95 0 103 96 99 98 91 98
Denied Entry Before 00000000
Denied Entry After 00000000
Total Network Performance
Denied Del/Veh (s) 0.3
Total Del/Veh (s) 14.5
Vehicles Entered 1173
Vehicles Exited 1173
Hourly Exit Rate 1173
Input Volume 3398
% of Volume 35
Denied Entry Before 0
Denied Entry After 0
Queuing and Blocking Report
CPP AM 08/05/2020
Southline SimTraffic Report

Intersection: 1: Train & Scott Street
Movement EB WB SB
Directions Served T T T
Maximum Queue (ft) 87 106 44
Average Queue (ft) 57 31 16
95th Queue (ft) 83 84 45
Link Distance (ft) 4 139 475
Upstream Blk Time (%) 14 0
Queuing Penalty (veh) 34 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: Dollar Ave/Herman Ave & Scott Street
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 56 64 215 176
Average Queue (ft) 26 34 80 82
95th Queue (ft) 49 50 162 140
Link Distance (ft) 525 4 1115 1863
Upstream Blk Time (%) 8
Queuing Penalty (veh) 9
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 16: San Mateo Ave & Scott St
Movement EB NB SB
Directions Served LR LT TR
Maximum Queue (ft) 136 166 121
Average Queue (ft) 65 84 59
95th Queue (ft) 111 133 97
Link Distance (ft) 184 938 791
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 43

HCM Signalized Intersection Capacity Analysis
1: Airport Blvd. & Miller Ave 09/28/2020
Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 90 390 370 5 130 460 0 0 345 110 Future Volume (vph) 0 0 90 390 370 5 130 460 0 0 345 110 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 0.95 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 1.00 1.00 0.96
Flt Protected 1.00 0.95 1.00 0.99 1.00
Satd. Flow (prot) 1565 1633 1739 3489 3279
Flt Permitted 1.00 0.95 1.00 0.99 1.00
Satd. Flow (perm) 1565 1633 1739 3489 3279
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 0 0 99 429 407 5 143 505 0 0 379 121
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 69 0
Lane Group Flow (vph) 0 0 99 386 455 0 0 648 0 0 431 0
Confl. Peds. (#/hr) 15
Heavy Vehicles (%) 0% 0% 5% 5% 3% 0% 0% 3% 0% 0% 5% 5%
Turn Type Over Perm NA Split NA NA
Protected Phases 1 6 1 1 4
Permitted Phases 6
Actuated Green, G (s) 12.5 12.4 12.4 12.5 11.9
Effective Green, g (s) 13.1 12.4 12.4 13.1 12.5
Actuated g/C Ratio 0.26 0.25 0.25 0.26 0.25
Clearance Time (s) 4.6 4.0 4.0 4.6 4.6
Vehicle Extension (s) 4.0 3.5 3.5 4.0 3.0
Lane Grp Cap (vph) 410 404 431 914 819
v/s Ratio Prot 0.06 c0.19 c0.13
v/s Ratio Perm 0.24 0.26
v/c Ratio 0.24 0.96 1.06 0.71 0.53
Uniform Delay, d1 14.5 18.5 18.8 16.7 16.2
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.4 34.9 58.8 2.7 0.6
Delay (s) 15.0 53.4 77.6 19.4 16.8
Level of Service B D E B B
Approach Delay (s) 15.0 66.5 19.4 16.8
Approach LOS B E B B
Intersection Summary
HCM 2000 Control Delay 37.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 50.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
2: Airport Blvd. & Baden Ave. 09/28/2020
Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 415 230 25 325 460 10 970 510
Future Volume (veh/h) 415 230 25 325 460 10 970 510
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1657 1710 1657 1657 1657 1657
Adj Flow Rate, veh/h 536 0 346 489 1032 249
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 4 0 4 4 4 4
Cap, veh/h 623 286 1214 2256 862 381
Arrive On Green 0.20 0.00 0.40 0.72 0.27 0.27
Sat Flow, veh/h 3156 1449 3061 3230 3230 1391
Grp Volume(v), veh/h 536 0 346 489 1032 249
Grp Sat Flow(s),veh/h/ln 1578 1449 1530 1574 1574 1391
Q Serve(g_s), s 16.4 0.0 7.7 5.2 27.4 15.8
Cycle Q Clear(g_c), s 16.4 0.0 7.7 5.2 27.4 15.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 623 286 1214 2256 862 381
V/C Ratio(X) 0.86 0.00 0.28 0.22 1.20 0.65
Avail Cap(c_a), veh/h 915 420 1214 2256 862 381
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.94 0.00 0.77 0.77 0.09 0.09
Uniform Delay (d), s/veh 38.8 0.0 20.5 4.8 36.3 32.1
Incr Delay (d2), s/veh 3.8 0.0 0.0 0.2 89.6 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.7 0.0 2.7 1.4 20.9 5.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.6 0.0 20.6 4.9 125.9 32.9
LnGrp LOS D A C A F C
Approach Vol, veh/h 536 835 1281
Approach Delay, s/veh 42.6 11.4 107.8
Approach LOS D B F
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 44.3 32.0 76.3 23.7
Change Period (Y+Rc), s 4.6 * 4.6 4.6 4.0
Max Green Setting (Gmax), s 31.0 * 27 52.4 29.0
Max Q Clear Time (g_c+I1), s 9.7 29.4 7.2 18.4
Green Ext Time (p_c), s 0.9 0.0 2.1 1.3
Intersection Summary
HCM 6th Ctrl Delay 64.3
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis
3: Airport Blvd. & Grand Ave. 09/28/2020
Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 215 65 90 820 270 330 75 580 190 195 535 145 Future Volume (vph) 215 65 90 820 270 330 75 580 190 195 535 145 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Lane Util. Factor 0.95 0.97 1.00 1.00 1.00 0.95 1.00 0.91 0.91 1.00 Frpb, ped/bikes 0.96 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (prot) 2905 3060 1660 1381 1547 3094 1384 1408 2948 1309 Flt Permitted 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (perm) 2905 3060 1660 1381 1547 3094 1384 1408 2948 1309 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 222 67 93 845 278 340 77 598 196 201 552 149 RTOR Reduction (vph) 0 27 0 0 0 258 0 0 0 0 0 112
Lane Group Flow (vph) 0 355 0 845 278 82 77 598 196 133 620 37 Confl. Peds. (#/hr) 95 10
Confl. Bikes (#/hr) 5 10 5
Heavy Vehicles (%) 1% 1% 1% 3% 3% 3% 5% 5% 5% 5% 5% 5%
Turn Type Split NA Split NA Perm Split NA custom Split NA Perm Protected Phases 4 4 7 7 6 6 2 6 7! 2! 2
Permitted Phases 7 2
Actuated Green, G (s) 21.6 29.1 29.1 29.1 21.1 21.1 89.5 29.5 29.5 29.5 Effective Green, g (s) 21.6 29.1 29.1 29.1 21.1 21.1 89.5 29.5 29.5 29.5 Actuated g/C Ratio 0.18 0.24 0.24 0.24 0.18 0.18 0.75 0.25 0.25 0.25 Clearance Time (s) 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9
Vehicle Extension (s) 2.0 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 522 742 402 334 272 544 1032 346 724 321 v/s Ratio Prot c0.12 c0.28 0.17 0.05 c0.19 0.14 0.09 c0.21 v/s Ratio Perm 0.06 0.03
v/c Ratio 0.68 1.14 0.69 0.25 0.28 1.10 0.19 0.38 0.86 0.11 Uniform Delay, d1 46.0 45.5 41.4 36.6 42.9 49.5 4.5 37.7 43.2 35.1 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 2.8 78.3 5.1 0.4 0.4 68.5 0.1 3.2 12.4 0.7 Delay (s) 48.7 123.8 46.4 37.0 43.3 118.0 4.6 40.9 55.7 35.8 Level of Service D F D D D F A D E D
Approach Delay (s) 48.7 88.9 85.9 50.2
Approach LOS D F F D
Intersection Summary
HCM 2000 Control Delay 74.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.95
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.7 Intersection Capacity Utilization 97.1% ICU Level of Service F Analysis Period (min) 15
! Phase conflict between lane groups.
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
4: Linden Ave. & Baden Ave. 09/28/2020
Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 45 210 40 425 270 35 25 265 435 50 290 50 Future Volume (vph) 45 210 40 425 270 35 25 265 435 50 290 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.95 1.00 1.00 1.00 0.88 1.00
Frpb, ped/bikes 0.99 1.00 0.99 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.98 1.00 0.98 1.00 0.85 0.98
Flt Protected 0.99 0.95 1.00 1.00 1.00 0.99
Satd. Flow (prot) 2722 1413 1451 1481 2224 1436
Flt Permitted 0.99 0.95 1.00 0.90 1.00 0.69
Satd. Flow (perm) 2722 1413 1451 1337 2224 1002
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 48 226 43 457 290 38 27 285 468 54 312 54 RTOR Reduction (vph) 0 14 0 0 5 0 0 0 185 0 6 0
Lane Group Flow (vph) 0 303 0 457 323 0 0 312 283 0 414 0 Confl. Peds. (#/hr) 20 15 15 25
Confl. Bikes (#/hr) 5 5 5 10
Heavy Vehicles (%) 15% 15% 15% 15% 15% 15% 15% 15% 15% 15% 15% 15% Turn Type Split NA Split NA Perm NA pt+ov Perm NA
Protected Phases 1 1 2 2 4 4 2 4
Permitted Phases 4 4
Actuated Green, G (s) 23.5 32.7 32.7 23.8 60.0 23.8
Effective Green, g (s) 23.0 32.2 32.2 22.8 54.5 22.8
Actuated g/C Ratio 0.26 0.36 0.36 0.25 0.61 0.25
Clearance Time (s) 3.5 3.5 3.5 3.0 3.0
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 695 505 519 338 1346 253
v/s Ratio Prot c0.11 c0.32 0.22 0.13
v/s Ratio Perm 0.23 c0.41
v/c Ratio 0.44 0.90 0.62 0.92 0.21 1.64
Uniform Delay, d1 28.1 27.4 23.9 32.7 8.0 33.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.0 19.2 1.7 29.5 0.0 303.7
Delay (s) 30.0 46.7 25.5 62.3 8.1 337.3
Level of Service C D C E A F
Approach Delay (s) 30.0 37.8 29.7 337.3
Approach LOS C D C F
Intersection Summary
HCM 2000 Control Delay 88.6 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.98
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 99.1% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
7: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd. 09/28/2020 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 265 245 215 870 300 430 125 20 260 185 885 195 Future Volume (veh/h) 265 245 215 870 300 430 125 20 260 185 885 195 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1811 1811 1811 1811 1678 1678 1678 1856 1856 1856 Adj Flow Rate, veh/h 300 229 0 916 316 0 132 21 0 195 932 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 6 6 6 6 6 6 15 15 15 3 3 3
Cap, veh/h 526 276 992 521 146 651 349 1119
Arrive On Green 0.15 0.15 0.00 0.29 0.29 0.00 0.09 0.20 0.00 0.20 0.32 0.00 Sat Flow, veh/h 3450 1811 1535 3450 1811 1535 1598 3272 0 1767 3526 1572 Grp Volume(v), veh/h 300 229 0 916 316 0 132 21 0 195 932 0 Grp Sat Flow(s),veh/h/ln 1725 1811 1535 1725 1811 1535 1598 1594 0 1767 1763 1572 Q Serve(g_s), s 9.7 14.7 0.0 30.9 18.1 0.0 9.8 0.6 0.0 11.9 29.4 0.0 Cycle Q Clear(g_c), s 9.7 14.7 0.0 30.9 18.1 0.0 9.8 0.6 0.0 11.9 29.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 526 276 992 521 146 651 349 1119 V/C Ratio(X) 0.57 0.83 0.92 0.61 0.90 0.03 0.56 0.83
Avail Cap(c_a), veh/h 632 332 1018 534 146 651 349 1119 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) 0.77 0.77 0.00 0.09 0.09 0.00 1.00 1.00 0.00 0.09 0.09 0.00 Uniform Delay (d), s/veh 47.2 49.3 0.0 41.5 36.9 0.0 54.0 38.3 0.0 43.4 38.0 0.0 Incr Delay (d2), s/veh 0.3 9.3 0.0 1.6 0.2 0.0 45.4 0.1 0.0 0.6 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 7.4 0.0 13.4 8.1 0.0 5.8 0.3 0.0 5.2 12.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.5 58.7 0.0 43.1 37.1 0.0 99.4 38.3 0.0 44.0 38.7 0.0 LnGrp LOS D E D D F D D D
Approach Vol, veh/h 529 A 1232 A 153 A 1127 A
Approach Delay, s/veh 52.3 41.5 91.0 39.6
Approach LOS D D F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.0 43.0 22.9 28.6 29.4 39.1
Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6
Max Green Setting (Gmax), s 11.0 33.5 22.0 20.0 * 25 35.4 Max Q Clear Time (g_c+I1), s 11.8 31.4 16.7 13.9 2.6 32.9 Green Ext Time (p_c), s 0.0 1.3 0.9 0.2 0.0 1.6
Intersection Summary
HCM 6th Ctrl Delay 45.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary
8: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/28/2020 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 170 400 110 425 30 495 300 110 20 420 730 Future Volume (veh/h) 75 170 400 110 425 30 495 300 110 20 420 730 Initial Q (Qb), veh 0 13 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 1.00 1.00 0.95 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 1781 1781 1781 1811 1811 1811 1767 1767 1767 1841 1841 1841 Adj Flow Rate, veh/h 80 181 149 117 452 28 527 319 0 21 447 591 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 8 8 8 6 6 6 9 9 9 4 4 4
Cap, veh/h 146 422 354 159 415 26 712 732 486 510 410
Arrive On Green 0.09 0.24 0.24 0.09 0.24 0.24 0.22 0.22 0.00 0.28 0.28 0.28 Sat Flow, veh/h 1697 1781 1471 1725 1683 104 3264 3445 0 1753 1841 1481 Grp Volume(v), veh/h 80 181 149 117 0 480 527 319 0 21 447 591 Grp Sat Flow(s),veh/h/ln 1697 1781 1471 1725 0 1787 1632 1678 0 1753 1841 1481 Q Serve(g_s), s 4.7 9.1 9.0 6.9 0.0 25.4 15.7 8.6 0.0 0.9 24.3 29.1 Cycle Q Clear(g_c), s 4.7 9.1 9.0 6.9 0.0 25.4 15.7 8.6 0.0 0.9 24.3 29.1 Prop In Lane 1.00 1.00 1.00 0.06 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 146 422 354 159 0 443 712 732 486 510 410 V/C Ratio(X) 0.55 0.43 0.42 0.74 0.00 1.08 0.74 0.44 0.04 0.88 1.44 Avail Cap(c_a), veh/h 162 431 356 164 0 432 726 747 486 510 410 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) 0.76 0.76 0.76 1.00 0.00 1.00 0.88 0.88 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.0 35.3 33.7 46.4 0.0 39.5 38.3 35.5 0.0 27.8 36.2 37.9 Incr Delay (d2), s/veh 0.9 0.4 0.5 13.4 0.0 66.9 6.0 1.7 0.0 0.0 15.2 211.5 Initial Q Delay(d3),s/veh 0.0 11.9 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 2.0 6.8 3.2 3.6 0.0 19.5 6.8 3.6 0.0 0.4 12.9 34.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.9 47.6 34.2 59.8 0.0 106.4 44.3 37.1 0.0 27.8 51.4 249.5 LnGrp LOS D D C E A F D D C D F
Approach Vol, veh/h 410 597 846 A 1059
Approach Delay, s/veh 42.6 97.3 41.6 161.5
Approach LOS D F D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.7 29.4 28.0 13.0 30.0 34.0
Change Period (Y+Rc), s 4.0 4.6 4.6 4.0 4.6 4.9
Max Green Setting (Gmax), s 10.0 25.4 22.4 10.0 25.4 29.1 Max Q Clear Time (g_c+I1), s 8.9 11.1 17.7 6.7 27.4 31.1 Green Ext Time (p_c), s 0.0 1.1 1.4 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 96.7
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM Signalized Intersection Capacity Analysis
10: So. Airport Blvd. & 101 NB On/Off Ramps/Wondercolor Ln 09/28/2020 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 450 30 310 40 50 35 10 405 395 50 25 30 Future Volume (vph) 450 30 310 40 50 35 10 405 395 50 25 30 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0
Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.96 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.98 1.00
Flt Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95
Satd. Flow (prot) 1618 1631 2682 1753 1467 1703 3304 1703 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95
Satd. Flow (perm) 1618 1631 2682 1753 1467 1703 3304 1703 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 469 31 323 42 52 36 10 422 411 52 26 31 RTOR Reduction (vph) 0 0 259 0 0 30 0 0 8 0 0 0
Lane Group Flow (vph) 239 261 64 0 94 6 0 432 455 0 0 57 Confl. Peds. (#/hr) 25 25 35 35
Confl. Bikes (#/hr) 5
Heavy Vehicles (%) 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6%
Turn Type Split NA Perm Split NA Perm Prot Prot NA Prot Prot Protected Phases 4 4 3 3 5 5 2 1 1
Permitted Phases 4 3
Actuated Green, G (s) 18.0 18.0 18.0 16.2 16.2 20.7 35.3 7.0 Effective Green, g (s) 18.0 18.0 18.0 16.2 16.2 20.7 35.3 7.0 Actuated g/C Ratio 0.20 0.20 0.20 0.18 0.18 0.23 0.39 0.08 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 318 321 528 311 260 386 1277 130
v/s Ratio Prot 0.15 c0.16 c0.05 c0.25 0.14 0.03
v/s Ratio Perm 0.02 0.00
v/c Ratio 0.75 0.81 0.12 0.30 0.02 1.12 0.36 0.44
Uniform Delay, d1 34.5 35.0 30.1 32.6 31.0 35.3 19.9 40.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.6 14.5 0.1 0.6 0.0 82.2 0.2 2.4 Delay (s) 44.2 49.5 30.2 33.2 31.1 117.5 20.1 42.6
Level of Service D D C C C F C D
Approach Delay (s) 40.4 32.6 67.1
Approach LOS D C E
Intersection Summary
HCM 2000 Control Delay 48.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 91.3 Sum of lost time (s) 15.8 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
10: So. Airport Blvd. & 101 NB On/Off Ramps/Wondercolor Ln 09/28/2020 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 695 255
Future Volume (vph) 695 255
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 4.1 4.1
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 0.97
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3406 1481
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3406 1481
Peak-hour factor, PHF 0.96 0.96
Adj. Flow (vph) 724 266
RTOR Reduction (vph) 0 203
Lane Group Flow (vph) 724 63
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 5
Heavy Vehicles (%) 6% 6%
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 21.6 21.6
Effective Green, g (s) 21.6 21.6
Actuated g/C Ratio 0.24 0.24
Clearance Time (s) 4.1 4.1
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 805 350
v/s Ratio Prot c0.21
v/s Ratio Perm 0.04
v/c Ratio 0.90 0.18
Uniform Delay, d1 33.8 27.8
Progression Factor 1.00 1.00
Incremental Delay, d2 12.8 0.2
Delay (s) 46.6 28.0
Level of Service D C
Approach Delay (s) 41.7
Approach LOS D
Intersection Summary
HCM 6th Signalized Intersection Summary
14: 280 SB Ramps/Rollingwood Drive & Sneath Lane 09/28/2020 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 375 20 95 710 805 100 95 275 240 115 85 Future Volume (veh/h) 55 375 20 95 710 805 100 95 275 240 115 85 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 56 383 18 97 724 611 102 97 0 245 117 67 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 87 777 37 113 848 701 118 112 294 184 106
Arrive On Green 0.05 0.44 0.43 0.06 0.45 0.45 0.12 0.12 0.00 0.16 0.16 0.17 Sat Flow, veh/h 1795 1786 84 1795 1885 1559 942 896 1598 1795 1125 644 Grp Volume(v), veh/h 56 0 401 97 724 611 199 0 0 245 0 184 Grp Sat Flow(s),veh/h/ln 1795 0 1870 1795 1885 1559 1838 0 1598 1795 0 1769 Q Serve(g_s), s 2.3 0.0 11.6 4.0 25.8 26.6 8.0 0.0 0.0 9.9 0.0 7.3 Cycle Q Clear(g_c), s 2.3 0.0 11.6 4.0 25.8 26.6 8.0 0.0 0.0 9.9 0.0 7.3 Prop In Lane 1.00 0.04 1.00 1.00 0.51 1.00 1.00 0.36
Lane Grp Cap(c), veh/h 87 0 814 113 848 701 230 0 294 0 290 V/C Ratio(X) 0.64 0.00 0.49 0.86 0.85 0.87 0.87 0.00 0.83 0.00 0.63 Avail Cap(c_a), veh/h 132 0 832 187 897 742 252 0 538 0 530 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.1 0.0 15.3 34.8 18.4 18.7 32.2 0.0 0.0 30.4 0.0 29.2 Incr Delay (d2), s/veh 3.0 0.0 0.7 9.6 8.1 11.0 22.7 0.0 0.0 2.4 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 4.7 2.0 11.5 10.3 4.8 0.0 0.0 4.4 0.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.0 0.0 15.9 44.4 26.6 29.7 54.9 0.0 0.0 32.8 0.0 30.1 LnGrp LOS D A B D C C D A C A C
Approach Vol, veh/h 457 1432 199 A 429
Approach Delay, s/veh 18.6 29.1 54.9 31.6
Approach LOS B C D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.6 37.8 16.3 8.7 36.7 13.4
Change Period (Y+Rc), s 3.5 4.5 3.5 3.5 4.5 3.5
Max Green Setting (Gmax), s 6.0 35.2 23.0 8.3 32.9 10.8 Max Q Clear Time (g_c+I1), s 4.3 28.6 11.9 6.0 13.6 10.0 Green Ext Time (p_c), s 0.0 4.6 0.9 0.0 3.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 29.7
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
15: 280 NB Ramps/Driveway & Sneath Lane 09/28/2020
Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 780 105 510 1215 0 390 0 220 0 10 10 Future Volume (veh/h) 10 780 105 510 1215 0 390 0 220 0 10 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 10 788 54 515 1227 0 413 0 40 0 10 8 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 12 1021 447 677 1421 0 511 0 225 0 18 14
Arrive On Green 0.28 0.28 0.28 0.38 0.38 0.00 0.14 0.00 0.14 0.00 0.02 0.02 Sat Flow, veh/h 44 3630 1589 1795 3770 0 3591 0 1581 0 959 767 Grp Volume(v), veh/h 428 370 54 515 1227 0 413 0 40 0 0 18 Grp Sat Flow(s),veh/h/ln 1883 1791 1589 1795 1885 0 1795 0 1581 0 0 1727 Q Serve(g_s), s 18.7 16.6 2.2 22.2 26.6 0.0 9.9 0.0 2.0 0.0 0.0 0.9 Cycle Q Clear(g_c), s 18.7 16.6 2.2 22.2 26.6 0.0 9.9 0.0 2.0 0.0 0.0 0.9 Prop In Lane 0.02 1.00 1.00 0.00 1.00 1.00 0.00 0.44
Lane Grp Cap(c), veh/h 530 504 447 677 1421 0 511 0 225 0 0 32 V/C Ratio(X) 0.81 0.73 0.12 0.76 0.86 0.00 0.81 0.00 0.18 0.00 0.00 0.56 Avail Cap(c_a), veh/h 875 832 738 733 1539 0 954 0 420 0 0 381 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 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 29.6 28.8 23.6 24.1 25.5 0.0 36.8 0.0 33.4 0.0 0.0 42.9 Incr Delay (d2), s/veh 2.2 1.6 0.1 4.1 4.9 0.0 1.2 0.0 0.1 0.0 0.0 5.6 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 8.2 6.9 0.8 9.4 11.9 0.0 4.3 0.0 0.7 0.0 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.8 30.4 23.7 28.2 30.4 0.0 37.9 0.0 33.5 0.0 0.0 48.5 LnGrp LOS C C C C C A D A C A A D
Approach Vol, veh/h 852 1742 453 18
Approach Delay, s/veh 30.7 29.7 37.5 48.5
Approach LOS C C D D
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 37.3 16.6 28.9 5.6
Change Period (Y+Rc), s 4.1 3.5 4.1 3.5
Max Green Setting (Gmax), s 36.0 24.0 41.0 20.0
Max Q Clear Time (g_c+I1), s 28.6 11.9 20.7 2.9
Green Ext Time (p_c), s 4.6 0.7 3.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 31.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

HCM 6th Signalized Intersection Summary
17: Cherry Avenue & Sneath Lane 09/28/2020
Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 755 230 190 1150 545 185
Future Volume (veh/h) 755 230 190 1150 545 185
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 778 163 196 1186 562 49
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 1 1 1 1 1 1
Cap, veh/h 1645 730 241 2391 745 342
Arrive On Green 0.46 0.46 0.13 0.67 0.21 0.21
Sat Flow, veh/h 3676 1589 1795 3676 3483 1598
Grp Volume(v), veh/h 778 163 196 1186 562 49
Grp Sat Flow(s),veh/h/ln 1791 1589 1795 1791 1742 1598
Q Serve(g_s), s 10.1 1.4 7.2 11.1 10.2 1.7
Cycle Q Clear(g_c), s 10.1 1.4 7.2 11.1 10.2 1.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1645 730 241 2391 745 342
V/C Ratio(X) 0.47 0.22 0.81 0.50 0.75 0.14
Avail Cap(c_a), veh/h 3289 1459 931 5359 1909 876
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 12.6 1.4 28.4 5.6 24.9 21.5
Incr Delay (d2), s/veh 0.3 0.2 2.5 0.2 1.6 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.5 1.2 3.0 2.6 4.1 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.9 1.6 30.9 5.8 26.5 21.7
LnGrp LOS B A C A C C
Approach Vol, veh/h 941 1382 611
Approach Delay, s/veh 11.0 9.4 26.1
Approach LOS B A C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 14.1 35.0 49.1 18.4
Change Period (Y+Rc), s 5.0 * 5 5.0 4.0
Max Green Setting (Gmax), s 35.0 * 61 100.0 37.0
Max Q Clear Time (g_c+I1), s 9.2 12.1 13.1 12.2
Green Ext Time (p_c), s 0.1 10.2 18.2 2.2
Intersection Summary
HCM 6th Ctrl Delay 13.4
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis
18: Huntington Avenue/Huntington Ave & San Bruno Avenue 07/05/2021 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 105 510 85 0 650 0 0 230 0 220 395 265 Future Volume (vph) 105 510 85 0 650 0 0 230 0 220 395 265 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 10 10 12 10 12 10 12 12 12 12 12
Total Lost time (s) 3.7 2.7 2.7 3.7 3.7 3.7
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.98 1.00 1.00 1.00 0.94
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 3217 3303 1863 1770 3255
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 3217 3303 1863 1770 3255
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.92 0.92 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 111 537 89 0 684 0 0 242 0 232 416 279
RTOR Reduction (vph) 0 8 0 0 0 0 0 0 0 0 87 0
Lane Group Flow (vph) 111 618 0 0 684 0 0 242 0 232 608 0 Confl. Peds. (#/hr) 50 20 20 25 25 40
Confl. Bikes (#/hr) 5 5
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 13 10 9 14 11 16 15 12
Permitted Phases
Actuated Green, G (s) 8.3 39.5 27.5 17.0 15.8 36.5
Effective Green, g (s) 8.3 40.5 28.5 17.0 15.8 36.5
Actuated g/C Ratio 0.10 0.49 0.34 0.20 0.19 0.44
Clearance Time (s) 3.7 3.7 3.7 3.7 3.7 3.7
Vehicle Extension (s) 2.0 3.0 3.0 3.0 2.0 3.0
Lane Grp Cap (vph) 176 1562 1128 379 335 1424
v/s Ratio Prot c0.06 c0.19 c0.21 c0.13 c0.13 0.19
v/s Ratio Perm
v/c Ratio 0.63 0.40 0.61 0.64 0.69 0.43
Uniform Delay, d1 36.1 13.7 22.8 30.4 31.5 16.2
Progression Factor 1.00 1.00 0.42 1.00 1.00 1.00
Incremental Delay, d2 5.3 0.2 0.8 3.5 4.9 0.2
Delay (s) 41.4 13.8 10.4 33.9 36.5 16.4
Level of Service D B B C D B
Approach Delay (s) 18.0 10.4 33.9 21.4
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 18.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 83.4 Sum of lost time (s) 14.8 Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
19: San Mateo Avenue & San Bruno Avenue 07/05/2021
Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 140 545 0 195 575 90 10 0 200 0 40 210 Future Volume (vph) 140 545 0 195 575 90 10 0 200 0 40 210 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.7 3.7 3.7 2.7 2.7 3.7 2.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.98 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.98 1.00 0.85 0.87
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1736 3471 1736 3389 1736 1516 1577
Flt Permitted 0.95 1.00 0.95 1.00 0.52 1.00 1.00
Satd. Flow (perm) 1736 3471 1736 3389 952 1516 1577
Peak-hour factor, PHF 0.97 0.97 0.92 0.97 0.97 0.97 0.97 0.97 0.97 0.92 0.97 0.97 Adj. Flow (vph) 144 562 0 201 593 93 10 0 206 0 41 216
RTOR Reduction (vph) 0 0 0 0 10 0 0 0 116 0 119 0
Lane Group Flow (vph) 144 562 0 201 676 0 0 10 90 0 138 0 Confl. Peds. (#/hr) 10 15
Confl. Bikes (#/hr) 5 5
Heavy Vehicles (%) 4% 4% 2% 4% 4% 4% 4% 4% 4% 2% 4% 4%
Turn Type Prot NA Prot NA Perm NA Perm Prot NA
Protected Phases 5 2 1 6 8 7 4
Permitted Phases 8 8
Actuated Green, G (s) 11.2 21.4 14.4 24.6 36.5 36.5 36.5 Effective Green, g (s) 11.2 21.4 14.4 25.6 37.5 36.5 37.5 Actuated g/C Ratio 0.13 0.26 0.17 0.31 0.45 0.44 0.45
Clearance Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7
Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 233 890 299 1040 428 663 709
v/s Ratio Prot 0.08 0.16 c0.12 c0.20 c0.09
v/s Ratio Perm 0.01 0.06
v/c Ratio 0.62 0.63 0.67 0.65 0.02 0.14 0.19
Uniform Delay, d1 34.1 27.5 32.3 25.0 12.8 14.0 13.8
Progression Factor 1.03 0.95 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.1 1.3 4.6 1.5 0.0 0.1 0.1
Delay (s) 38.4 27.6 36.9 26.5 12.8 14.1 14.0
Level of Service D C D C B B B
Approach Delay (s) 29.8 28.9 14.1 14.0
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay 25.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 83.4 Sum of lost time (s) 14.8 Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
20: 280 SB On Ramp/280 SB Off Ramp & San Bruno Avenue W 09/28/2020 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 580 205 455 975 0 0 0 0 220 150 325 Future Volume (veh/h) 0 580 205 455 975 0 0 0 0 220 150 325 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 1900 1900 1900 1900 0 1900 1900 1900 Adj Flow Rate, veh/h 0 637 0 500 1071 0 161 323 60
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 0 0 0 0 0 0 0 0
Cap, veh/h 0 1037 1845 2840 0 225 473 200
Arrive On Green 0.00 0.20 0.00 1.00 1.00 0.00 0.12 0.12 0.12 Sat Flow, veh/h 0 5358 1610 3510 3705 0 1810 3800 1610
Grp Volume(v), veh/h 0 637 0 500 1071 0 161 323 60
Grp Sat Flow(s),veh/h/ln 0 1729 1610 1755 1805 0 1810 1900 1610 Q Serve(g_s), s 0.0 10.1 0.0 0.0 0.0 0.0 7.7 7.3 3.0
Cycle Q Clear(g_c), s 0.0 10.1 0.0 0.0 0.0 0.0 7.7 7.3 3.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1037 1845 2840 0 225 473 200
V/C Ratio(X) 0.00 0.61 0.27 0.38 0.00 0.71 0.68 0.30
Avail Cap(c_a), veh/h 0 1037 1845 2840 0 362 760 322
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.62 0.62 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 32.8 0.0 0.0 0.0 0.0 37.9 37.7 35.8 Incr Delay (d2), s/veh 0.0 2.7 0.0 0.0 0.2 0.0 1.6 0.7 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.3 0.0 0.0 0.1 0.0 3.4 3.4 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 35.5 0.0 0.0 0.2 0.0 39.4 38.4 36.1 LnGrp LOS A D A A A D D D
Approach Vol, veh/h 637 A 1571 544
Approach Delay, s/veh 35.5 0.2 38.4
Approach LOS D A D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 52.8 22.0 15.2 74.8
Change Period (Y+Rc), s 5.0 * 5 4.4 5.0
Max Green Setting (Gmax), s 42.5 * 17 17.6 63.0
Max Q Clear Time (g_c+I1), s 2.0 12.1 9.7 2.0
Green Ext Time (p_c), s 0.9 2.2 1.1 15.3
Intersection Summary
HCM 6th Ctrl Delay 15.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
20: 280 SB On Ramp/280 SB Off Ramp & San Bruno Avenue W 09/28/2020 Southline 05/01/2020 CPP PM Synchro 10 Report

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

HCM 6th AWSC
21: Huntington Ave/Huntington Avenue & Forest Ln/Herman Ave 09/28/2020 Southline 05/01/2020 CPP PM Synchro 10 Report

Intersection
Intersection Delay, s/veh 32.6
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations
Traffic Vol, veh/h 35 20 25 250 0 100 15 0 395 150 145 720 Future Vol, veh/h 35 20 25 250 0 100 15 0 395 150 145 720 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 36 20 26 255 0 102 15 0 403 153 148 735
Number of Lanes 0 1 0 0 1 0 0 0 2 0 1 2
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 1 1
HCM Control Delay 15.2 47.8 36.4 25.7

HCM LOS C E E D

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 44% 71% 100% 0% 0%
Vol Thru, % 100% 57% 25% 0% 0% 100% 100%
Vol Right, % 0% 43% 31% 29% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 213 348 80 350 145 360 360
LT Vol 0 0 35 250 145 0 0
Through Vol 213 198 20 0 0 360 360
RT Vol 0 150 25 100 0 0 0
Lane Flow Rate 217 355 82 357 148 367 367
Geometry Grp 8 8 7 7 7 7 7
Degree of Util (X) 0.541 0.854 0.22 0.87 0.348 0.811 0.628 Departure Headway (Hd) 8.989 8.673 9.717 8.773 8.468 7.95 6.154 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 401 418 370 414 426 456 588
Service Time 6.741 6.426 7.472 6.492 6.193 5.674 3.877
HCM Lane V/C Ratio 0.541 0.849 0.222 0.862 0.347 0.805 0.624 HCM Control Delay 21.9 45.2 15.2 47.8 15.7 36.8 18.7
HCM Lane LOS C E C E C E C
HCM 95th-tile Q 3.1 8.3 0.8 8.7 1.5 7.5 4.4
HCM 6th AWSC
21: Huntington Ave/Huntington Avenue & Forest Ln/Herman Ave 09/28/2020 Southline 05/01/2020 CPP PM Synchro 10 Report

Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBR
Lane Configurations
Traffic Vol, veh/h 0
Future Vol, veh/h 0
Peak Hour Factor 0.98
Heavy Vehicles, % 2
Mvmt Flow 0
Number of Lanes 0
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

HCM LOS

HCM Signalized Intersection Capacity Analysis
22: US 101 SB On Ramp/US 101 SB Off Ramp & San Bruno Avenue/San Bruno Ave 09/28/2020 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (vph) 0 520 505 40 455 825 0 0 0 0 185 0 Future Volume (vph) 0 520 505 40 455 825 0 0 0 0 185 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.95 0.91 0.91 0.95 0.95
Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.93 1.00 1.00 1.00 1.00
Flt Protected 1.00 0.95 0.99 0.95 0.95
Satd. Flow (prot) 3216 1595 3328 1665 1665
Flt Permitted 1.00 0.95 0.99 0.95 0.95
Satd. Flow (perm) 3216 1595 3328 1665 1665
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 547 532 42 479 868 0 0 0 0 195 0
RTOR Reduction (vph) 0 169 0 0 0 0 0 0 0 0 0 0
Lane Group Flow (vph) 0 910 0 0 339 1050 0 0 0 0 97 98
Confl. Peds. (#/hr) 10 5 5 10
Confl. Bikes (#/hr) 10
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Turn Type NA Split Split NA Split NA
Protected Phases 5 6 6 6 4 4
Permitted Phases
Actuated Green, G (s) 25.0 25.0 25.0 9.6 9.6
Effective Green, g (s) 26.0 26.0 26.0 10.1 10.1
Actuated g/C Ratio 0.35 0.35 0.35 0.14 0.14
Clearance Time (s) 5.0 5.0 5.0 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1128 559 1167 226 226
v/s Ratio Prot c0.28 0.21 c0.32 0.06 0.06
v/s Ratio Perm
v/c Ratio 0.81 0.61 0.90 0.43 0.43
Uniform Delay, d1 21.8 19.8 22.8 29.4 29.4
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.3 1.9 9.4 1.3 1.3
Delay (s) 26.1 21.7 32.2 30.7 30.7
Level of Service C C C C C
Approach Delay (s) 26.1 29.7 0.0 19.0
Approach LOS C C A B
Intersection Summary
HCM 2000 Control Delay 26.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 74.1 Sum of lost time (s) 13.0 Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
22: US 101 SB On Ramp/US 101 SB Off Ramp & San Bruno Avenue/San Bruno Ave 09/28/2020 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement SBR
Lane Configurations
Traffic Volume (vph) 335
Future Volume (vph) 335
Ideal Flow (vphpl) 1900
Total Lost time (s) 4.0
Lane Util. Factor 1.00
Frpb, ped/bikes 1.00
Flpb, ped/bikes 1.00
Frt 0.85
Flt Protected 1.00
Satd. Flow (prot) 1568
Flt Permitted 1.00
Satd. Flow (perm) 1568
Peak-hour factor, PHF 0.95
Adj. Flow (vph) 353
RTOR Reduction (vph) 12
Lane Group Flow (vph) 341
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3%
Turn Type custom
Protected Phases 5
Permitted Phases 4
Actuated Green, G (s) 34.6
Effective Green, g (s) 36.6
Actuated g/C Ratio 0.49
Clearance Time (s) 5.0
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 774
v/s Ratio Prot c0.15
v/s Ratio Perm 0.06
v/c Ratio 0.44
Uniform Delay, d1 12.1
Progression Factor 1.00
Incremental Delay, d2 0.4
Delay (s) 12.5
Level of Service B
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis
23: US 101 NB Off Ramp/US 101 NB On Ramp & San Bruno Ave/San Bruno Avenue 01/03/2022 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 255 480 0 0 735 370 500 0 490 110 0 80 Future Volume (vph) 255 480 0 0 735 370 500 0 490 110 0 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3367 1827 3471 1507 1736 1553 1736 1553 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3367 1827 3471 1507 1736 1553 1736 1553 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 274 516 0 0 790 398 538 0 527 118 0 86
RTOR Reduction (vph) 0 0 0 0 0 294 0 0 190 0 0 78
Lane Group Flow (vph) 274 516 0 0 790 104 0 538 337 118 0 8 Confl. Peds. (#/hr) 10 5 5 10
Confl. Bikes (#/hr) 10
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type Prot NA NA Perm Perm NA Perm Prot Prot
Protected Phases 5 2 6 8 7 7
Permitted Phases 6 8 8
Actuated Green, G (s) 13.2 42.0 24.3 24.3 31.5 31.5 9.6 9.6 Effective Green, g (s) 13.7 42.5 24.8 24.8 31.0 31.0 9.1 9.1 Actuated g/C Ratio 0.14 0.45 0.26 0.26 0.33 0.33 0.10 0.10 Clearance Time (s) 4.5 4.5 4.5 4.5 3.5 3.5 3.5 3.5
Vehicle Extension (s) 3.0 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 487 820 909 395 568 508 166 149
v/s Ratio Prot 0.08 c0.28 c0.23 c0.07 0.01
v/s Ratio Perm 0.07 0.31 0.22
v/c Ratio 0.56 0.63 0.87 0.26 0.95 0.66 0.71 0.06
Uniform Delay, d1 37.7 20.0 33.3 27.7 31.0 27.3 41.5 38.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 1.1 8.6 0.1 24.8 2.5 11.3 0.1 Delay (s) 39.2 21.1 41.9 27.8 55.8 29.8 52.8 38.9
Level of Service D C D C E C D D
Approach Delay (s) 27.4 37.2 43.0 46.9
Approach LOS CDDD
Intersection Summary
HCM 2000 Control Delay 37.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.85
Actuated Cycle Length (s) 94.6 Sum of lost time (s) 16.0 Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
24: Cherry Avenue & San Bruno Avenue W 01/03/2022
Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 275 670 135 75 1195 190 105 130 50 175 130 475 Future Volume (veh/h) 275 670 135 75 1195 190 105 130 50 175 130 475 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.97 0.99 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 1945 Adj Flow Rate, veh/h 296 720 126 81 1285 204 113 140 54 188 140 511 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 622 2210 387 104 1321 208 72 369 142 219 121 1039 Arrive On Green 0.35 0.73 0.72 0.06 0.43 0.42 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow, veh/h 1781 3022 529 1781 3073 484 781 1273 491 559 416 1597 Grp Volume(v), veh/h 296 423 423 81 739 750 113 0 194 328 0 511 Grp Sat Flow(s),veh/h/ln 1781 1777 1774 1781 1777 1780 781 0 1764 976 0 1597 Q Serve(g_s), s 13.0 8.4 8.5 4.5 40.6 41.5 0.0 0.0 8.8 20.2 0.0 0.0 Cycle Q Clear(g_c), s 13.0 8.4 8.5 4.5 40.6 41.5 29.0 0.0 8.8 29.0 0.0 0.0 Prop In Lane 1.00 0.30 1.00 0.27 1.00 0.28 0.57 1.00
Lane Grp Cap(c), veh/h 622 1299 1297 104 764 765 72 0 511 340 0 1039 V/C Ratio(X) 0.48 0.33 0.33 0.78 0.97 0.98 1.57 0.00 0.38 0.97 0.00 0.49 Avail Cap(c_a), veh/h 622 1299 1297 160 764 765 72 0 511 340 0 1039 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) 0.84 0.84 0.84 0.40 0.40 0.40 1.00 0.00 1.00 0.89 0.00 0.89 Uniform Delay (d), s/veh 25.4 4.7 4.8 46.5 27.8 28.2 50.0 0.0 28.3 41.3 0.0 9.4 Incr Delay (d2), s/veh 0.2 0.6 0.6 2.2 14.1 16.4 312.7 0.0 0.2 36.8 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 2.5 2.5 2.0 19.1 20.0 8.1 0.0 3.7 11.7 0.0 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.6 5.3 5.4 48.6 41.9 44.6 362.7 0.0 28.5 78.1 0.0 9.5 LnGrp LOS C A A D D D F A C E A A
Approach Vol, veh/h 1142 1570 307 839
Approach Delay, s/veh 10.6 43.6 151.5 36.3
Approach LOS B D F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 40.0 47.0 33.0 9.8 77.1 33.0
Change Period (Y+Rc), s 5.0 * 5 4.0 4.0 5.0 4.0
Max Green Setting (Gmax), s 16.0 * 42 29.0 9.0 49.0 29.0 Max Q Clear Time (g_c+I1), s 15.0 43.5 31.0 6.5 10.5 31.0 Green Ext Time (p_c), s 0.1 0.0 0.0 0.0 8.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 40.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis
25: El Camino Real & 380 WB On-Ramp/380 WB Off-Ramp 09/28/2020 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 490 0 1185 0 2025 435 0 2010 665 Future Volume (vph) 0 0 0 490 0 1185 0 2025 435 0 2010 665 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.97 0.88 0.91 1.00 0.91 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.93 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3467 2814 5136 1487 5136 1554
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3467 2814 5136 1487 5136 1554
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 0 0 510 0 1234 0 2109 453 0 2094 693
RTOR Reduction (vph) 0 0 0 0 0 6 0 0 234 0 0 274
Lane Group Flow (vph) 0 0 0 510 0 1228 0 2109 219 0 2094 419 Confl. Peds. (#/hr) 10 15 15 10
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Prot custom NA Perm NA Perm
Protected Phases 4 4 5 6 2
Permitted Phases 6 2
Actuated Green, G (s) 52.6 71.2 69.8 69.8 88.4 88.4
Effective Green, g (s) 52.2 66.9 70.2 70.2 88.8 88.8
Actuated g/C Ratio 0.35 0.45 0.47 0.47 0.59 0.59
Clearance Time (s) 4.6 4.4 4.4 4.4 4.4
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 1206 1255 2403 695 3040 919
v/s Ratio Prot 0.15 c0.44 c0.41 0.41
v/s Ratio Perm 0.15 0.27
v/c Ratio 0.42 0.98 0.88 0.31 0.69 0.46
Uniform Delay, d1 37.4 40.9 36.0 24.9 21.1 17.1
Progression Factor 1.00 1.00 1.04 2.72 1.00 1.00
Incremental Delay, d2 0.1 20.1 3.1 0.7 1.3 1.6
Delay (s) 37.5 61.0 40.4 68.4 22.4 18.7
Level of Service D E D E C B
Approach Delay (s) 0.0 54.1 45.4 21.5
Approach LOS A D D C
Intersection Summary
HCM 2000 Control Delay 38.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.93
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 12.9 Intersection Capacity Utilization 88.1% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
26: El Camino Real & 380 EB Off-Ramp/380 EB On-Ramp 01/03/2022 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 345 0 370 0000 2115 630 0 1720 780 Future Volume (vph) 345 0 370 0000 2115 630 0 1720 780
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.9 3.9 3.9
Lane Util. Factor 0.95 0.91 0.95 0.91 0.91 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 0.94
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.90 0.85 0.97 1.00 0.85
Flt Protected 0.95 0.98 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1698 1515 1519 4757 5136 1505
Flt Permitted 0.95 0.98 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1698 1515 1519 4757 5136 1505
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 363 0 389 0000 2226 663 0 1811 821
RTOR Reduction (vph) 0 26 26 0 0 0 0 0 0 0 0 199
Lane Group Flow (vph) 283 217 200 0000 2889 0 0 1811 622 Confl. Peds. (#/hr) 5 5 10 20 20 10
Confl. Bikes (#/hr) 5
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Parking (#/hr) 0 0
Turn Type Split NA Perm NA NA Perm
Protected Phases 8 8 6 2
Permitted Phases 8 2
Actuated Green, G (s) 27.8 27.8 27.8 113.2 113.2 113.2
Effective Green, g (s) 28.3 28.3 28.3 113.7 113.7 113.7 Actuated g/C Ratio 0.19 0.19 0.19 0.76 0.76 0.76
Clearance Time (s) 4.6 4.6 4.6 4.4 4.4 4.4
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 320 285 286 3605 3893 1140
v/s Ratio Prot c0.17 0.14 c0.61 0.35
v/s Ratio Perm 0.13 0.41
v/c Ratio 0.88 0.76 0.70 0.80 0.47 0.55
Uniform Delay, d1 59.3 57.7 56.9 11.2 6.8 7.5
Progression Factor 1.00 1.00 1.00 2.16 0.22 4.24
Incremental Delay, d2 23.3 10.3 5.9 1.4 0.3 1.5
Delay (s) 82.6 68.0 62.8 25.5 1.8 33.3
Level of Service F E E C A C
Approach Delay (s) 71.9 0.0 25.5 11.6
Approach LOS E A C B
Intersection Summary
HCM 2000 Control Delay 25.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 82.1% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
27: El Camino Real/El Camino Real & San Bruno Avenue W 09/28/2020 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 345 435 335 315 465 290 345 1430 105 80 365 1305 Future Volume (vph) 345 435 335 315 465 290 345 1430 105 80 365 1305 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 4.6 4.6 3.0 3.2 3.0 3.6 3.6 3.0 4.1 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.97 0.91 1.00 0.97 0.91 Frpb, ped/bikes 1.00 1.00 0.96 1.00 0.98 1.00 1.00 0.95 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.94 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1787 3574 1535 3467 3297 3467 5136 1523 3467 5136 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1787 3574 1535 3467 3297 3467 5136 1523 3467 5136 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 367 463 356 335 495 309 367 1521 112 85 388 1388 RTOR Reduction (vph) 0 0 102 0 66 0 0 0 61 0 0 0
Lane Group Flow (vph) 367 463 254 335 738 0 367 1521 51 0 473 1388 Confl. Peds. (#/hr) 35 20 20 35 5 20 20
Confl. Bikes (#/hr) 5
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot Prot NA Protected Phases 3 8 7 4 1 6 5 5 2
Permitted Phases 8 6
Actuated Green, G (s) 31.5 47.5 47.5 17.2 34.6 16.7 49.4 49.4 19.7 51.9 Effective Green, g (s) 32.0 48.0 48.0 17.7 35.1 17.2 49.9 49.9 20.2 52.4 Actuated g/C Ratio 0.21 0.32 0.32 0.12 0.23 0.11 0.33 0.33 0.13 0.35 Clearance Time (s) 3.5 5.1 5.1 3.5 3.7 3.5 4.1 4.1 3.5 4.6 Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Lane Grp Cap (vph) 381 1143 491 409 771 397 1708 506 466 1794 v/s Ratio Prot c0.21 0.13 0.10 c0.22 0.11 c0.30 c0.14 0.27 v/s Ratio Perm 0.17 0.03
v/c Ratio 0.96 0.41 0.52 0.82 0.96 0.92 0.89 0.10 1.02 0.77 Uniform Delay, d1 58.4 39.8 41.6 64.6 56.7 65.8 47.5 34.5 64.9 43.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.10 1.03 Incremental Delay, d2 36.1 0.1 0.4 11.5 22.1 26.6 7.4 0.4 43.1 3.0 Delay (s) 94.5 39.9 41.9 76.1 78.9 92.4 54.9 34.9 114.6 48.0 Level of Service F D D E E F D C F D
Approach Delay (s) 57.4 78.0 60.7 62.0
Approach LOS E E E E
Intersection Summary
HCM 2000 Control Delay 63.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.96
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 14.7 Intersection Capacity Utilization 100.7% ICU Level of Service G Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
27: El Camino Real/El Camino Real & San Bruno Avenue W 09/28/2020 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement SBR
Lane Configurations
Traffic Volume (vph) 245
Future Volume (vph) 245
Ideal Flow (vphpl) 1900
Total Lost time (s) 4.1
Lane Util. Factor 1.00
Frpb, ped/bikes 0.98
Flpb, ped/bikes 1.00
Frt 0.85
Flt Protected 1.00
Satd. Flow (prot) 1566
Flt Permitted 1.00
Satd. Flow (perm) 1566
Peak-hour factor, PHF 0.94
Adj. Flow (vph) 261
RTOR Reduction (vph) 60
Lane Group Flow (vph) 201
Confl. Peds. (#/hr) 5
Confl. Bikes (#/hr)
Heavy Vehicles (%) 1%
Turn Type Perm
Protected Phases
Permitted Phases 2
Actuated Green, G (s) 51.9
Effective Green, g (s) 52.4
Actuated g/C Ratio 0.35
Clearance Time (s) 4.6
Vehicle Extension (s) 0.2
Lane Grp Cap (vph) 547
v/s Ratio Prot
v/s Ratio Perm 0.13
v/c Ratio 0.37
Uniform Delay, d1 36.4
Progression Factor 1.07
Incremental Delay, d2 1.7
Delay (s) 40.8
Level of Service D
Approach Delay (s)
Approach LOS
Intersection Summary
HCM 6th Signalized Intersection Summary
28: El Camino Real & Hazelwood Dr/Spruce Ave 09/28/2020 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (veh/h) 115 65 70 375 215 430 105 230 1900 330 95 275 Future Volume (veh/h) 115 65 70 375 215 430 105 230 1900 330 95 275 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.98 0.98 0.96 1.00 0.99 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 121 68 47 310 344 205 242 2000 235 289 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 188 295 204 380 595 485 259 2248 693 301
Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.14 0.44 0.44 0.17 Sat Flow, veh/h 443 935 646 1266 1885 1536 1795 5147 1587 1795 Grp Volume(v), veh/h 121 0 115 310 344 205 242 2000 235 289 Grp Sat Flow(s),veh/h/ln 443 0 1581 1266 1885 1536 1795 1716 1587 1795 Q Serve(g_s), s 20.6 0.0 8.0 35.9 22.9 15.8 20.0 53.7 14.7 24.0 Cycle Q Clear(g_c), s 43.5 0.0 8.0 43.9 22.9 15.8 20.0 53.7 14.7 24.0 Prop In Lane 1.00 0.41 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 188 0 499 380 595 485 259 2248 693 301 V/C Ratio(X) 0.64 0.00 0.23 0.82 0.58 0.42 0.94 0.89 0.34 0.96 Avail Cap(c_a), veh/h 203 0 527 402 628 512 455 2248 693 323 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.2 0.0 37.8 54.1 43.0 40.5 63.5 38.9 27.9 61.9 Incr Delay (d2), s/veh 6.1 0.0 0.2 11.8 1.2 0.6 16.9 5.8 1.3 38.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 0.0 3.2 12.7 11.0 6.2 10.4 23.6 5.9 14.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.3 0.0 38.1 65.9 44.2 41.1 80.4 44.7 29.3 100.3 LnGrp LOS E A D E D D F D C F
Approach Vol, veh/h 236 859 2477
Approach Delay, s/veh 53.1 51.3 46.7
Approach LOS D D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.6 73.0 51.3 29.1 69.5 51.3
Change Period (Y+Rc), s 3.0 4.4 3.7 3.0 4.4 3.7
Max Green Setting (Gmax), s 39.0 49.6 50.3 28.0 60.6 50.3 Max Q Clear Time (g_c+I1), s 22.0 35.0 45.9 26.0 55.7 45.5 Green Ext Time (p_c), s 0.6 8.9 1.7 0.2 4.4 0.7
Intersection Summary
HCM 6th Ctrl Delay 46.8
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

HCM 6th Signalized Intersection Summary
28: El Camino Real & Hazelwood Dr/Spruce Ave 09/28/2020 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement SBT SBR
Lane Configurations
Traffic Volume (veh/h) 1295 145
Future Volume (veh/h) 1295 145
Initial Q (Qb), veh 0 0
Ped-Bike Adj(A_pbT) 0.99
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1885 1885
Adj Flow Rate, veh/h 1363 147
Peak Hour Factor 0.95 0.95
Percent Heavy Veh, % 1 1
Cap, veh/h 2169 234
Arrive On Green 0.46 0.46
Sat Flow, veh/h 4713 508
Grp Volume(v), veh/h 992 518
Grp Sat Flow(s),veh/h/ln 1716 1790
Q Serve(g_s), s 32.9 33.0
Cycle Q Clear(g_c), s 32.9 33.0
Prop In Lane 0.28
Lane Grp Cap(c), veh/h 1579 824
V/C Ratio(X) 0.63 0.63
Avail Cap(c_a), veh/h 1579 824
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 1.00
Uniform Delay (d), s/veh 30.7 30.8
Incr Delay (d2), s/veh 1.9 3.6
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln 14.1 15.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.6 34.4
LnGrp LOS C C
Approach Vol, veh/h 1799
Approach Delay, s/veh 44.0
Approach LOS D
Timer - Assigned Phs
HCM 6th Signalized Intersection Summary
31: 280 NB Off Ramp/280 NB On Ramp & San Bruno Avenue W 01/03/2022 Southline 05/01/2020 CPP PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 155 630 0 0 1085 720 350 600 455 0 0 0 Future Volume (veh/h) 155 630 0 0 1085 720 350 600 455 0 0 0 Initial Q (Qb), veh 000000000
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 1885 1885 0 0 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 168 685 0 0 1179 0 380 652 495
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 110011111
Cap, veh/h 194 1914 0 0 1556 676 710 600
Arrive On Green 0.11 1.00 0.00 0.00 0.43 0.00 0.38 0.38 0.38 Sat Flow, veh/h 3483 3676 0 0 3676 1598 1795 1885 1591
Grp Volume(v), veh/h 168 685 0 0 1179 0 380 652 495
Grp Sat Flow(s),veh/h/ln 1742 1791 0 0 1791 1598 1795 1885 1591 Q Serve(g_s), s 4.3 0.0 0.0 0.0 25.0 0.0 15.1 29.7 25.3 Cycle Q Clear(g_c), s 4.3 0.0 0.0 0.0 25.0 0.0 15.1 29.7 25.3 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 194 1914 0 0 1556 676 710 600
V/C Ratio(X) 0.87 0.36 0.00 0.00 0.76 0.56 0.92 0.83
Avail Cap(c_a), veh/h 194 1914 0 0 1556 698 733 619
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.79 0.79 0.00 0.00 0.32 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.7 0.0 0.0 0.0 21.5 0.0 22.2 26.7 25.4 Incr Delay (d2), s/veh 25.6 0.4 0.0 0.0 1.1 0.0 0.5 15.8 8.1 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/ln 2.4 0.1 0.0 0.0 10.0 0.0 6.1 15.5 10.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.3 0.4 0.0 0.0 22.6 0.0 22.7 42.5 33.5 LnGrp LOS EAAAC CDC
Approach Vol, veh/h 853 1179 A 1527
Approach Delay, s/veh 13.2 22.6 34.7
Approach LOS B C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 52.1 9.0 43.1 37.9
Change Period (Y+Rc), s 5.0 4.0 5.0 5.0
Max Green Setting (Gmax), s 46.0 5.0 37.0 34.0
Max Q Clear Time (g_c+I1), s 2.0 6.3 27.0 31.7
Green Ext Time (p_c), s 7.4 0.0 6.7 1.3
Intersection Summary
HCM 6th Ctrl Delay 25.5
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.

SimTraffic Performance Report
CPP PM 08/05/2020
Southline SimTraffic Report

2: Train & Scott St Performance by movement
Movement EBT WBT SBT All
Denied Del/Veh (s) 0.0 0.3 0.1 0.2
Total Del/Veh (s) 3.3 15.1 4.3 9.8
Vehicles Entered 176 237 22 435
Vehicles Exited 176 237 22 435
Hourly Exit Rate 176 237 22 435
Input Volume 172 234 24 429
% of Volume 103 101 93 101
Denied Entry Before 0000
Denied Entry After 0000
11: Dollar Ave/Herman Ave & Scott St Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.1 0.1 0.1 0.0 0.0 0.0 0.4 0.4 0.3 0.3 0.4 0.3 Total Del/Veh (s) 5.7 10.2 4.7 4.8 2.3 3.4 10.9 14.0 12.1 13.5 10.5 8.3 Vehicles Entered 8 15 5 111 55 60 10 193 103 57 249 7
Vehicles Exited 8 15 5 111 54 60 11 193 102 57 249 6
Hourly Exit Rate 8 15 5 111 54 60 11 193 102 57 249 6
Input Volume 10 15 5 110 54 60 10 200 95 60 245 5
% of Volume 78 98 100 101 100 100 107 96 107 95 102 120 Denied Entry Before 000000000000
Denied Entry After 000000000000
11: Dollar Ave/Herman Ave & Scott St Performance by movement Movement All
Denied Del/Veh (s) 0.2
Total Del/Veh (s) 9.9
Vehicles Entered 873
Vehicles Exited 871
Hourly Exit Rate 871
Input Volume 871
% of Volume 100
Denied Entry Before 0
Denied Entry After 0
SimTraffic Performance Report
CPP PM 08/05/2020
Southline SimTraffic Report

16: San Mateo Ave & Scott St Performance by movement
Movement EBL EBR NBL NBT SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.3 0.3 0.4 0.4 0.3
Total Del/Veh (s) 6.1 4.3 6.4 6.4 9.3 7.1 7.1
Vehicles Entered 76 107 65 156 232 164 800
Vehicles Exited 76 107 65 155 232 164 799
Hourly Exit Rate 76 107 65 155 232 164 799
Input Volume 75 105 65 155 240 160 800
% of Volume 101 102 100 100 97 103 100
Denied Entry Before 0000000
Denied Entry After 0000000
Total Network Performance
Denied Del/Veh (s) 0.4
Total Del/Veh (s) 16.3
Vehicles Entered 1304
Vehicles Exited 1299
Hourly Exit Rate 1299
Input Volume 3756
% of Volume 35
Denied Entry Before 0
Denied Entry After 0

HCM Signalized Intersection Capacity Analysis
1: Airport Blvd. & Miller Ave 08/19/2020
Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 115 650 175 5 55 170 0 0 415 45 Future Volume (vph) 0 0 115 650 175 5 55 170 0 0 415 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.0 4.0 4.6 4.6
Lane Util. Factor 1.00 0.95 0.95 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 1.00 1.00 0.99
Flt Protected 1.00 0.95 0.97 0.99 1.00
Satd. Flow (prot) 1580 1649 1684 3429 3401
Flt Permitted 1.00 0.95 0.97 0.99 1.00
Satd. Flow (perm) 1580 1649 1684 3429 3401
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 0 131 739 199 6 62 193 0 0 472 51
RTOR Reduction (vph) 000000000080
Lane Group Flow (vph) 0 0 131 466 478 0 0 256 0 0 515 0 Confl. Peds. (#/hr) 10 10
Confl. Bikes (#/hr) 55
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 2% 4% 4% 4%
Turn Type Over Perm NA Split NA NA
Protected Phases 1 6 1 1 4
Permitted Phases 6
Actuated Green, G (s) 15.0 43.4 43.4 15.0 28.4
Effective Green, g (s) 15.0 43.4 43.4 15.0 28.4
Actuated g/C Ratio 0.15 0.43 0.43 0.15 0.28
Clearance Time (s) 4.6 4.0 4.0 4.6 4.6
Vehicle Extension (s) 4.0 3.5 3.5 4.0 3.0
Lane Grp Cap (vph) 237 715 730 514 965
v/s Ratio Prot c0.08 0.07 c0.15
v/s Ratio Perm 0.28 0.28
v/c Ratio 0.55 0.65 0.65 0.50 0.53
Uniform Delay, d1 39.4 22.3 22.4 39.0 30.2
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.4 4.6 4.5 1.0 2.1
Delay (s) 42.8 26.9 26.9 40.1 32.3
Level of Service D C C D C
Approach Delay (s) 42.8 26.9 40.1 32.3
Approach LOS DCDC
Intersection Summary
HCM 2000 Control Delay 31.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 13.2 Intersection Capacity Utilization 54.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
2: Airport Blvd. & Baden Ave. 08/19/2020
Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 565 310 35 165 210 15 550 245
Future Volume (veh/h) 565 310 35 165 210 15 550 245
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.96
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 1590 1710 1590 1590 1590 1590
Adj Flow Rate, veh/h 415 428 172 219 573 68
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 9 0 9 9 9 9
Cap, veh/h 491 469 962 1782 654 280
Arrive On Green 0.32 0.32 0.33 0.59 0.22 0.22
Sat Flow, veh/h 1514 1449 2938 3100 3100 1294
Grp Volume(v), veh/h 415 428 172 219 573 68
Grp Sat Flow(s),veh/h/ln 1514 1449 1469 1510 1510 1294
Q Serve(g_s), s 25.5 28.3 4.2 3.2 18.3 4.3
Cycle Q Clear(g_c), s 25.5 28.3 4.2 3.2 18.3 4.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 491 469 962 1782 654 280
V/C Ratio(X) 0.85 0.91 0.18 0.12 0.88 0.24
Avail Cap(c_a), veh/h 636 609 962 1782 767 329
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.86 0.86 0.67 0.67 0.51 0.51
Uniform Delay (d), s/veh 31.5 32.4 24.0 9.1 37.9 32.4
Incr Delay (d2), s/veh 5.8 11.9 0.0 0.1 8.6 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 10.0 11.3 1.4 1.0 7.4 1.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.2 44.3 24.0 9.2 46.5 33.4
LnGrp LOS D D C A D C
Approach Vol, veh/h 843 391 641
Approach Delay, s/veh 40.8 15.7 45.1
Approach LOS D B D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 37.4 26.2 63.6 36.4
Change Period (Y+Rc), s 4.6 * 4.6 4.6 4.0
Max Green Setting (Gmax), s 20.0 * 25 39.4 42.0
Max Q Clear Time (g_c+I1), s 6.2 20.3 5.2 30.3
Green Ext Time (p_c), s 0.3 1.3 0.9 2.1
Intersection Summary
HCM 6th Ctrl Delay 37.1
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis
3: Airport Blvd. & Grand Ave. 08/19/2020
Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 235 230 160 275 120 95 45 345 380 590 475 200 Future Volume (vph) 235 230 160 275 120 95 45 345 380 590 475 200 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Lane Util. Factor 0.95 0.97 1.00 1.00 1.00 0.95 1.00 0.91 0.91 1.00 Frpb, ped/bikes 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (prot) 2933 2814 1527 1298 1464 2927 1309 1421 2949 1264 Flt Permitted 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (perm) 2933 2814 1527 1298 1464 2927 1309 1421 2949 1264 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 247 242 168 289 126 100 47 363 400 621 500 211 RTOR Reduction (vph) 0 33 0 0 0 88 0 0 0 0 0 146
Lane Group Flow (vph) 0 624 0 289 126 12 47 363 400 410 711 65 Confl. Peds. (#/hr) 70 25
Heavy Vehicles (%) 2% 2% 2% 12% 12% 12% 11% 11% 11% 4% 4% 4% Turn Type Split NA Split NA Perm Split NA custom Split NA Perm Protected Phases 4 4 7 7 6 6 2 6 7! 2! 2
Permitted Phases 7 2
Actuated Green, G (s) 24.7 13.1 13.1 13.1 16.2 16.2 71.4 32.3 32.3 32.3 Effective Green, g (s) 24.7 13.1 13.1 13.1 16.2 16.2 71.4 32.3 32.3 32.3 Actuated g/C Ratio 0.24 0.12 0.12 0.12 0.15 0.15 0.68 0.31 0.31 0.31 Clearance Time (s) 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9
Vehicle Extension (s) 2.0 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 689 351 190 161 225 451 890 437 907 388 v/s Ratio Prot c0.21 c0.10 0.08 0.03 c0.12 0.31 c0.29 0.24 v/s Ratio Perm 0.01 0.05
v/c Ratio 0.91 0.82 0.66 0.08 0.21 0.80 0.45 0.94 0.78 0.17 Uniform Delay, d1 39.0 44.8 43.8 40.6 38.8 42.9 7.7 35.4 33.2 26.5 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 15.2 14.4 8.4 0.2 0.3 9.8 0.3 30.1 6.7 0.9 Delay (s) 54.2 59.2 52.3 40.8 39.1 52.7 8.0 65.4 39.9 27.5 Level of Service D E DDDDAEDC
Approach Delay (s) 54.2 53.9 29.8 45.8
Approach LOS DDCD
Intersection Summary
HCM 2000 Control Delay 44.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.89
Actuated Cycle Length (s) 105.0 Sum of lost time (s) 18.7 Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period (min) 15
! Phase conflict between lane groups.
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
4: Linden Ave. & Baden Ave. 08/19/2020
Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 50 430 55 270 110 25 10 155 405 50 290 25 Future Volume (vph) 50 430 55 270 110 25 10 155 405 50 290 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 3.5 3.5 3.0 3.0 3.0
Lane Util. Factor 0.95 1.00 1.00 1.00 0.88 1.00
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.98 1.00 0.97 1.00 0.85 0.99
Flt Protected 1.00 0.95 1.00 1.00 1.00 0.99
Satd. Flow (prot) 2756 1413 1432 1482 2224 1457
Flt Permitted 1.00 0.95 1.00 0.98 1.00 0.94
Satd. Flow (perm) 2756 1413 1432 1454 2224 1377
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 54 462 59 290 118 27 11 167 435 54 312 27 RTOR Reduction (vph) 0 12 0 0 11 0 0 0 102 0 4 0
Lane Group Flow (vph) 0 563 0 290 134 0 0 178 333 0 390 0 Confl. Peds. (#/hr) 15 15 15 25
Heavy Vehicles (%) 15% 15% 15% 15% 15% 15% 15% 15% 15% 15% 15% 15% Turn Type Split NA Split NA Perm NA pt+ov Perm NA
Protected Phases 1 1 2 2 4 4 2 4
Permitted Phases 4 4
Actuated Green, G (s) 23.6 17.5 17.5 21.9 42.9 21.9
Effective Green, g (s) 23.6 17.5 17.5 21.9 39.4 21.9
Actuated g/C Ratio 0.32 0.24 0.24 0.30 0.54 0.30
Clearance Time (s) 3.5 3.5 3.5 3.0 3.0
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 890 338 343 436 1200 413
v/s Ratio Prot c0.20 c0.21 0.09 0.15
v/s Ratio Perm 0.12 c0.28
v/c Ratio 0.63 0.86 0.39 0.41 0.28 0.94
Uniform Delay, d1 21.0 26.6 23.3 20.4 9.1 24.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.4 18.3 0.3 0.2 0.0 29.8
Delay (s) 24.4 44.8 23.5 20.6 9.1 54.7
Level of Service C D C C A D
Approach Delay (s) 24.4 37.7 12.5 54.7
Approach LOS C D B D
Intersection Summary
HCM 2000 Control Delay 29.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 73.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 83.2% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
7: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd. 08/19/2020 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 165 230 170 325 230 230 210 50 425 240 650 295 Future Volume (veh/h) 165 230 170 325 230 230 210 50 425 240 650 295 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 1441 1441 1441 1618 1618 1618 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 139 291 0 342 242 0 221 53 0 253 684 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 31 31 31 19 19 19 777666
Cap, veh/h 183 385 565 297 250 559 583 1255
Arrive On Green 0.13 0.13 0.00 0.06 0.06 0.00 0.15 0.16 0.00 0.34 0.36 0.00 Sat Flow, veh/h 1372 2881 1221 3083 1618 1372 1711 3503 0 1725 3441 1535 Grp Volume(v), veh/h 139 291 0 342 242 0 221 53 0 253 684 0 Grp Sat Flow(s),veh/h/ln 1372 1441 1221 1541 1618 1372 1711 1706 0 1725 1721 1535 Q Serve(g_s), s 10.3 10.2 0.0 11.4 15.5 0.0 13.3 1.4 0.0 11.9 16.5 0.0 Cycle Q Clear(g_c), s 10.3 10.2 0.0 11.4 15.5 0.0 13.3 1.4 0.0 11.9 16.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 183 385 565 297 250 559 583 1255 V/C Ratio(X) 0.76 0.76 0.61 0.82 0.89 0.09 0.43 0.54
Avail Cap(c_a), veh/h 287 604 628 330 261 686 583 1255
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.00 0.81 0.81 0.00 1.00 1.00 0.00 0.67 0.67 0.00 Uniform Delay (d), s/veh 43.8 43.8 0.0 45.6 47.6 0.0 44.0 37.3 0.0 26.9 26.4 0.0 Incr Delay (d2), s/veh 2.2 1.1 0.0 1.1 11.2 0.0 26.5 0.0 0.0 0.1 1.1 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 3.6 3.7 0.0 4.8 7.7 0.0 7.4 0.6 0.0 4.8 6.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.1 44.9 0.0 46.7 58.7 0.0 70.5 37.3 0.0 27.1 27.6 0.0 LnGrp LOS D D D E E D C C
Approach Vol, veh/h 430 A 584 A 274 A 937 A
Approach Delay, s/veh 45.3 51.7 64.1 27.4
Approach LOS D D E C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.3 43.2 18.6 40.4 22.1 23.9
Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6
Max Green Setting (Gmax), s 16.0 27.5 22.0 22.4 * 21 21.4 Max Q Clear Time (g_c+I1), s 15.3 18.5 12.3 13.9 3.4 17.5 Green Ext Time (p_c), s 0.0 3.3 1.2 0.4 0.1 1.2
Intersection Summary
HCM 6th Ctrl Delay 41.8
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary
8: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 08/19/2020 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 380 380 40 170 40 385 705 365 45 145 280 Future Volume (veh/h) 150 380 380 40 170 40 385 705 365 45 145 280 Initial Q (Qb), veh 0 13 0000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 1.00 1.00 1.00 0.93 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 1722 1722 1722 1574 1574 1574 1811 1811 1811 1663 1663 1663 Adj Flow Rate, veh/h 161 409 129 43 183 39 414 758 0 48 156 113 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 12 12 12 22 22 22 6 6 6 16 16 16
Cap, veh/h 234 441 366 102 219 47 1247 1283 207 217 171 Arrive On Green 0.05 0.08 0.08 0.07 0.18 0.18 0.37 0.37 0.00 0.13 0.13 0.13 Sat Flow, veh/h 1640 1722 1427 1499 1246 266 3346 3532 0 1584 1663 1309 Grp Volume(v), veh/h 161 409 129 43 0 222 414 758 0 48 156 113 Grp Sat Flow(s),veh/h/ln 1640 1722 1427 1499 0 1512 1673 1721 0 1584 1663 1309 Q Serve(g_s), s 10.2 24.8 9.0 2.9 0.0 14.9 9.3 18.6 0.0 2.9 9.5 8.6 Cycle Q Clear(g_c), s 10.2 24.8 9.0 2.9 0.0 14.9 9.3 18.6 0.0 2.9 9.5 8.6 Prop In Lane 1.00 1.00 1.00 0.18 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 234 441 366 102 0 266 1247 1283 207 217 171 V/C Ratio(X) 0.69 0.93 0.35 0.42 0.00 0.84 0.33 0.59 0.23 0.72 0.66 Avail Cap(c_a), veh/h 233 441 366 143 0 344 1250 1286 348 366 288 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 1.00 0.00 1.00 0.61 0.61 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 48.1 39.8 46.9 0.0 41.8 23.6 26.5 0.0 40.9 43.8 43.4 Incr Delay (d2), s/veh 5.8 22.4 0.4 1.0 0.0 10.5 0.4 1.2 0.0 0.2 1.7 1.6 Initial Q Delay(d3),s/veh 0.0 73.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 24.1 3.4 1.1 0.0 6.3 3.7 7.6 0.0 1.1 4.0 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.5 143.7 40.2 48.0 0.0 52.3 24.0 27.7 0.0 41.1 45.5 45.1 LnGrp LOS D F D D A D C C D D D
Approach Vol, veh/h 699 265 1172 A 317
Approach Delay, s/veh 103.8 51.6 26.4 44.7
Approach LOS F D C D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.1 31.4 43.8 19.5 23.0 18.6
Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9
Max Green Setting (Gmax), s 10.0 26.9 26.9 13.0 * 24 23.1 Max Q Clear Time (g_c+I1), s 4.9 26.8 20.6 12.2 16.9 11.5 Green Ext Time (p_c), s 0.0 0.0 2.6 0.0 0.4 0.8
Intersection Summary
HCM 6th Ctrl Delay 53.6
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM Signalized Intersection Capacity Analysis
10: So. Airport Blvd. & 101 NB On/Off Ramps/Wondercolor Ln 08/19/2020 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 955 30 710 25 20 20 250 365 35 35 450 130 Future Volume (vph) 955 30 710 25 20 20 250 365 35 35 450 130 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85
Flt Protected 0.95 0.96 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1633 1642 2707 1696 1482 1656 3268 1626 3252 1455 Flt Permitted 0.95 0.96 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1633 1642 2707 1696 1482 1656 3268 1626 3252 1455 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 1005 32 747 26 21 21 263 384 37 37 474 137 RTOR Reduction (vph) 0 0 500 0 0 20 0 6 0 0 0 104
Lane Group Flow (vph) 513 524 247 0 47 1 263 415 0 37 474 33 Heavy Vehicles (%) 5% 5% 5% 9% 9% 9% 9% 9% 9% 11% 11% 11% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6
Permitted Phases 4 3 6
Actuated Green, G (s) 20.7 20.7 20.7 4.7 4.7 17.1 30.6 4.4 17.9 17.9 Effective Green, g (s) 20.7 20.7 20.7 4.7 4.7 17.1 30.6 4.4 17.9 17.9 Actuated g/C Ratio 0.28 0.28 0.28 0.06 0.06 0.23 0.41 0.06 0.24 0.24 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 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) 449 451 745 106 92 376 1329 95 774 346 v/s Ratio Prot 0.31 c0.32 c0.03 c0.16 0.13 0.02 c0.15
v/s Ratio Perm 0.09 0.00 0.02
v/c Ratio 1.14 1.16 0.33 0.44 0.01 0.70 0.31 0.39 0.61 0.09 Uniform Delay, d1 27.2 27.2 21.7 34.0 33.1 26.7 15.2 34.1 25.6 22.3 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 87.7 94.8 0.3 2.9 0.1 5.6 0.1 2.6 1.4 0.1 Delay (s) 114.9 122.1 22.0 36.9 33.1 32.3 15.3 36.7 27.0 22.5 Level of Service F F C D C C B D C C
Approach Delay (s) 78.1 35.8 21.8 26.6
Approach LOS E D C C
Intersection Summary
HCM 2000 Control Delay 54.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 75.2 Sum of lost time (s) 14.8 Intersection Capacity Utilization 70.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
11: Dollar Ave/Herman Ave 08/19/2020
Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 15 20 20 65 15 110 20 480 165 90 140 10 Future Volume (vph) 15 20 20 65 15 110 20 480 165 90 140 10 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
Lane Util. Factor 1.00 1.00 1.00 1.00
Frt 0.95 0.92 0.97 0.99
Flt Protected 0.99 0.98 1.00 0.98
Satd. Flow (prot) 1573 1519 1618 1636
Flt Permitted 0.92 0.89 0.99 0.58
Satd. Flow (perm) 1462 1375 1598 968
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) 16 22 22 71 16 120 22 522 179 98 152 11 RTOR Reduction (vph) 0 13 0 0 72 0 0 26 0040
Lane Group Flow (vph) 0 47 0 0 135 0 0 697 0 0 257 0
Parking (#/hr) 000000000000
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4826
Permitted Phases 4826
Actuated Green, G (s) 18.0 18.0 18.0 18.0
Effective Green, g (s) 18.0 18.0 18.0 18.0
Actuated g/C Ratio 0.40 0.40 0.40 0.40
Clearance Time (s) 4.5 4.5 4.5 4.5
Lane Grp Cap (vph) 584 550 639 387
v/s Ratio Prot
v/s Ratio Perm 0.03 c0.10 c0.44 0.27
v/c Ratio 0.08 0.25 1.09 0.67
Uniform Delay, d1 8.4 9.0 13.5 11.0
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 1.1 62.6 8.7
Delay (s) 8.6 10.0 76.1 19.8
Level of Service ABEB
Approach Delay (s) 8.6 10.0 76.1 19.8
Approach LOS ABEB
Intersection Summary
HCM 2000 Control Delay 50.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 45.0 Sum of lost time (s) 9.0 Intersection Capacity Utilization 76.8% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
14: 280 SB Ramps/Rollingwood Drive & Sneath Lane 08/19/2020 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 860 275 60 375 220 60 35 245 505 385 45 Future Volume (veh/h) 75 860 275 60 375 220 60 35 245 505 385 45 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 82 945 292 66 412 113 66 38 0 555 423 48 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 102 717 222 72 949 800 80 46 473 438 50
Arrive On Green 0.06 0.52 0.52 0.04 0.51 0.51 0.07 0.07 0.00 0.27 0.27 0.27 Sat Flow, veh/h 1781 1369 423 1781 1870 1577 1150 662 1585 1781 1648 187 Grp Volume(v), veh/h 82 0 1237 66 412 113 104 0 0 555 0 471 Grp Sat Flow(s),veh/h/ln 1781 0 1792 1781 1870 1577 1813 0 1585 1781 0 1835 Q Serve(g_s), s 6.8 0.0 78.0 5.5 20.7 5.7 8.4 0.0 0.0 39.5 0.0 37.7 Cycle Q Clear(g_c), s 6.8 0.0 78.0 5.5 20.7 5.7 8.4 0.0 0.0 39.5 0.0 37.7 Prop In Lane 1.00 0.24 1.00 1.00 0.63 1.00 1.00 0.10
Lane Grp Cap(c), veh/h 102 0 939 72 949 800 126 0 473 0 487 V/C Ratio(X) 0.81 0.00 1.32 0.92 0.43 0.14 0.83 0.00 1.17 0.00 0.97 Avail Cap(c_a), veh/h 156 0 939 72 949 800 140 0 473 0 487 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 69.3 0.0 35.4 71.2 23.2 19.5 68.4 0.0 0.0 54.7 0.0 54.0 Incr Delay (d2), s/veh 8.7 0.0 150.3 77.4 0.4 0.1 26.9 0.0 0.0 98.6 0.0 32.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 0.0 72.4 4.0 9.1 2.1 4.8 0.0 0.0 30.8 0.0 21.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.0 0.0 185.7 148.6 23.6 19.6 95.3 0.0 0.0 153.3 0.0 86.1 LnGrp LOS E A F F C B F A F A F
Approach Vol, veh/h 1319 591 104 A 1026
Approach Delay, s/veh 179.0 36.8 95.3 122.4
Approach LOS F D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.0 80.0 43.0 9.5 82.5 13.8
Change Period (Y+Rc), s 3.5 4.5 3.5 3.5 4.5 3.5
Max Green Setting (Gmax), s 13.0 71.0 39.5 6.0 78.0 11.5 Max Q Clear Time (g_c+I1), s 8.8 22.7 41.5 7.5 80.0 10.4 Green Ext Time (p_c), s 0.0 4.6 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 129.4
HCM 6th LOS F
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
15: 280 NB Ramps/Driveway & Sneath Lane 08/19/2020
Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 15 1395 195 175 505 15 140 15 295 0 15 15 Future Volume (veh/h) 15 1395 195 175 505 15 140 15 295 0 15 15 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 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 16 1533 174 192 555 16 186 0 60 0 16 15 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 18 1757 758 369 749 22 285 0 127 0 33 31
Arrive On Green 0.49 0.49 0.49 0.21 0.21 0.21 0.08 0.00 0.08 0.00 0.04 0.04 Sat Flow, veh/h 36 3609 1558 1781 3616 104 3563 0 1585 0 888 833 Grp Volume(v), veh/h 831 718 174 192 287 284 186 0 60 0 0 31 Grp Sat Flow(s),veh/h/ln 1869 1777 1558 1781 1870 1850 1781 0 1585 0 0 1721 Q Serve(g_s), s 33.0 28.0 5.2 7.7 11.6 11.6 4.1 0.0 2.9 0.0 0.0 1.4 Cycle Q Clear(g_c), s 33.0 28.0 5.2 7.7 11.6 11.6 4.1 0.0 2.9 0.0 0.0 1.4 Prop In Lane 0.02 1.00 1.00 0.06 1.00 1.00 0.00 0.48
Lane Grp Cap(c), veh/h 909 865 758 369 387 383 285 0 127 0 0 64 V/C Ratio(X) 0.91 0.83 0.23 0.52 0.74 0.74 0.65 0.00 0.47 0.00 0.00 0.48 Avail Cap(c_a), veh/h 953 906 794 797 837 828 1063 0 473 0 0 428 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 0.00 0.00 1.00 Uniform Delay (d), s/veh 19.1 17.8 11.9 28.3 29.9 29.9 35.9 0.0 35.4 0.0 0.0 38.0 Incr Delay (d2), s/veh 12.4 6.2 0.1 0.8 2.1 2.1 0.9 0.0 1.0 0.0 0.0 2.1 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 15.3 11.3 1.6 3.2 5.1 5.1 1.7 0.0 1.1 0.0 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.5 24.0 12.0 29.2 32.0 32.0 36.9 0.0 36.4 0.0 0.0 40.0 LnGrp LOS C C B CCCDADAAD
Approach Vol, veh/h 1723 763 246 31
Approach Delay, s/veh 26.4 31.3 36.7 40.0
Approach LOS CCDD
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 20.8 9.9 43.2 6.5
Change Period (Y+Rc), s 4.1 3.5 4.1 3.5
Max Green Setting (Gmax), s 36.0 24.0 41.0 20.0
Max Q Clear Time (g_c+I1), s 13.6 6.1 35.0 3.4
Green Ext Time (p_c), s 2.9 0.4 4.1 0.1
Intersection Summary
HCM 6th Ctrl Delay 28.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

HCM 6th AWSC
16: San Mateo Ave & Scott St 08/19/2020
Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Intersection
Intersection Delay, s/veh 20.2
Intersection LOS C
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 145 125 130 375 165 45
Future Vol, veh/h 145 125 130 375 165 45
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles, % 888888
Mvmt Flow 156 134 140 403 177 48
Number of Lanes 100110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 1 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 1 0 1
HCM Control Delay 14.2 27 11.7

HCM LOS B D B

Lane NBLn1 EBLn1 SBLn1
Vol Left, % 26% 54% 0%
Vol Thru, % 74% 0% 79%
Vol Right, % 0% 46% 21%
Sign Control Stop Stop Stop
Traffic Vol by Lane 505 270 210
LT Vol 130 145 0
Through Vol 375 0 165
RT Vol 0 125 45
Lane Flow Rate 543 290 226
Geometry Grp 1 1 1
Degree of Util (X) 0.807 0.475 0.353
Departure Headway (Hd) 5.351 5.886 5.627
Convergence, Y/N Yes Yes Yes
Cap 673 610 637
Service Time 3.392 3.936 3.68
HCM Lane V/C Ratio 0.807 0.475 0.355
HCM Control Delay 27 14.2 11.7
HCM Lane LOS D B B
HCM 95th-tile Q 8.3 2.6 1.6
HCM 6th Signalized Intersection Summary
17: Cherry Avenue & Sneath Lane 08/19/2020
Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBT EBR WBU WBL WBT NBU NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1215 490 15 145 495 20 185 205
Future Volume (veh/h) 1215 490 15 145 495 20 185 205
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1266 405 151 516 193 74
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2089 906 191 2735 332 152
Arrive On Green 0.59 0.59 0.11 0.77 0.10 0.10
Sat Flow, veh/h 3647 1542 1781 3647 3456 1585
Grp Volume(v), veh/h 1266 405 151 516 193 74
Grp Sat Flow(s),veh/h/ln 1777 1542 1781 1777 1728 1585
Q Serve(g_s), s 15.3 4.3 5.5 2.6 3.6 3.0
Cycle Q Clear(g_c), s 15.3 4.3 5.5 2.6 3.6 3.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2089 906 191 2735 332 152
V/C Ratio(X) 0.61 0.45 0.79 0.19 0.58 0.49
Avail Cap(c_a), veh/h 3233 1403 930 5300 1907 875
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 8.8 1.5 29.2 2.1 29.0 28.7
Incr Delay (d2), s/veh 0.4 0.5 2.8 0.0 1.6 2.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.4 2.0 2.3 0.3 1.5 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.3 2.0 31.9 2.1 30.6 31.1
LnGrp LOS A A C A C C
Approach Vol, veh/h 1671 667 267
Approach Delay, s/veh 7.5 8.9 30.8
Approach LOS A A C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.2 44.4 56.6 10.4
Change Period (Y+Rc), s 5.0 * 5 5.0 4.0
Max Green Setting (Gmax), s 35.0 * 61 100.0 37.0
Max Q Clear Time (g_c+I1), s 7.5 17.3 4.6 5.6
Green Ext Time (p_c), s 0.1 22.1 5.4 0.9
Intersection Summary
HCM 6th Ctrl Delay 10.2
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis
18: Huntington Avenue/Huntington Ave & San Bruno Avenue 07/05/2021 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 160 565 65 20 325 0 0 290 55 110 155 140 Future Volume (vph) 160 565 65 20 325 0 0 290 55 110 155 140 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 10 10 12 10 12 10 12 12 12 12 12
Total Lost time (s) 3.7 2.7 3.7 2.7 3.7 3.7 3.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.98 1.00 1.00 0.98 1.00 0.93
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1719 3149 1719 3209 1759 1719 3142
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1719 3149 1719 3209 1759 1719 3142
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) 174 614 71 22 353 0 0 315 60 120 168 152 RTOR Reduction (vph) 0 6 0 0 0 0 0 6 0 0 82 0
Lane Group Flow (vph) 174 679 0 22 353 0 0 369 0 120 238 0 Confl. Peds. (#/hr) 25 15 15 15 15 20
Confl. Bikes (#/hr) 5 5 5
Heavy Vehicles (%) 5% 5% 5% 5% 5% 2% 2% 5% 5% 5% 5% 5%
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 13 10 9 14 11 16 15 12
Permitted Phases
Actuated Green, G (s) 13.0 31.6 2.4 21.0 23.6 10.9 38.2 Effective Green, g (s) 13.0 32.6 2.4 22.0 23.6 10.9 38.2 Actuated g/C Ratio 0.16 0.39 0.03 0.26 0.28 0.13 0.46
Clearance Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7
Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 2.0 3.0
Lane Grp Cap (vph) 268 1232 49 847 498 224 1440
v/s Ratio Prot c0.10 c0.22 0.01 0.11 c0.21 c0.07 0.08
v/s Ratio Perm
v/c Ratio 0.65 0.55 0.45 0.42 0.74 0.54 0.17
Uniform Delay, d1 33.0 19.7 39.8 25.3 27.1 33.8 13.2
Progression Factor 1.00 1.00 1.41 0.55 1.00 1.00 1.00
Incremental Delay, d2 4.0 0.5 2.3 0.3 5.8 1.2 0.1
Delay (s) 37.0 20.2 58.3 14.4 32.9 35.1 13.3
Level of Service D C E B C D B
Approach Delay (s) 23.6 16.9 32.9 19.2
Approach LOS C B C B
Intersection Summary
HCM 2000 Control Delay 23.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 83.3 Sum of lost time (s) 14.8 Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
19: San Mateo Avenue & San Bruno Avenue 07/05/2021
Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 235 445 0 80 285 130 10 190 100 0 45 115 Future Volume (vph) 235 445 0 80 285 130 10 190 100 0 45 115 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.7 3.7 3.7 2.7 2.7 3.7 2.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 0.98 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.95 1.00 0.85 0.89
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1687 3374 1687 3178 1771 1472 1564
Flt Permitted 0.95 1.00 0.95 1.00 0.99 1.00 1.00
Satd. Flow (perm) 1687 3374 1687 3178 1753 1472 1564
Peak-hour factor, PHF 0.91 0.91 0.92 0.91 0.91 0.91 0.91 0.91 0.91 0.92 0.91 0.91 Adj. Flow (vph) 258 489 0 88 313 143 11 209 110 0 49 126 RTOR Reduction (vph) 0 0 0 0 43 0 0 0 60 0 67 0
Lane Group Flow (vph) 258 489 0 88 413 0 0 220 50 0 108 0 Confl. Peds. (#/hr) 10 10 10 5 10 5
Confl. Bikes (#/hr) 10 5
Heavy Vehicles (%) 7% 7% 2% 7% 7% 7% 7% 7% 7% 2% 7% 7%
Turn Type Prot NA Prot NA Perm NA Perm Prot NA
Protected Phases 5 2 1 6 8 7 4
Permitted Phases 8 8
Actuated Green, G (s) 12.8 26.3 7.7 21.2 38.2 38.2 38.2 Effective Green, g (s) 12.8 26.3 7.7 22.2 39.2 38.2 39.2 Actuated g/C Ratio 0.15 0.32 0.09 0.27 0.47 0.46 0.47
Clearance Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7
Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 259 1065 155 846 824 675 736
v/s Ratio Prot c0.15 c0.14 0.05 c0.13 0.07
v/s Ratio Perm c0.13 0.03
v/c Ratio 1.00 0.46 0.57 0.49 0.27 0.07 0.15
Uniform Delay, d1 35.2 22.8 36.2 25.8 13.4 12.6 12.5
Progression Factor 1.24 0.58 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 51.0 0.3 2.8 0.4 0.2 0.0 0.1
Delay (s) 94.7 13.6 39.0 26.2 13.5 12.7 12.6
Level of Service F B D C B B B
Approach Delay (s) 41.6 28.3 13.2 12.6
Approach LOS D C B B
Intersection Summary
HCM 2000 Control Delay 29.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 83.3 Sum of lost time (s) 14.8 Intersection Capacity Utilization 57.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
20: 280 SB On Ramp/280 SB Off Ramp & San Bruno Avenue W 08/19/2020 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 880 390 290 455 0 0 0 0 400 425 190 Future Volume (veh/h) 0 880 390 290 455 0 0 0 0 400 425 190 Initial Q (Qb), veh 000000 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 1885 1885 1885 1885 0 1885 1885 1885 Adj Flow Rate, veh/h 0 926 0 305 479 0 281 644 79
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 011110 111
Cap, veh/h 0 2001 822 2437 0 386 811 344
Arrive On Green 0.00 0.39 0.00 0.47 1.00 0.00 0.22 0.22 0.22 Sat Flow, veh/h 0 5316 1598 3483 3676 0 1795 3770 1598
Grp Volume(v), veh/h 0 926 0 305 479 0 281 644 79
Grp Sat Flow(s),veh/h/ln 0 1716 1598 1742 1791 0 1795 1885 1598 Q Serve(g_s), s 0.0 12.1 0.0 5.0 0.0 0.0 13.1 14.5 3.7
Cycle Q Clear(g_c), s 0.0 12.1 0.0 5.0 0.0 0.0 13.1 14.5 3.7 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2001 822 2437 0 386 811 344
V/C Ratio(X) 0.00 0.46 0.37 0.20 0.00 0.73 0.79 0.23
Avail Cap(c_a), veh/h 0 2001 822 2437 0 571 1198 508
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.63 0.63 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 20.5 0.0 19.5 0.0 0.0 32.9 33.4 29.2 Incr Delay (d2), s/veh 0.0 0.8 0.0 0.1 0.1 0.0 1.0 1.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.6 0.0 1.8 0.0 0.0 5.6 6.6 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 21.3 0.0 19.6 0.1 0.0 33.8 34.7 29.3 LnGrp LOS A C B A A C C C
Approach Vol, veh/h 926 A 784 1004
Approach Delay, s/veh 21.3 7.7 34.0
Approach LOS C A C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 26.2 40.0 23.8 66.2
Change Period (Y+Rc), s 5.0 * 5 4.4 5.0
Max Green Setting (Gmax), s 13.5 * 35 28.6 52.0
Max Q Clear Time (g_c+I1), s 7.0 14.1 16.5 2.0
Green Ext Time (p_c), s 0.3 8.4 2.8 5.1
Intersection Summary
HCM 6th Ctrl Delay 22.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th AWSC
21: Huntington Ave/Huntington Avenue & Forest Ln/Herman Ave 08/19/2020 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Intersection
Intersection Delay, s/veh 43
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations
Traffic Vol, veh/h 35 25 25 125 0 105 15 0 220 390 280 260 Future Vol, veh/h 35 25 25 125 0 105 15 0 220 390 280 260 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 444444444444
Mvmt Flow 38 27 27 136 0 114 16 0 239 424 304 283
Number of Lanes 010010002012
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 1 1
HCM Control Delay 14.2 20.8 76.6 18

HCM LOS B C F C

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 41% 54% 100% 0% 0%
Vol Thru, % 100% 22% 29% 0% 0% 100% 100%
Vol Right, % 0% 78% 29% 46% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 125 500 85 230 280 130 130
LT Vol 0 0 35 125 280 0 0
Through Vol 125 110 25 0 0 130 130
RT Vol 0 390 25 105 0 0 0
Lane Flow Rate 136 543 92 250 304 141 141
Geometry Grp 8877777
Degree of Util (X) 0.293 1.088 0.222 0.557 0.65 0.282 0.211 Departure Headway (Hd) 7.769 7.207 8.938 8.247 7.914 7.399 5.58 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 466 505 404 440 460 489 647
Service Time 5.469 4.907 6.638 5.947 5.614 5.099 3.28
HCM Lane V/C Ratio 0.292 1.075 0.228 0.568 0.661 0.288 0.218 HCM Control Delay 13.7 92.3 14.2 20.8 24.1 13 9.8
HCM Lane LOS B F B C C B A
HCM 95th-tile Q 1.2 17.3 0.8 3.3 4.5 1.1 0.8
HCM 6th AWSC
21: Huntington Ave/Huntington Avenue & Forest Ln/Herman Ave 08/19/2020 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBR
Lane Configurations
Traffic Vol, veh/h 0
Future Vol, veh/h 0
Peak Hour Factor 0.92
Heavy Vehicles, % 4
Mvmt Flow 0
Number of Lanes 0
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

HCM LOS

HCM Signalized Intersection Capacity Analysis
22: US 101 SB On Ramp/US 101 SB Off Ramp & San Bruno Avenue/San Bruno Ave 08/19/2020 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 0 500 370 15 160 580 0 0 0 0 15 260 Future Volume (vph) 0 500 370 15 160 580 0 0 0 0 15 260 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 4.5
Lane Util. Factor 0.95 0.91 0.91 0.95
Frpb, ped/bikes 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 0.94 1.00 1.00 1.00
Flt Protected 1.00 0.95 1.00 0.95
Satd. Flow (prot) 3125 1535 3227 1603
Flt Permitted 1.00 0.95 1.00 0.95
Satd. Flow (perm) 3125 1535 3227 1603
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 521 385 16 167 604 0 0 0 0 16 271
RTOR Reduction (vph) 0 142 0000000000
Lane Group Flow (vph) 0 764 0 0 166 621 0 0 0 0 0 151
Confl. Peds. (#/hr) 5555
Confl. Bikes (#/hr) 10
Heavy Vehicles (%) 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7% 7%
Turn Type NA Split Split NA Split Split
Protected Phases 5 6 6 6 4 4
Permitted Phases
Actuated Green, G (s) 22.8 22.0 22.0 12.2
Effective Green, g (s) 22.8 22.0 22.0 12.2
Actuated g/C Ratio 0.32 0.31 0.31 0.17
Clearance Time (s) 5.0 5.0 5.0 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 996 472 992 273
v/s Ratio Prot c0.24 0.11 c0.19 c0.09
v/s Ratio Perm
v/c Ratio 0.77 0.35 0.63 0.55
Uniform Delay, d1 22.0 19.2 21.2 27.2
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.6 0.5 1.2 2.4
Delay (s) 25.6 19.7 22.5 29.6
Level of Service C B C C
Approach Delay (s) 25.6 21.9 0.0
Approach LOS C C A
Intersection Summary
HCM 2000 Control Delay 23.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 71.5 Sum of lost time (s) 14.5 Intersection Capacity Utilization 62.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
23: US 101 NB Off Ramp/US 101 NB On Ramp & San Bruno Ave/San Bruno Avenue 01/03/2022 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 230 530 0 0 240 140 435 0 420 125 0 75 Future Volume (vph) 230 530 0 0 240 140 435 0 420 125 0 75 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 3.5 3.5 3.5 3.5
Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3242 1759 3343 1465 1671 1470 1671 1495 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3242 1759 3343 1465 1671 1470 1671 1495 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 267 616 0 0 279 163 506 0 488 145 0 87
RTOR Reduction (vph) 0 0 0 0 0 132 0 0 137 0 0 77
Lane Group Flow (vph) 267 616 0 0 279 31 0 506 351 145 0 10 Confl. Peds. (#/hr) 10 5 5 10 5 5
Confl. Bikes (#/hr) 10
Heavy Vehicles (%) 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8%
Turn Type Prot NA NA Perm Perm NA Perm Prot Prot
Protected Phases 5 2 6 8 7 7
Permitted Phases 6 8 8
Actuated Green, G (s) 12.7 33.6 16.4 16.4 31.7 31.7 10.2 10.2 Effective Green, g (s) 12.7 33.6 16.4 16.4 31.7 31.7 10.2 10.2 Actuated g/C Ratio 0.15 0.39 0.19 0.19 0.36 0.36 0.12 0.12 Clearance Time (s) 4.5 4.5 4.5 4.5 3.5 3.5 3.5 3.5
Vehicle Extension (s) 3.0 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 473 679 630 276 608 535 195 175
v/s Ratio Prot 0.08 c0.35 0.08 c0.09 0.01
v/s Ratio Perm 0.02 0.30 0.24
v/c Ratio 0.56 0.91 0.44 0.11 0.83 0.66 0.74 0.06
Uniform Delay, d1 34.6 25.2 31.3 29.3 25.2 23.1 37.1 34.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 15.5 0.2 0.1 9.1 2.2 12.6 0.1 Delay (s) 36.1 40.7 31.4 29.3 34.3 25.3 49.7 34.2
Level of Service D D C C C C D C
Approach Delay (s) 39.3 30.7 29.9 43.9
Approach LOS DCCD
Intersection Summary
HCM 2000 Control Delay 34.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.91
Actuated Cycle Length (s) 87.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 71.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
24: Cherry Avenue & San Bruno Avenue W 01/03/2022
Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 470 1085 75 30 740 125 155 110 45 180 90 180 Future Volume (veh/h) 470 1085 75 30 740 125 155 110 45 180 90 180 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 0.97 0.99 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1930 Adj Flow Rate, veh/h 490 1130 74 31 771 115 161 115 47 188 94 188 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 333333333333
Cap, veh/h 373 1604 105 79 989 147 80 345 141 252 93 795 Arrive On Green 0.14 0.32 0.32 0.04 0.32 0.32 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 1767 3357 220 1767 3070 458 1088 1241 507 668 334 1618 Grp Volume(v), veh/h 490 593 611 31 443 443 161 0 162 282 0 188 Grp Sat Flow(s),veh/h/ln 1767 1763 1814 1767 1763 1765 1088 0 1748 1002 0 1618 Q Serve(g_s), s 19.0 26.6 26.6 1.5 20.5 20.5 0.0 0.0 6.6 18.4 0.0 6.0 Cycle Q Clear(g_c), s 19.0 26.6 26.6 1.5 20.5 20.5 25.0 0.0 6.6 25.0 0.0 6.0 Prop In Lane 1.00 0.12 1.00 0.26 1.00 0.29 0.67 1.00
Lane Grp Cap(c), veh/h 373 842 867 79 568 569 80 0 486 345 0 795 V/C Ratio(X) 1.31 0.70 0.70 0.39 0.78 0.78 2.01 0.00 0.33 0.82 0.00 0.24 Avail Cap(c_a), veh/h 373 842 867 98 568 569 80 0 486 345 0 795 HCM Platoon Ratio 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.75 0.75 0.75 0.63 0.63 0.63 1.00 0.00 1.00 0.82 0.00 0.82 Uniform Delay (d), s/veh 38.6 25.0 25.0 41.8 27.6 27.6 45.0 0.0 25.9 35.9 0.0 13.3 Incr Delay (d2), s/veh 154.9 3.7 3.6 0.8 6.6 6.6 496.7 0.0 0.1 11.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 24.4 12.1 12.5 0.7 9.2 9.2 12.8 0.0 2.8 7.2 0.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 193.5 28.7 28.6 42.6 34.2 34.2 541.7 0.0 26.0 47.1 0.0 13.3 LnGrp LOS F CCDCCFACDAB
Approach Vol, veh/h 1694 917 323 470
Approach Delay, s/veh 76.4 34.5 283.0 33.6
Approach LOS E C F C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.0 38.0 29.0 13.0 48.0 29.0
Change Period (Y+Rc), s 4.0 9.0 4.0 9.0 * 5 4.0
Max Green Setting (Gmax), s 19.0 29.0 25.0 5.0 * 43 25.0 Max Q Clear Time (g_c+I1), s 21.0 22.5 27.0 3.5 28.6 27.0 Green Ext Time (p_c), s 0.0 3.6 0.0 0.0 8.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 78.8
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis
25: El Camino Real & 380 WB On-Ramp/380 WB Off-Ramp 08/19/2020 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 535 0 780 0 1125 345 0 2425 290 Future Volume (vph) 0 0 0 535 0 780 0 1125 345 0 2425 290 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.4 4.4 4.4 4.4
Lane Util. Factor 0.97 0.88 0.91 1.00 0.91 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.94 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3400 2760 5036 1474 5036 1516
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3400 2760 5036 1474 5036 1516
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 0 0 552 0 804 0 1160 356 0 2500 299
RTOR Reduction (vph) 0 0 0 0 0 53 0 0 150 0 0 80
Lane Group Flow (vph) 0 0 0 552 0 751 0 1160 206 0 2500 219 Confl. Peds. (#/hr) 20 15 15 20
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Turn Type Prot custom NA Perm NA Perm
Protected Phases 4 4 5 6 2
Permitted Phases 62
Actuated Green, G (s) 23.1 41.7 69.3 69.3 87.9 87.9
Effective Green, g (s) 23.1 38.2 69.3 69.3 87.9 87.9
Actuated g/C Ratio 0.19 0.32 0.58 0.58 0.73 0.73
Clearance Time (s) 4.6 4.4 4.4 4.4 4.4
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 654 878 2908 851 3688 1110
v/s Ratio Prot 0.16 c0.27 0.23 c0.50
v/s Ratio Perm 0.14 0.14
v/c Ratio 0.84 0.86 0.40 0.24 0.68 0.20
Uniform Delay, d1 46.7 38.3 13.9 12.4 8.5 5.0
Progression Factor 1.00 1.00 0.94 1.83 1.00 1.00
Incremental Delay, d2 9.4 7.9 0.3 0.6 1.0 0.4
Delay (s) 56.1 46.2 13.5 23.4 9.5 5.4
Level of Service E D B C A A
Approach Delay (s) 0.0 50.2 15.8 9.1
Approach LOS A D B A
Intersection Summary
HCM 2000 Control Delay 20.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
26: El Camino Real & 380 EB Off-Ramp/380 EB On-Ramp 01/03/2022 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 140 0 445 0000 1330 575 0 1790 1170 Future Volume (vph) 140 0 445 0000 1330 575 0 1790 1170 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 4.4 4.4 4.4
Lane Util. Factor 0.95 0.91 0.95 0.91 0.91 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 0.94
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.86 0.85 0.95 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1665 1438 1490 4606 5036 1467
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1665 1438 1490 4606 5036 1467
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 149 0 473 0000 1415 612 0 1904 1245
RTOR Reduction (vph) 0 32 32 0 0 0 0 0 0 0 0 242
Lane Group Flow (vph) 134 215 209 0000 2027 0 0 1904 1003 Confl. Peds. (#/hr) 10 10 15 15 15 15
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Parking (#/hr) 0 0
Turn Type Split NA Perm NA NA Perm
Protected Phases 8 8 6 2
Permitted Phases 8 2
Actuated Green, G (s) 17.6 17.6 17.6 93.4 93.4 93.4
Effective Green, g (s) 17.6 17.6 17.6 93.4 93.4 93.4
Actuated g/C Ratio 0.15 0.15 0.15 0.78 0.78 0.78
Clearance Time (s) 4.6 4.6 4.6 4.4 4.4 4.4
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 244 210 218 3585 3919 1141
v/s Ratio Prot 0.08 c0.15 0.44 0.38
v/s Ratio Perm 0.14 c0.68
v/c Ratio 0.55 1.02 0.96 0.57 0.49 0.88
Uniform Delay, d1 47.5 51.2 50.8 5.3 4.7 9.3
Progression Factor 1.00 1.00 1.00 2.26 0.73 5.69
Incremental Delay, d2 1.4 67.9 48.0 0.5 0.3 7.7
Delay (s) 48.9 119.1 98.8 12.4 3.8 60.8
Level of Service D F F B A E
Approach Delay (s) 96.1 0.0 12.4 26.3
Approach LOS F A B C
Intersection Summary
HCM 2000 Control Delay 28.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.90
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.0 Intersection Capacity Utilization 77.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
27: El Camino Real/El Camino Real & San Bruno Avenue W 08/19/2020 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 260 525 205 205 335 135 380 1290 195 85 290 1065 Future Volume (veh/h) 260 525 205 205 335 135 380 1290 195 85 290 1065 Initial Q (Qb), veh 000000000 00
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.94 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 274 553 131 216 353 88 400 1358 133 305 1121 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 333333333 33
Cap, veh/h 299 1225 519 269 710 174 588 1520 460 477 1334 Arrive On Green 0.17 0.35 0.35 0.08 0.26 0.26 0.17 0.30 0.30 0.14 0.26 Sat Flow, veh/h 1767 3526 1496 3428 2766 677 3428 5066 1533 3428 5066 Grp Volume(v), veh/h 274 553 131 216 223 218 400 1358 133 305 1121 Grp Sat Flow(s),veh/h/ln 1767 1763 1496 1714 1763 1681 1714 1689 1533 1714 1689 Q Serve(g_s), s 18.3 14.6 4.7 7.4 12.9 13.3 13.1 30.8 6.4 10.1 25.1 Cycle Q Clear(g_c), s 18.3 14.6 4.7 7.4 12.9 13.3 13.1 30.8 6.4 10.1 25.1 Prop In Lane 1.00 1.00 1.00 0.40 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 299 1225 519 269 452 431 588 1520 460 477 1334 V/C Ratio(X) 0.92 0.45 0.25 0.80 0.49 0.51 0.68 0.89 0.29 0.64 0.84 Avail Cap(c_a), veh/h 331 1381 586 289 529 504 588 1520 460 477 1334 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 Upstream Filter(I) 0.75 0.75 0.75 0.80 0.80 0.80 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.0 30.3 11.0 54.4 37.9 38.1 46.6 40.2 20.5 48.8 41.8 Incr Delay (d2), s/veh 21.4 0.1 0.1 10.4 0.2 0.3 2.6 8.5 1.6 2.2 6.5 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 %ile BackOfQ(50%),veh/ln 9.7 6.1 2.6 3.6 5.6 5.5 5.8 13.7 3.1 4.4 11.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.4 30.4 11.1 64.8 38.2 38.4 49.2 48.6 22.0 51.0 48.3 LnGrp LOS E C B E DDDDC DD
Approach Vol, veh/h 958 657 1891 1694
Approach Delay, s/veh 39.2 47.0 46.9 45.4
Approach LOS D D D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 24.1 36.2 23.8 35.9 20.2 40.1 12.9 46.8 Change Period (Y+Rc), s 3.5 4.6 3.5 * 5.1 3.5 4.1 3.5 5.1 Max Green Setting (Gmax), s 14.6 31.6 22.5 * 36 10.7 36.0 10.1 47.0 Max Q Clear Time (g_c+I1), s 15.1 27.1 20.3 15.3 12.1 32.8 9.4 16.6 Green Ext Time (p_c), s 0.0 1.1 0.0 0.4 0.0 1.1 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 45.0
HCM 6th LOS D
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
27: El Camino Real/El Camino Real & San Bruno Avenue W 08/19/2020 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 255
Future Volume (veh/h) 255
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 0.97
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856
Adj Flow Rate, veh/h 268
Peak Hour Factor 0.95
Percent Heavy Veh, % 3
Cap, veh/h 402
Arrive On Green 0.26
Sat Flow, veh/h 1528
Grp Volume(v), veh/h 268
Grp Sat Flow(s),veh/h/ln 1528
Q Serve(g_s), s 12.8
Cycle Q Clear(g_c), s 12.8
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 402
V/C Ratio(X) 0.67
Avail Cap(c_a), veh/h 402
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 18.2
Incr Delay (d2), s/veh 8.5
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln 5.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.6
LnGrp LOS C
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
HCM 6th Signalized Intersection Summary
28: El Camino Real & Hazelwood Dr/Spruce Ave 08/19/2020 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (veh/h) 75 185 55 210 80 365 30 75 1105 400 45 630 Future Volume (veh/h) 75 185 55 210 80 365 30 75 1105 400 45 630 Initial Q (Qb), veh 000000 000 0
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.98 1.00 0.99 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 79 195 30 152 180 182 79 1163 180 663 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 333333 333 3
Cap, veh/h 162 436 72 240 453 374 100 1401 430 684
Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.06 0.28 0.28 0.39 Sat Flow, veh/h 471 1786 297 1130 1856 1534 1767 5066 1555 1767 Grp Volume(v), veh/h 140 0 164 152 180 182 79 1163 180 663 Grp Sat Flow(s),veh/h/ln 932 0 1620 1130 1856 1534 1767 1689 1555 1767 Q Serve(g_s), s 10.1 0.0 10.2 15.7 9.7 12.2 5.3 25.9 11.4 44.2 Cycle Q Clear(g_c), s 19.8 0.0 10.2 25.9 9.7 12.2 5.3 25.9 11.4 44.2 Prop In Lane 0.56 0.18 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 275 0 395 240 453 374 100 1401 430 684 V/C Ratio(X) 0.51 0.00 0.41 0.63 0.40 0.49 0.79 0.83 0.42 0.97 Avail Cap(c_a), veh/h 334 0 473 293 541 447 177 1401 430 692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.9 0.0 38.1 49.0 38.0 38.9 55.9 40.8 35.5 36.1 Incr Delay (d2), s/veh 1.5 0.0 0.7 3.1 0.6 1.0 12.6 5.8 3.0 26.6 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 %ile BackOfQ(50%),veh/ln 4.0 0.0 4.2 4.6 4.5 4.8 2.7 11.4 4.7 23.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.3 0.0 38.8 52.2 38.5 39.9 68.4 46.6 38.5 62.7 LnGrp LOS D A DDDD EDD E
Approach Vol, veh/h 304 514 1422
Approach Delay, s/veh 41.8 43.0 46.8
Approach LOS D D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.8 77.2 33.0 49.4 37.6 33.0
Change Period (Y+Rc), s 3.0 4.4 3.7 3.0 4.4 3.7
Max Green Setting (Gmax), s 12.0 61.9 35.0 47.0 26.9 35.0 Max Q Clear Time (g_c+I1), s 7.3 19.2 27.9 46.2 27.9 21.8 Green Ext Time (p_c), s 0.1 13.3 1.4 0.3 0.0 1.6
Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

HCM 6th Signalized Intersection Summary
28: El Camino Real & Hazelwood Dr/Spruce Ave 08/19/2020 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement SBT SBR
Lane Configurations
Traffic Volume (veh/h) 1250 65
Future Volume (veh/h) 1250 65
Initial Q (Qb), veh 0 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1856 1856
Adj Flow Rate, veh/h 1316 66
Peak Hour Factor 0.95 0.95
Percent Heavy Veh, % 3 3
Cap, veh/h 2996 150
Arrive On Green 0.61 0.61
Sat Flow, veh/h 4939 248
Grp Volume(v), veh/h 900 482
Grp Sat Flow(s),veh/h/ln 1689 1810
Q Serve(g_s), s 17.1 17.2
Cycle Q Clear(g_c), s 17.1 17.2
Prop In Lane 0.14
Lane Grp Cap(c), veh/h 2048 1098
V/C Ratio(X) 0.44 0.44
Avail Cap(c_a), veh/h 2048 1098
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 1.00
Uniform Delay (d), s/veh 12.7 12.7
Incr Delay (d2), s/veh 0.7 1.3
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.5 7.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.3 13.9
LnGrp LOS B B
Approach Vol, veh/h 2045
Approach Delay, s/veh 29.5
Approach LOS C
Timer - Assigned Phs
HCM Signalized Intersection Capacity Analysis
29: Sea Biscuit Ave & Sneath Lane/Sneath Ln 08/19/2020
Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 20 0 5 5 0 20 5 185 5 55 60 30
Future Volume (vph) 20 0 5 5 0 20 5 185 5 55 60 30
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 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.98 1.00
Satd. Flow (prot) 1770 1583 1770 4322 1770 1856 1819 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.68 1.00 0.78 1.00
Satd. Flow (perm) 1770 1583 1770 4322 1261 1856 1450 1583 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) 22 0 5 5 0 22 5 201 5 60 65 33
RTOR Reduction (vph) 0 0 3 0 21 0 0 1 0 0 0 24
Lane Group Flow (vph) 22 0 2 5 1 0 5 205 0 0 125 9
Turn Type Prot Perm Prot NA Perm NA Perm NA Perm
Protected Phases 5 2 1 6 8 4
Permitted Phases 2 8 4 4
Actuated Green, G (s) 12.5 14.0 0.6 2.1 10.0 10.0 10.0 10.0 Effective Green, g (s) 12.5 14.0 0.6 2.1 10.0 10.0 10.0 10.0 Actuated g/C Ratio 0.33 0.37 0.02 0.06 0.27 0.27 0.27 0.27 Clearance Time (s) 4.5 4.5 4.5 4.5 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 4.0 3.0 4.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 588 589 28 241 335 493 385 421
v/s Ratio Prot c0.01 c0.00 0.00 c0.11
v/s Ratio Perm c0.00 0.00 0.09 0.01
v/c Ratio 0.04 0.00 0.18 0.01 0.01 0.42 0.32 0.02
Uniform Delay, d1 8.5 7.4 18.3 16.8 10.2 11.4 11.1 10.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.0 3.0 0.0 0.0 0.6 0.5 0.0
Delay (s) 8.5 7.4 21.3 16.8 10.2 12.0 11.6 10.2
Level of Service A A C B B B B B
Approach Delay (s) 8.3 17.6 11.9 11.3
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay 11.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.19
Actuated Cycle Length (s) 37.6 Sum of lost time (s) 13.0 Intersection Capacity Utilization 34.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
31: 280 NB Off Ramp/280 NB On Ramp & San Bruno Avenue W 08/19/2020 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 325 950 0 0 625 370 130 235 655 0 0 0 Future Volume (veh/h) 325 950 0 0 625 370 130 235 655 0 0 0 Initial Q (Qb), veh 000000000
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 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 335 979 0 0 644 0 134 444 458
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 220022222
Cap, veh/h 1062 2039 0 0 750 561 589 499
Arrive On Green 0.61 1.00 0.00 0.00 0.07 0.00 0.31 0.31 0.31 Sat Flow, veh/h 3456 3647 0 0 3647 1585 1781 1870 1585
Grp Volume(v), veh/h 335 979 0 0 644 0 134 444 458
Grp Sat Flow(s),veh/h/ln 1728 1777 0 0 1777 1585 1781 1870 1585 Q Serve(g_s), s 4.2 0.0 0.0 0.0 16.1 0.0 5.0 19.2 25.1
Cycle Q Clear(g_c), s 4.2 0.0 0.0 0.0 16.1 0.0 5.0 19.2 25.1 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1062 2039 0 0 750 561 589 499
V/C Ratio(X) 0.32 0.48 0.00 0.00 0.86 0.24 0.75 0.92
Avail Cap(c_a), veh/h 1062 2039 0 0 750 614 644 546
HCM Platoon Ratio 2.00 2.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.00 0.00 0.77 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.8 0.0 0.0 0.0 40.5 0.0 22.8 27.7 29.7 Incr Delay (d2), s/veh 0.1 0.7 0.0 0.0 9.7 0.0 0.1 3.9 18.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.2 0.0 0.0 8.6 0.0 2.0 8.8 11.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.9 0.7 0.0 0.0 50.3 0.0 22.9 31.6 48.4 LnGrp LOS BAAAD CCD
Approach Vol, veh/h 1314 644 A 1036
Approach Delay, s/veh 3.8 50.3 37.9
Approach LOS A D D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 56.7 32.7 24.0 33.3
Change Period (Y+Rc), s 5.0 5.0 * 5 5.0
Max Green Setting (Gmax), s 49.0 26.0 * 19 31.0
Max Q Clear Time (g_c+I1), s 2.0 6.2 18.1 27.1
Green Ext Time (p_c), s 12.2 0.6 0.5 1.3
Intersection Summary
HCM 6th Ctrl Delay 25.6
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
31: 280 NB Off Ramp/280 NB On Ramp & San Bruno Avenue W 08/19/2020 Southline 08/19/2020 CPP No Intersection AM Synchro 10 Report

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

SimTraffic Performance Report
CPP AM 08/19/2020
Southline SimTraffic Report

1: Train & Scott Street Performance by movement
Movement EBT WBT SBT All
Denied Del/Veh (s) 0.0 0.2 0.1 0.1
Total Del/Veh (s) 2.8 11.3 4.3 6.3
Vehicles Entered 264 194 22 480
Vehicles Exited 265 195 22 482
Hourly Exit Rate 265 195 22 482
Input Volume 275 201 24 500
% of Volume 96 97 93 96
Denied Entry Before 0000
Denied Entry After 0000
11: Dollar Ave/Herman Ave & Scott Street Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.2 0.1 0.0 0.0 0.0 74.3 71.9 69.6 0.3 0.3 0.3 Total Del/Veh (s) 8.1 14.5 5.1 4.6 5.1 3.7 163.8 162.7 161.5 14.7 10.6 8.4 Vehicles Entered 14 20 20 62 16 108 18 470 158 90 140 10 Vehicles Exited 15 20 20 62 16 108 18 458 153 90 141 10 Hourly Exit Rate 15 20 20 62 16 108 18 458 153 90 141 10 Input Volume 15 20 20 65 16 110 20 480 165 90 140 10
% of Volume 98 101 101 95 98 98 91 95 93 100 101 98
Denied Entry Before 000000010000
Denied Entry After 0 0 0 0 0 0 0 13 5 0 0 0
11: Dollar Ave/Herman Ave & Scott Street Performance by movement Movement All
Denied Del/Veh (s) 41.5
Total Del/Veh (s) 97.7
Vehicles Entered 1126
Vehicles Exited 1111
Hourly Exit Rate 1111
Input Volume 1151
% of Volume 97
Denied Entry Before 1
Denied Entry After 18
SimTraffic Performance Report
CPP AM 08/19/2020
Southline SimTraffic Report

16: San Mateo Ave & Scott St Performance by movement
Movement EBL EBT EBR NBL NBT SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.5 0.6 0.3 0.2 0.3
Total Del/Veh (s) 7.7 1.4 5.6 13.2 13.7 7.8 5.5 10.2
Vehicles Entered 147 16 118 126 379 166 56 1008
Vehicles Exited 147 16 117 125 380 166 57 1008
Hourly Exit Rate 147 16 117 125 380 166 57 1008
Input Volume 150 18 125 135 375 165 55 1023
% of Volume 98 91 94 92 101 101 103 99
Denied Entry Before 00000000
Denied Entry After 00000000
Total Network Performance
Denied Del/Veh (s) 27.6
Total Del/Veh (s) 73.7
Vehicles Entered 1719
Vehicles Exited 1705
Hourly Exit Rate 1705
Input Volume 4854
% of Volume 35
Denied Entry Before 1
Denied Entry After 18
Queuing and Blocking Report
CPP AM 08/19/2020
Southline SimTraffic Report

Intersection: 1: Train & Scott Street
Movement EB WB SB
Directions Served T T T
Maximum Queue (ft) 89 146 42
Average Queue (ft) 59 54 16
95th Queue (ft) 76 119 44
Link Distance (ft) 4 139 475
Upstream Blk Time (%) 16 1
Queuing Penalty (veh) 43 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: Dollar Ave/Herman Ave & Scott Street
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 64 66 1159 173
Average Queue (ft) 29 36 936 82
95th Queue (ft) 56 51 1407 144
Link Distance (ft) 525 4 1115 1863
Upstream Blk Time (%) 16 47
Queuing Penalty (veh) 30 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 16: San Mateo Ave & Scott St
Movement EB NB SB
Directions Served LR LT TR
Maximum Queue (ft) 132 335 127
Average Queue (ft) 67 131 63
95th Queue (ft) 109 245 104
Link Distance (ft) 184 938 791
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 75

HCM Signalized Intersection Capacity Analysis
1: Airport Blvd. & Miller Ave 08/19/2020
Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 95 360 350 20 125 485 0 0 355 115 Future Volume (vph) 0 0 95 360 350 20 125 485 0 0 355 115 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 0.95 0.95 0.95
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.86 1.00 0.99 1.00 0.96
Flt Protected 1.00 0.95 1.00 0.99 1.00
Satd. Flow (prot) 1565 1633 1731 3490 3277
Flt Permitted 1.00 0.95 1.00 0.99 1.00
Satd. Flow (perm) 1565 1633 1731 3490 3277
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 0 0 104 396 385 22 137 533 0 0 390 126
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 69 0
Lane Group Flow (vph) 0 0 104 356 447 0 0 670 0 0 447 0 Confl. Peds. (#/hr) 15
Heavy Vehicles (%) 0% 0% 5% 5% 3% 0% 0% 3% 0% 0% 5% 5%
Turn Type Over Perm NA Split NA NA
Protected Phases 1 6 1 1 4
Permitted Phases 6
Actuated Green, G (s) 12.5 12.1 12.1 12.5 12.2
Effective Green, g (s) 13.1 12.1 12.1 13.1 12.8
Actuated g/C Ratio 0.26 0.24 0.24 0.26 0.26
Clearance Time (s) 4.6 4.0 4.0 4.6 4.6
Vehicle Extension (s) 4.0 3.5 3.5 4.0 3.0
Lane Grp Cap (vph) 410 395 418 914 838
v/s Ratio Prot 0.07 c0.19 c0.14
v/s Ratio Perm 0.22 0.26
v/c Ratio 0.25 0.90 1.07 0.73 0.53
Uniform Delay, d1 14.6 18.4 18.9 16.9 16.0
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.4 26.2 63.7 3.3 0.7
Delay (s) 15.0 44.5 82.7 20.1 16.7
Level of Service B D F C B
Approach Delay (s) 15.0 65.8 20.1 16.7
Approach LOS B E C B
Intersection Summary
HCM 2000 Control Delay 36.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77
Actuated Cycle Length (s) 50.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
2: Airport Blvd. & Baden Ave. 08/19/2020
Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 420 265 25 330 465 15 885 535
Future Volume (veh/h) 420 265 25 330 465 15 885 535
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1657 1710 1657 1657 1657 1657
Adj Flow Rate, veh/h 293 304 351 495 941 275
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 4 0 4 4 4 4
Cap, veh/h 369 339 1103 2141 862 381
Arrive On Green 0.23 0.23 0.36 0.68 0.27 0.27
Sat Flow, veh/h 1578 1449 3061 3230 3230 1391
Grp Volume(v), veh/h 293 304 351 495 941 275
Grp Sat Flow(s),veh/h/ln 1578 1449 1530 1574 1574 1391
Q Serve(g_s), s 17.5 20.3 8.3 6.0 27.4 17.9
Cycle Q Clear(g_c), s 17.5 20.3 8.3 6.0 27.4 17.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 369 339 1103 2141 862 381
V/C Ratio(X) 0.79 0.90 0.32 0.23 1.09 0.72
Avail Cap(c_a), veh/h 458 420 1103 2141 862 381
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.94 0.94 0.77 0.77 0.16 0.16
Uniform Delay (d), s/veh 36.0 37.1 23.1 6.1 36.3 32.8
Incr Delay (d2), s/veh 5.6 15.9 0.0 0.2 44.7 1.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.3 8.7 2.9 1.7 15.5 6.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.7 53.1 23.2 6.3 81.0 34.8
LnGrp LOS D D C A F C
Approach Vol, veh/h 597 846 1216
Approach Delay, s/veh 47.5 13.3 70.5
Approach LOS D B E
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 40.6 32.0 72.6 27.4
Change Period (Y+Rc), s 4.6 * 4.6 4.6 4.0
Max Green Setting (Gmax), s 31.0 * 27 52.4 29.0
Max Q Clear Time (g_c+I1), s 10.3 29.4 8.0 22.3
Green Ext Time (p_c), s 0.9 0.0 2.1 1.0
Intersection Summary
HCM 6th Ctrl Delay 47.1
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis
3: Airport Blvd. & Grand Ave. 08/19/2020
Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 205 85 90 775 285 345 80 585 190 200 515 140 Future Volume (vph) 205 85 90 775 285 345 80 585 190 200 515 140 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Lane Util. Factor 0.95 0.97 1.00 1.00 1.00 0.95 1.00 0.91 0.91 1.00 Frpb, ped/bikes 0.97 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (prot) 2917 3060 1660 1381 1547 3094 1384 1408 2947 1309 Flt Permitted 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (perm) 2917 3060 1660 1381 1547 3094 1384 1408 2947 1309 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 211 88 93 799 294 356 82 603 196 206 531 144 RTOR Reduction (vph) 0 26 0 0 0 270 0 0 0 0 0 109
Lane Group Flow (vph) 0 366 0 799 294 86 82 603 196 136 601 35 Confl. Peds. (#/hr) 95 10
Confl. Bikes (#/hr) 5 10 5
Heavy Vehicles (%) 1% 1% 1% 3% 3% 3% 5% 5% 5% 5% 5% 5%
Turn Type Split NA Split NA Perm Split NA custom Split NA Perm Protected Phases 4 4 7 7 6 6 2 6 7! 2! 2
Permitted Phases 7 2
Actuated Green, G (s) 21.7 29.1 29.1 29.1 21.1 21.1 89.4 29.4 29.4 29.4 Effective Green, g (s) 21.7 29.1 29.1 29.1 21.1 21.1 89.4 29.4 29.4 29.4 Actuated g/C Ratio 0.18 0.24 0.24 0.24 0.18 0.18 0.75 0.24 0.24 0.24 Clearance Time (s) 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9
Vehicle Extension (s) 2.0 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 527 742 402 334 272 544 1031 344 722 320 v/s Ratio Prot c0.13 c0.26 0.18 0.05 c0.19 0.14 0.10 c0.20 v/s Ratio Perm 0.06 0.03
v/c Ratio 0.69 1.08 0.73 0.26 0.30 1.11 0.19 0.40 0.83 0.11 Uniform Delay, d1 46.0 45.5 41.9 36.7 43.0 49.5 4.5 37.9 43.0 35.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.2 55.7 6.7 0.4 0.5 71.8 0.1 3.4 10.8 0.7 Delay (s) 49.2 101.1 48.6 37.1 43.5 121.2 4.6 41.2 53.8 35.8 Level of Service D F D D D F A D D D
Approach Delay (s) 49.2 74.7 88.1 48.9
Approach LOS D E F D
Intersection Summary
HCM 2000 Control Delay 68.9 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.93
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.7 Intersection Capacity Utilization 95.3% ICU Level of Service F Analysis Period (min) 15
! Phase conflict between lane groups.
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
4: Linden Ave. & Baden Ave. 08/19/2020
Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 45 210 40 430 285 45 30 245 465 65 240 55 Future Volume (vph) 45 210 40 430 285 45 30 245 465 65 240 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.95 1.00 1.00 1.00 0.88 1.00
Frpb, ped/bikes 0.99 1.00 0.99 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.98 1.00 0.98 1.00 0.85 0.98
Flt Protected 0.99 0.95 1.00 0.99 1.00 0.99
Satd. Flow (prot) 2722 1413 1445 1479 2224 1425
Flt Permitted 0.99 0.95 1.00 0.89 1.00 0.65
Satd. Flow (perm) 2722 1413 1445 1323 2224 928
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 48 226 43 462 306 48 32 263 500 70 258 59 RTOR Reduction (vph) 0 14 0 0 6 0 0 0 196 0 7 0
Lane Group Flow (vph) 0 303 0 462 348 0 0 295 304 0 380 0 Confl. Peds. (#/hr) 20 15 15 25
Confl. Bikes (#/hr) 5 5 5 10
Heavy Vehicles (%) 15% 15% 15% 15% 15% 15% 15% 15% 15% 15% 15% 15% Turn Type Split NA Split NA Perm NA pt+ov Perm NA
Protected Phases 1 1 2 2 4 4 2 4
Permitted Phases 4 4
Actuated Green, G (s) 23.5 32.8 32.8 23.7 60.0 23.7
Effective Green, g (s) 23.0 32.3 32.3 22.7 54.5 22.7
Actuated g/C Ratio 0.26 0.36 0.36 0.25 0.61 0.25
Clearance Time (s) 3.5 3.5 3.5 3.0 3.0
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 695 507 518 333 1346 234
v/s Ratio Prot c0.11 c0.33 0.24 0.14
v/s Ratio Perm 0.22 c0.41
v/c Ratio 0.44 0.91 0.67 0.89 0.23 1.63
Uniform Delay, d1 28.1 27.5 24.4 32.4 8.1 33.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.0 20.3 2.7 22.8 0.0 300.0
Delay (s) 30.0 47.7 27.1 55.2 8.1 333.7
Level of Service C D C E A F
Approach Delay (s) 30.0 38.8 25.6 333.7
Approach LOS C D C F
Intersection Summary
HCM 2000 Control Delay 82.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.98
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 97.3% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
7: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd. 08/19/2020 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 265 225 355 870 255 435 140 20 255 195 885 135 Future Volume (veh/h) 265 225 355 870 255 435 140 20 255 195 885 135 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 1811 1811 1811 1811 1811 1811 1678 1678 1678 1856 1856 1856 Adj Flow Rate, veh/h 287 226 0 916 268 0 147 21 0 205 932 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 6 6 6 6 6 6 15 15 15 3 3 3
Cap, veh/h 521 274 991 520 146 651 352 1125
Arrive On Green 0.15 0.15 0.00 0.29 0.29 0.00 0.09 0.20 0.00 0.20 0.32 0.00 Sat Flow, veh/h 3450 1811 1535 3450 1811 1535 1598 3272 0 1767 3526 1572 Grp Volume(v), veh/h 287 226 0 916 268 0 147 21 0 205 932 0 Grp Sat Flow(s),veh/h/ln 1725 1811 1535 1725 1811 1535 1598 1594 0 1767 1763 1572 Q Serve(g_s), s 9.2 14.5 0.0 30.9 14.9 0.0 11.0 0.6 0.0 12.6 29.4 0.0 Cycle Q Clear(g_c), s 9.2 14.5 0.0 30.9 14.9 0.0 11.0 0.6 0.0 12.6 29.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 521 274 991 520 146 651 352 1125 V/C Ratio(X) 0.55 0.83 0.92 0.52 1.00 0.03 0.58 0.83
Avail Cap(c_a), veh/h 632 332 1018 534 146 651 352 1125 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) 0.72 0.72 0.00 0.09 0.09 0.00 1.00 1.00 0.00 0.19 0.19 0.00 Uniform Delay (d), s/veh 47.2 49.4 0.0 41.5 35.8 0.0 54.5 38.3 0.0 43.5 37.8 0.0 Incr Delay (d2), s/veh 0.2 8.4 0.0 1.6 0.1 0.0 75.3 0.1 0.0 1.3 1.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 7.2 0.0 13.4 6.6 0.0 7.4 0.3 0.0 5.6 12.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.4 57.8 0.0 43.1 35.9 0.0 129.8 38.3 0.0 44.9 39.2 0.0 LnGrp LOS D E D D F D D D
Approach Vol, veh/h 513 A 1184 A 168 A 1137 A
Approach Delay, s/veh 52.0 41.5 118.4 40.3
Approach LOS D D F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.0 43.2 22.7 28.8 29.4 39.1
Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6
Max Green Setting (Gmax), s 11.0 33.5 22.0 20.0 * 25 35.4 Max Q Clear Time (g_c+I1), s 13.0 31.4 16.5 14.6 2.6 32.9 Green Ext Time (p_c), s 0.0 1.3 0.9 0.2 0.0 1.5
Intersection Summary
HCM 6th Ctrl Delay 47.1
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary
8: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 08/19/2020 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 150 405 140 415 35 510 305 125 25 465 685 Future Volume (veh/h) 75 150 405 140 415 35 510 305 125 25 465 685 Initial Q (Qb), veh 0 13 0000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 1.00 1.00 0.95 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 1781 1781 1781 1811 1811 1811 1767 1767 1767 1841 1841 1841 Adj Flow Rate, veh/h 80 160 154 149 441 33 543 324 0 27 495 543 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 888666999444
Cap, veh/h 146 418 352 164 412 31 704 724 486 510 410
Arrive On Green 0.09 0.23 0.23 0.10 0.24 0.24 0.22 0.22 0.00 0.28 0.28 0.28 Sat Flow, veh/h 1697 1781 1471 1725 1658 124 3264 3445 0 1753 1841 1481 Grp Volume(v), veh/h 80 160 154 149 0 474 543 324 0 27 495 543 Grp Sat Flow(s),veh/h/ln 1697 1781 1471 1725 0 1783 1632 1678 0 1753 1841 1481 Q Serve(g_s), s 4.7 8.0 9.4 9.0 0.0 25.4 16.3 8.7 0.0 1.2 27.9 29.1 Cycle Q Clear(g_c), s 4.7 8.0 9.4 9.0 0.0 25.4 16.3 8.7 0.0 1.2 27.9 29.1 Prop In Lane 1.00 1.00 1.00 0.07 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 146 418 352 164 0 448 704 724 486 510 410 V/C Ratio(X) 0.55 0.38 0.44 0.91 0.00 1.06 0.77 0.45 0.06 0.97 1.32 Avail Cap(c_a), veh/h 162 431 356 164 0 431 726 747 486 510 410 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) 0.77 0.77 0.77 1.00 0.00 1.00 0.87 0.87 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.0 35.1 33.9 47.0 0.0 39.3 38.7 35.7 0.0 27.9 37.5 37.9 Incr Delay (d2), s/veh 0.9 0.3 0.5 43.5 0.0 58.9 7.0 1.7 0.0 0.0 32.1 161.6 Initial Q Delay(d3),s/veh 0.0 11.3 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 2.0 6.2 3.4 5.8 0.0 18.7 7.1 3.7 0.0 0.5 16.9 28.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.9 46.7 34.4 90.5 0.0 98.2 45.7 37.5 0.0 27.9 69.6 199.6 LnGrp LOS D D C F A F D D C E F
Approach Vol, veh/h 394 623 867 A 1065
Approach Delay, s/veh 42.0 96.4 42.6 134.8
Approach LOS D F D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.0 29.0 28.0 13.0 30.0 34.0
Change Period (Y+Rc), s 4.0 4.6 4.6 4.0 4.6 4.9
Max Green Setting (Gmax), s 10.0 25.4 22.4 10.0 25.4 29.1 Max Q Clear Time (g_c+I1), s 11.0 11.4 18.3 6.7 27.4 31.1 Green Ext Time (p_c), s 0.0 1.1 1.3 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 87.2
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement.

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

HCM Signalized Intersection Capacity Analysis
10: So. Airport Blvd. & 101 NB On/Off Ramps/Wondercolor Ln 08/19/2020 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (vph) 480 35 315 45 55 35 15 395 400 55 30 35 Future Volume (vph) 480 35 315 45 55 35 15 395 400 55 30 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0
Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.96 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.98 1.00
Flt Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95
Satd. Flow (prot) 1618 1632 2682 1753 1467 1703 3297 1703 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95
Satd. Flow (perm) 1618 1632 2682 1753 1467 1703 3297 1703 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 500 36 328 47 57 36 16 411 417 57 31 36 RTOR Reduction (vph) 0 0 260 0 0 30 009000
Lane Group Flow (vph) 255 281 68 0 104 6 0 427 465 0 0 67 Confl. Peds. (#/hr) 25 25 35 35
Confl. Bikes (#/hr) 5
Heavy Vehicles (%) 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6%
Turn Type Split NA Perm Split NA Perm Prot Prot NA Prot Prot Protected Phases 4 4 3 3 5 5 2 1 1
Permitted Phases 4 3
Actuated Green, G (s) 19.1 19.1 19.1 16.4 16.4 20.6 34.7 7.4 Effective Green, g (s) 19.1 19.1 19.1 16.4 16.4 20.6 34.7 7.4 Actuated g/C Ratio 0.21 0.21 0.21 0.18 0.18 0.22 0.38 0.08 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 334 337 554 311 260 379 1238 136
v/s Ratio Prot 0.16 c0.17 c0.06 c0.25 0.14 0.04
v/s Ratio Perm 0.03 0.00
v/c Ratio 0.76 0.83 0.12 0.33 0.02 1.13 0.38 0.49
Uniform Delay, d1 34.5 35.1 29.8 33.2 31.4 35.9 21.0 40.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.9 16.1 0.1 0.6 0.0 85.2 0.2 2.8 Delay (s) 44.5 51.2 29.9 33.9 31.4 121.1 21.2 43.5
Level of Service D D C C C F C D
Approach Delay (s) 41.1 33.2 68.5
Approach LOS D C E
Intersection Summary
HCM 2000 Control Delay 54.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.86
Actuated Cycle Length (s) 92.4 Sum of lost time (s) 15.8 Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
10: So. Airport Blvd. & 101 NB On/Off Ramps/Wondercolor Ln 08/19/2020 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 760 265
Future Volume (vph) 760 265
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 4.1 4.1
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 0.97
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3406 1481
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3406 1481
Peak-hour factor, PHF 0.96 0.96
Adj. Flow (vph) 792 276
RTOR Reduction (vph) 0 212
Lane Group Flow (vph) 792 64
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 5
Heavy Vehicles (%) 6% 6%
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Actuated Green, G (s) 21.5 21.5
Effective Green, g (s) 21.5 21.5
Actuated g/C Ratio 0.23 0.23
Clearance Time (s) 4.1 4.1
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 792 344
v/s Ratio Prot c0.23
v/s Ratio Perm 0.04
v/c Ratio 1.00 0.19
Uniform Delay, d1 35.5 28.4
Progression Factor 1.00 1.00
Incremental Delay, d2 32.0 0.3
Delay (s) 67.4 28.7
Level of Service E C
Approach Delay (s) 56.6
Approach LOS E
Intersection Summary
HCM Signalized Intersection Capacity Analysis
11: Dollar Ave/Herman Ave 08/19/2020
Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 5 25 10 170 10 75 25 205 125 130 370 0 Future Volume (vph) 5 25 10 170 10 75 25 205 125 130 370 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 0.98 0.99 0.99 1.00
Flpb, ped/bikes 1.00 0.97 1.00 1.00
Frt 0.97 0.96 0.95 1.00
Flt Protected 0.99 0.97 1.00 0.99
Satd. Flow (prot) 1581 1496 1577 1655
Flt Permitted 0.97 0.78 0.95 0.81
Satd. Flow (perm) 1537 1201 1503 1358
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 5 27 11 181 11 80 27 218 133 138 394 0
RTOR Reduction (vph) 0 6 0 0 34 0 0 44 0 0 0 0
Lane Group Flow (vph) 0 37 0 0 238 0 0 334 0 0 532 0
Confl. Peds. (#/hr) 15 35 35 15 10 10
Confl. Bikes (#/hr) 5 5 5
Parking (#/hr) 000000000000
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 4826
Permitted Phases 4826
Actuated Green, G (s) 18.0 18.0 18.0 18.0
Effective Green, g (s) 18.5 18.5 18.5 18.5
Actuated g/C Ratio 0.41 0.41 0.41 0.41
Clearance Time (s) 4.5 4.5 4.5 4.5
Lane Grp Cap (vph) 631 493 617 558
v/s Ratio Prot
v/s Ratio Perm 0.02 c0.20 0.22 c0.39
v/c Ratio 0.06 0.48 0.54 0.95
Uniform Delay, d1 8.0 9.7 10.0 12.8
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 3.4 3.4 28.2
Delay (s) 8.2 13.1 13.4 41.0
Level of Service A B B D
Approach Delay (s) 8.2 13.1 13.4 41.0
Approach LOS A B B D
Intersection Summary
HCM 2000 Control Delay 25.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 45.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 78.1% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
14: 280 SB Ramps/Rollingwood Drive & Sneath Lane 08/19/2020 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 375 25 90 705 795 100 100 280 240 115 90 Future Volume (veh/h) 55 375 25 90 705 795 100 100 280 240 115 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 56 383 24 92 719 601 102 102 0 245 117 72 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 111111111111
Cap, veh/h 87 761 48 111 842 696 117 117 295 179 110
Arrive On Green 0.05 0.43 0.43 0.06 0.45 0.45 0.13 0.13 0.00 0.16 0.16 0.17 Sat Flow, veh/h 1795 1755 110 1795 1885 1559 920 920 1598 1795 1092 672 Grp Volume(v), veh/h 56 0 407 92 719 601 204 0 0 245 0 189 Grp Sat Flow(s),veh/h/ln 1795 0 1865 1795 1885 1559 1839 0 1598 1795 0 1764 Q Serve(g_s), s 2.3 0.0 11.9 3.8 25.6 26.0 8.2 0.0 0.0 9.9 0.0 7.5 Cycle Q Clear(g_c), s 2.3 0.0 11.9 3.8 25.6 26.0 8.2 0.0 0.0 9.9 0.0 7.5 Prop In Lane 1.00 0.06 1.00 1.00 0.50 1.00 1.00 0.38
Lane Grp Cap(c), veh/h 87 0 808 111 842 696 235 0 295 0 290 V/C Ratio(X) 0.64 0.00 0.50 0.83 0.85 0.86 0.87 0.00 0.83 0.00 0.65 Avail Cap(c_a), veh/h 132 0 831 187 898 742 253 0 539 0 530 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.0 0.0 15.4 34.8 18.6 18.7 32.1 0.0 0.0 30.3 0.0 29.2 Incr Delay (d2), s/veh 3.0 0.0 0.7 6.0 8.1 10.3 23.6 0.0 0.0 2.3 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 4.8 1.8 11.4 10.0 5.0 0.0 0.0 4.4 0.0 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.0 0.0 16.1 40.8 26.6 29.0 55.7 0.0 0.0 32.7 0.0 30.2 LnGrp LOS D A B D C C E A C A C
Approach Vol, veh/h 463 1412 204 A 434
Approach Delay, s/veh 18.7 28.6 55.7 31.6
Approach LOS B C E C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.6 37.5 16.3 8.6 36.5 13.6
Change Period (Y+Rc), s 3.5 4.5 3.5 3.5 4.5 3.5
Max Green Setting (Gmax), s 6.0 35.2 23.0 8.3 32.9 10.8 Max Q Clear Time (g_c+I1), s 4.3 28.0 11.9 5.8 13.9 10.2 Green Ext Time (p_c), s 0.0 4.9 0.9 0.0 3.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 29.5
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay.

HCM 6th Signalized Intersection Summary
15: 280 NB Ramps/Driveway & Sneath Lane 08/19/2020
Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 15 780 110 455 1175 0 405 0 225 0 15 15 Future Volume (veh/h) 15 780 110 455 1175 0 405 0 225 0 15 15 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 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 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 15 788 59 460 1187 0 429 0 44 0 15 13 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 111111111111
Cap, veh/h 18 1017 448 657 1380 0 525 0 231 0 26 22
Arrive On Green 0.28 0.28 0.28 0.37 0.37 0.00 0.15 0.00 0.15 0.00 0.03 0.03 Sat Flow, veh/h 66 3607 1589 1795 3770 0 3591 0 1581 0 921 798 Grp Volume(v), veh/h 430 373 59 460 1187 0 429 0 44 0 0 28 Grp Sat Flow(s),veh/h/ln 1882 1791 1589 1795 1885 0 1795 0 1581 0 0 1720 Q Serve(g_s), s 19.2 17.0 2.5 19.6 26.2 0.0 10.4 0.0 2.2 0.0 0.0 1.4 Cycle Q Clear(g_c), s 19.2 17.0 2.5 19.6 26.2 0.0 10.4 0.0 2.2 0.0 0.0 1.4 Prop In Lane 0.03 1.00 1.00 0.00 1.00 1.00 0.00 0.46
Lane Grp Cap(c), veh/h 530 505 448 657 1380 0 525 0 231 0 0 48 V/C Ratio(X) 0.81 0.74 0.13 0.70 0.86 0.00 0.82 0.00 0.19 0.00 0.00 0.58 Avail Cap(c_a), veh/h 860 818 726 721 1513 0 938 0 413 0 0 373 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 30.1 29.3 24.1 24.3 26.4 0.0 37.2 0.0 33.7 0.0 0.0 43.1 Incr Delay (d2), s/veh 2.3 1.6 0.1 2.5 4.8 0.0 1.2 0.0 0.1 0.0 0.0 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.5 7.1 0.9 8.2 11.7 0.0 4.5 0.0 0.8 0.0 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.4 30.9 24.2 26.8 31.1 0.0 38.4 0.0 33.9 0.0 0.0 47.2 LnGrp LOS CCCCCADACAAD
Approach Vol, veh/h 862 1647 473 28
Approach Delay, s/veh 31.2 29.9 38.0 47.2
Approach LOS CCDD
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 36.9 17.2 29.3 6.5
Change Period (Y+Rc), s 4.1 3.5 4.1 3.5
Max Green Setting (Gmax), s 36.0 24.0 41.0 20.0
Max Q Clear Time (g_c+I1), s 28.2 12.4 21.2 3.4
Green Ext Time (p_c), s 4.6 0.7 3.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 31.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

HCM 6th AWSC
16: San Mateo Ave & Scott St 08/19/2020
Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Intersection
Intersection Delay, s/veh 15.3
Intersection LOS C
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 95 110 110 175 305 155
Future Vol, veh/h 95 110 110 175 305 155
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 666666
Mvmt Flow 103 120 120 190 332 168
Number of Lanes 100110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 1 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 1 0 1
HCM Control Delay 12 13.2 18

HCM LOS B B C

Lane NBLn1 EBLn1 SBLn1
Vol Left, % 39% 46% 0%
Vol Thru, % 61% 0% 66%
Vol Right, % 0% 54% 34%
Sign Control Stop Stop Stop
Traffic Vol by Lane 285 205 460
LT Vol 110 95 0
Through Vol 175 0 305
RT Vol 0 110 155
Lane Flow Rate 310 223 500
Geometry Grp 1 1 1
Degree of Util (X) 0.467 0.357 0.685
Departure Headway (Hd) 5.425 5.761 4.932
Convergence, Y/N Yes Yes Yes
Cap 663 624 735
Service Time 3.46 3.802 2.963
HCM Lane V/C Ratio 0.468 0.357 0.68
HCM Control Delay 13.2 12 18
HCM Lane LOS B B C
HCM 95th-tile Q 2.5 1.6 5.5
HCM 6th Signalized Intersection Summary
17: Cherry Avenue & Sneath Lane 08/19/2020
Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 755 235 180 1045 560 190
Future Volume (veh/h) 755 235 180 1045 560 190
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885
Adj Flow Rate, veh/h 778 168 186 1077 577 54
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 111111
Cap, veh/h 1647 731 230 2372 763 350
Arrive On Green 0.46 0.46 0.13 0.66 0.22 0.22
Sat Flow, veh/h 3676 1589 1795 3676 3483 1598
Grp Volume(v), veh/h 778 168 186 1077 577 54
Grp Sat Flow(s),veh/h/ln 1791 1589 1795 1791 1742 1598
Q Serve(g_s), s 10.1 1.4 6.8 9.8 10.5 1.8
Cycle Q Clear(g_c), s 10.1 1.4 6.8 9.8 10.5 1.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1647 731 230 2372 763 350
V/C Ratio(X) 0.47 0.23 0.81 0.45 0.76 0.15
Avail Cap(c_a), veh/h 3294 1461 932 5366 1912 877
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 12.6 1.3 28.6 5.5 24.6 21.3
Incr Delay (d2), s/veh 0.3 0.2 2.5 0.2 1.6 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.4 1.2 2.9 2.4 4.1 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.9 1.5 31.1 5.7 26.2 21.5
LnGrp LOS B A C A C C
Approach Vol, veh/h 946 1263 631
Approach Delay, s/veh 10.9 9.4 25.8
Approach LOS B A C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 13.7 35.0 48.7 18.8
Change Period (Y+Rc), s 5.0 * 5 5.0 4.0
Max Green Setting (Gmax), s 35.0 * 61 100.0 37.0
Max Q Clear Time (g_c+I1), s 8.8 12.1 11.8 12.5
Green Ext Time (p_c), s 0.1 10.3 15.3 2.3
Intersection Summary
HCM 6th Ctrl Delay 13.5
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis
18: Huntington Avenue/Huntington Ave & San Bruno Avenue 07/05/2021 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 85 525 95 90 760 0 0 260 35 195 300 180 Future Volume (vph) 85 525 95 90 760 0 0 260 35 195 300 180 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 10 10 12 10 12 10 12 12 12 12 12
Total Lost time (s) 3.7 2.7 3.7 2.7 3.7 3.7 3.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.98 1.00 1.00 0.98 1.00 0.94
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 3209 1770 3303 1823 1770 3268
Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 3209 1770 3303 1823 1770 3268
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.92 0.92 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 89 553 100 95 800 0 0 274 37 205 316 189 RTOR Reduction (vph) 0 10 0 0 0 0 0 5 0 0 68 0
Lane Group Flow (vph) 89 643 0 95 800 0 0 306 0 205 437 0 Confl. Peds. (#/hr) 50 20 20 25 25 40
Confl. Bikes (#/hr) 5 5
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 13 10 9 14 11 16 15 12
Permitted Phases
Actuated Green, G (s) 7.8 34.4 7.7 34.3 20.8 14.7 39.2
Effective Green, g (s) 7.8 35.4 7.7 35.3 20.8 14.7 39.2 Actuated g/C Ratio 0.08 0.38 0.08 0.38 0.23 0.16 0.42
Clearance Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7
Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 2.0 3.0
Lane Grp Cap (vph) 149 1229 147 1261 410 281 1386
v/s Ratio Prot 0.05 0.20 c0.05 c0.24 c0.17 c0.12 0.13
v/s Ratio Perm
v/c Ratio 0.60 0.52 0.65 0.63 0.75 0.73 0.32
Uniform Delay, d1 40.8 22.0 41.0 23.3 33.4 37.0 17.7
Progression Factor 1.00 1.00 1.42 0.54 1.00 1.00 1.00
Incremental Delay, d2 4.2 0.4 5.5 0.8 7.3 7.8 0.1
Delay (s) 45.0 22.4 63.6 13.4 40.6 44.8 17.8
Level of Service D C E B D D B
Approach Delay (s) 25.1 18.7 40.6 25.6
Approach LOS C B D C
Intersection Summary
HCM 2000 Control Delay 24.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 92.4 Sum of lost time (s) 14.8 Intersection Capacity Utilization 74.9% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
19: San Mateo Avenue & San Bruno Avenue 07/05/2021
Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 180 535 0 155 760 50 15 35 205 0 210 245 Future Volume (vph) 180 535 0 155 760 50 15 35 205 0 210 245 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.7 3.7 3.7 2.7 2.7 3.7 2.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.97 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.99 1.00 0.85 0.92
Flt Protected 0.95 1.00 0.95 1.00 0.99 1.00 1.00
Satd. Flow (prot) 1736 3471 1736 3433 1800 1514 1666
Flt Permitted 0.95 1.00 0.95 1.00 0.88 1.00 1.00
Satd. Flow (perm) 1736 3471 1736 3433 1604 1514 1666
Peak-hour factor, PHF 0.97 0.97 0.92 0.97 0.97 0.97 0.97 0.97 0.97 0.92 0.97 0.97 Adj. Flow (vph) 186 552 0 160 784 52 15 36 211 0 216 253 RTOR Reduction (vph) 0 0 0 0 3 0 0 0 121 0 47 0
Lane Group Flow (vph) 186 552 0 160 833 0 0 51 90 0 422 0 Confl. Peds. (#/hr) 10 15
Confl. Bikes (#/hr) 5 5
Heavy Vehicles (%) 4% 4% 2% 4% 4% 4% 4% 4% 4% 2% 4% 4%
Turn Type Prot NA Prot NA Perm NA Perm Prot NA
Protected Phases 5 2 1 6 8 7 4
Permitted Phases 8 8
Actuated Green, G (s) 12.2 29.2 12.9 29.9 39.2 39.2 39.2 Effective Green, g (s) 12.2 29.2 12.9 30.9 40.2 39.2 40.2 Actuated g/C Ratio 0.13 0.32 0.14 0.33 0.44 0.42 0.44
Clearance Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7
Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 229 1096 242 1148 697 642 724
v/s Ratio Prot c0.11 0.16 0.09 c0.24 c0.25
v/s Ratio Perm 0.03 0.06
v/c Ratio 0.81 0.50 0.66 0.73 0.07 0.14 0.58
Uniform Delay, d1 39.0 25.7 37.7 27.0 15.2 16.3 19.7
Progression Factor 1.45 0.71 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 16.2 0.3 5.2 2.3 0.0 0.1 1.2
Delay (s) 72.7 18.6 42.8 29.3 15.3 16.4 20.9
Level of Service E B D C B B C
Approach Delay (s) 32.2 31.5 16.2 20.9
Approach LOS C C B C
Intersection Summary
HCM 2000 Control Delay 28.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 92.4 Sum of lost time (s) 14.8 Intersection Capacity Utilization 68.6% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
20: 280 SB On Ramp/280 SB Off Ramp & San Bruno Avenue W 08/19/2020 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 585 205 485 980 0 0 0 0 225 160 315 Future Volume (veh/h) 0 585 205 485 980 0 0 0 0 225 160 315 Initial Q (Qb), veh 000000 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 1900 1900 1900 1900 0 1900 1900 1900 Adj Flow Rate, veh/h 0 643 0 533 1077 0 280 129 79
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 000000 000
Cap, veh/h 0 1037 1895 2891 0 399 210 178
Arrive On Green 0.00 0.20 0.00 1.00 1.00 0.00 0.11 0.11 0.11 Sat Flow, veh/h 0 5358 1610 3510 3705 0 3619 1900 1610
Grp Volume(v), veh/h 0 643 0 533 1077 0 280 129 79
Grp Sat Flow(s),veh/h/ln 0 1729 1610 1755 1805 0 1810 1900 1610 Q Serve(g_s), s 0.0 10.2 0.0 0.0 0.0 0.0 6.7 5.8 4.1
Cycle Q Clear(g_c), s 0.0 10.2 0.0 0.0 0.0 0.0 6.7 5.8 4.1 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1037 1895 2891 0 399 210 178
V/C Ratio(X) 0.00 0.62 0.28 0.37 0.00 0.70 0.62 0.44
Avail Cap(c_a), veh/h 0 1037 1895 2891 0 724 380 322
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.59 0.59 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 32.9 0.0 0.0 0.0 0.0 38.6 38.2 37.5 Incr Delay (d2), s/veh 0.0 2.8 0.0 0.0 0.2 0.0 0.8 1.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.3 0.0 0.0 0.1 0.0 2.9 2.7 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 35.7 0.0 0.0 0.2 0.0 39.5 39.3 38.1 LnGrp LOS A D A A A D D D
Approach Vol, veh/h 643 A 1610 488
Approach Delay, s/veh 35.7 0.2 39.2
Approach LOS D A D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 54.1 22.0 13.9 76.1
Change Period (Y+Rc), s 5.0 * 5 4.4 5.0
Max Green Setting (Gmax), s 42.5 * 17 17.6 63.0
Max Q Clear Time (g_c+I1), s 2.0 12.2 8.7 2.0
Green Ext Time (p_c), s 1.0 2.1 0.8 15.4
Intersection Summary
HCM 6th Ctrl Delay 15.4
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
20: 280 SB On Ramp/280 SB Off Ramp & San Bruno Avenue W 08/19/2020 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

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

HCM 6th AWSC
21: Huntington Ave/Huntington Avenue & Forest Ln/Herman Ave 08/19/2020 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Intersection
Intersection Delay, s/veh 73
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations
Traffic Vol, veh/h 40 25 25 215 0 330 20 0 485 145 200 575 Future Vol, veh/h 40 25 25 215 0 330 20 0 485 145 200 575 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles, % 222222222222
Mvmt Flow 41 26 26 219 0 337 20 0 495 148 204 587
Number of Lanes 010010002012
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 3 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 2 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 3 1 1
HCM Control Delay 16.8 178.5 52.6 22.5

HCM LOS C F F C

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 0% 0% 44% 39% 100% 0% 0%
Vol Thru, % 100% 63% 28% 0% 0% 100% 100%
Vol Right, % 0% 37% 28% 61% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 263 388 90 545 200 288 288
LT Vol 0 0 40 215 200 0 0
Through Vol 263 243 25 0 0 288 288
RT Vol 0 145 25 330 0 0 0
Lane Flow Rate 268 395 92 556 204 293 293
Geometry Grp 8877777
Degree of Util (X) 0.667 0.955 0.249 1.305 0.492 0.667 0.525 Departure Headway (Hd) 9.98 9.702 10.65 8.446 9.585 9.06 7.24 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 364 376 340 428 380 402 502
Service Time 7.68 7.402 8.35 6.236 7.285 6.76 4.94
HCM Lane V/C Ratio 0.736 1.051 0.271 1.299 0.537 0.729 0.584 HCM Control Delay 30.5 67.6 16.8 178.5 21.2 28.1 17.7
HCM Lane LOS D F C F C D C
HCM 95th-tile Q 4.6 10.5 1 24.5 2.6 4.7 3
HCM 6th AWSC
21: Huntington Ave/Huntington Avenue & Forest Ln/Herman Ave 08/19/2020 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBR
Lane Configurations
Traffic Vol, veh/h 0
Future Vol, veh/h 0
Peak Hour Factor 0.98
Heavy Vehicles, % 2
Mvmt Flow 0
Number of Lanes 0
Approach
Opposing Approach
Opposing Lanes
Conflicting Approach Left
Conflicting Lanes Left
Conflicting Approach Right
Conflicting Lanes Right
HCM Control Delay

HCM LOS

HCM Signalized Intersection Capacity Analysis
22: US 101 SB On Ramp/US 101 SB Off Ramp & San Bruno Avenue/San Bruno Ave 08/19/2020 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (vph) 0 550 485 45 460 830 0 0 0 0 190 0 Future Volume (vph) 0 550 485 45 460 830 0 0 0 0 190 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.95 0.91 0.91 0.95 0.95
Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.93 1.00 1.00 1.00 1.00
Flt Protected 1.00 0.95 0.99 0.95 0.95
Satd. Flow (prot) 3230 1595 3328 1665 1665
Flt Permitted 1.00 0.95 0.99 0.95 0.95
Satd. Flow (perm) 3230 1595 3328 1665 1665
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 579 511 47 484 874 0 0 0 0 200 0
RTOR Reduction (vph) 0 154 0000000000
Lane Group Flow (vph) 0 936 0 0 347 1058 0 0 0 0 100 100 Confl. Peds. (#/hr) 10 5 5 10
Confl. Bikes (#/hr) 10
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3%
Turn Type NA Split Split NA Split NA
Protected Phases 5 6 6 6 4 4
Permitted Phases
Actuated Green, G (s) 25.0 25.0 25.0 9.8 9.8
Effective Green, g (s) 26.0 26.0 26.0 10.3 10.3
Actuated g/C Ratio 0.35 0.35 0.35 0.14 0.14
Clearance Time (s) 5.0 5.0 5.0 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1130 558 1164 230 230
v/s Ratio Prot c0.29 0.22 c0.32 0.06 0.06
v/s Ratio Perm
v/c Ratio 0.83 0.62 0.91 0.43 0.43
Uniform Delay, d1 22.1 20.1 23.0 29.3 29.3
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.1 2.2 10.4 1.3 1.3
Delay (s) 27.2 22.2 33.4 30.6 30.6
Level of Service C C C C C
Approach Delay (s) 27.2 30.6 0.0 19.0
Approach LOS C C A B
Intersection Summary
HCM 2000 Control Delay 27.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 74.3 Sum of lost time (s) 13.0 Intersection Capacity Utilization 71.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
22: US 101 SB On Ramp/US 101 SB Off Ramp & San Bruno Avenue/San Bruno Ave 08/19/2020 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement SBR
Lane Configurations
Traffic Volume (vph) 340
Future Volume (vph) 340
Ideal Flow (vphpl) 1900
Total Lost time (s) 4.0
Lane Util. Factor 1.00
Frpb, ped/bikes 1.00
Flpb, ped/bikes 1.00
Frt 0.85
Flt Protected 1.00
Satd. Flow (prot) 1568
Flt Permitted 1.00
Satd. Flow (perm) 1568
Peak-hour factor, PHF 0.95
Adj. Flow (vph) 358
RTOR Reduction (vph) 12
Lane Group Flow (vph) 346
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Heavy Vehicles (%) 3%
Turn Type custom
Protected Phases 5
Permitted Phases 4
Actuated Green, G (s) 34.8
Effective Green, g (s) 36.8
Actuated g/C Ratio 0.50
Clearance Time (s) 5.0
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 776
v/s Ratio Prot c0.16
v/s Ratio Perm 0.06
v/c Ratio 0.45
Uniform Delay, d1 12.1
Progression Factor 1.00
Incremental Delay, d2 0.4
Delay (s) 12.6
Level of Service B
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis
23: US 101 NB Off Ramp/US 101 NB On Ramp & San Bruno Ave/San Bruno Avenue 01/03/2022 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 265 505 0 0 745 375 495 0 495 115 0 85 Future Volume (vph) 265 505 0 0 745 375 495 0 495 115 0 85 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.97 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3367 1827 3471 1507 1736 1553 1736 1553 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3367 1827 3471 1507 1736 1553 1736 1553 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 285 543 0 0 801 403 532 0 532 124 0 91
RTOR Reduction (vph) 0 0 0 0 0 297 0 0 178 0 0 82
Lane Group Flow (vph) 285 543 0 0 801 106 0 532 354 124 0 9 Confl. Peds. (#/hr) 10 5 5 10
Confl. Bikes (#/hr) 10
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4%
Turn Type Prot NA NA Perm Perm NA Perm Prot Prot
Protected Phases 5 2 6 8 7 7
Permitted Phases 6 8 8
Actuated Green, G (s) 13.6 42.7 24.6 24.6 31.5 31.5 9.8 9.8 Effective Green, g (s) 14.1 43.2 25.1 25.1 31.0 31.0 9.3 9.3 Actuated g/C Ratio 0.15 0.45 0.26 0.26 0.32 0.32 0.10 0.10 Clearance Time (s) 4.5 4.5 4.5 4.5 3.5 3.5 3.5 3.5
Vehicle Extension (s) 3.0 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 497 826 912 396 563 504 169 151
v/s Ratio Prot 0.08 c0.30 c0.23 c0.07 0.01
v/s Ratio Perm 0.07 0.31 0.23
v/c Ratio 0.57 0.66 0.88 0.27 0.94 0.70 0.73 0.06
Uniform Delay, d1 37.9 20.4 33.7 27.9 31.4 28.2 41.9 39.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 1.4 9.3 0.1 24.6 3.6 13.2 0.1 Delay (s) 39.5 21.8 43.1 28.0 56.0 31.8 55.1 39.2
Level of Service D C D C E C E D
Approach Delay (s) 27.9 38.0 43.9 48.4
Approach LOS CDDD
Intersection Summary
HCM 2000 Control Delay 38.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.86
Actuated Cycle Length (s) 95.5 Sum of lost time (s) 16.0 Intersection Capacity Utilization 73.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
24: Cherry Avenue & San Bruno Avenue W 01/03/2022
Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 280 675 140 80 1225 195 110 135 55 180 135 475 Future Volume (veh/h) 280 675 140 80 1225 195 110 135 55 180 135 475 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.97 0.99 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 1945 Adj Flow Rate, veh/h 301 726 132 86 1317 210 118 145 59 194 145 511 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 645 2224 404 110 1321 209 72 363 148 213 117 1060 Arrive On Green 0.36 0.74 0.73 0.06 0.43 0.42 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow, veh/h 1781 3002 546 1781 3071 485 777 1251 509 541 404 1597 Grp Volume(v), veh/h 301 430 428 86 757 770 118 0 204 339 0 511 Grp Sat Flow(s),veh/h/ln 1781 1777 1771 1781 1777 1780 777 0 1760 945 0 1597 Q Serve(g_s), s 13.0 8.3 8.4 4.8 42.3 43.0 0.0 0.0 9.3 19.7 0.0 0.0 Cycle Q Clear(g_c), s 13.0 8.3 8.4 4.8 42.3 43.0 29.0 0.0 9.3 29.0 0.0 0.0 Prop In Lane 1.00 0.31 1.00 0.27 1.00 0.29 0.57 1.00
Lane Grp Cap(c), veh/h 645 1316 1312 110 764 765 72 0 510 331 0 1060 V/C Ratio(X) 0.47 0.33 0.33 0.78 0.99 1.01 1.64 0.00 0.40 1.03 0.00 0.48 Avail Cap(c_a), veh/h 645 1316 1312 160 764 765 72 0 510 331 0 1060 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) 0.84 0.84 0.84 0.37 0.37 0.37 1.00 0.00 1.00 0.90 0.00 0.90 Uniform Delay (d), s/veh 24.5 4.4 4.5 46.3 28.3 28.6 50.0 0.0 28.5 41.8 0.0 8.8 Incr Delay (d2), s/veh 0.2 0.6 0.6 3.2 17.7 21.4 341.5 0.0 0.2 53.7 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 2.4 2.4 2.2 20.5 21.7 8.6 0.0 4.0 13.2 0.0 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.6 5.0 5.1 49.4 46.0 50.0 391.5 0.0 28.7 95.5 0.0 8.9 LnGrp LOS C A A D D F F A C F A A
Approach Vol, veh/h 1159 1613 322 850
Approach Delay, s/veh 10.1 48.1 161.6 43.4
Approach LOS B D F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 41.2 47.0 33.0 10.2 78.1 33.0
Change Period (Y+Rc), s 5.0 * 5 4.0 4.0 5.0 4.0
Max Green Setting (Gmax), s 16.0 * 42 29.0 9.0 49.0 29.0 Max Q Clear Time (g_c+I1), s 15.0 45.0 31.0 6.8 10.4 31.0 Green Ext Time (p_c), s 0.1 0.0 0.0 0.0 9.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 45.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis
25: El Camino Real & 380 WB On-Ramp/380 WB Off-Ramp 08/19/2020 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 530 0 1240 0 1945 475 0 1960 470 Future Volume (vph) 0 0 0 530 0 1240 0 1945 475 0 1960 470 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.97 0.88 0.91 1.00 0.91 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.93 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 3467 2814 5136 1487 5136 1554
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 3467 2814 5136 1487 5136 1554
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 0 0 552 0 1292 0 2026 495 0 2042 490
RTOR Reduction (vph) 0 0 0 0 0 5 0 0 267 0 0 202
Lane Group Flow (vph) 0 0 0 552 0 1287 0 2026 228 0 2042 288 Confl. Peds. (#/hr) 10 15 15 10
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Prot custom NA Perm NA Perm
Protected Phases 4 4 5 6 2
Permitted Phases 62
Actuated Green, G (s) 53.6 72.2 68.8 68.8 87.4 87.4
Effective Green, g (s) 53.2 67.9 69.2 69.2 87.8 87.8
Actuated g/C Ratio 0.35 0.45 0.46 0.46 0.59 0.59
Clearance Time (s) 4.6 4.4 4.4 4.4 4.4
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 1229 1273 2369 686 3006 909
v/s Ratio Prot 0.16 c0.46 c0.39 0.40
v/s Ratio Perm 0.15 0.19
v/c Ratio 0.45 1.01 0.86 0.33 0.68 0.32
Uniform Delay, d1 37.2 41.0 35.9 25.7 21.4 15.8
Progression Factor 1.00 1.00 1.01 3.10 1.00 1.00
Incremental Delay, d2 0.1 27.9 2.7 0.8 1.3 0.9
Delay (s) 37.2 68.9 39.2 80.6 22.7 16.7
Level of Service D E D F C B
Approach Delay (s) 0.0 59.4 47.3 21.5
Approach LOS A E D C
Intersection Summary
HCM 2000 Control Delay 41.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.93
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 12.9 Intersection Capacity Utilization 88.5% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
26: El Camino Real & 380 EB Off-Ramp/380 EB On-Ramp 01/03/2022 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 325 0 405 0000 2100 610 0 1675 815 Future Volume (vph) 325 0 405 0000 2100 610 0 1675 815
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.9 3.9 3.9
Lane Util. Factor 0.95 0.91 0.95 0.91 0.91 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 0.94
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.89 0.85 0.97 1.00 0.85
Flt Protected 0.95 0.99 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1698 1509 1519 4761 5136 1505
Flt Permitted 0.95 0.99 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1698 1509 1519 4761 5136 1505
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 342 0 426 0000 2211 642 0 1763 858
RTOR Reduction (vph) 0 29 29 0 0 0 0 0 0 0 0 200
Lane Group Flow (vph) 267 225 218 0000 2853 0 0 1763 658 Confl. Peds. (#/hr) 5 5 10 20 20 10
Confl. Bikes (#/hr) 5
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Parking (#/hr) 0 0
Turn Type Split NA Perm NA NA Perm
Protected Phases 8 8 6 2
Permitted Phases 8 2
Actuated Green, G (s) 26.5 26.5 26.5 114.5 114.5 114.5
Effective Green, g (s) 27.0 27.0 27.0 115.0 115.0 115.0 Actuated g/C Ratio 0.18 0.18 0.18 0.77 0.77 0.77
Clearance Time (s) 4.6 4.6 4.6 4.4 4.4 4.4
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 305 271 273 3650 3937 1153
v/s Ratio Prot c0.16 0.15 c0.60 0.34
v/s Ratio Perm 0.14 0.44
v/c Ratio 0.88 0.83 0.80 0.78 0.45 0.57
Uniform Delay, d1 59.9 59.3 58.9 10.2 6.2 7.3
Progression Factor 1.00 1.00 1.00 2.31 0.24 5.26
Incremental Delay, d2 22.6 18.3 14.1 1.1 0.3 1.6
Delay (s) 82.5 77.6 73.0 24.6 1.8 39.8
Level of Service F E E C A D
Approach Delay (s) 77.8 0.0 24.6 14.2
Approach LOS E A C B
Intersection Summary
HCM 2000 Control Delay 26.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 81.2% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
27: El Camino Real/El Camino Real & San Bruno Avenue W 08/19/2020 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 350 440 335 320 495 280 355 1440 105 100 355 1300 Future Volume (veh/h) 350 440 335 320 495 280 355 1440 105 100 355 1300 Initial Q (Qb), veh 000000000 00
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 372 468 247 340 527 228 378 1532 47 378 1383 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 111111111 11
Cap, veh/h 395 1247 531 393 579 249 871 1630 496 941 1716 Arrive On Green 0.22 0.35 0.35 0.11 0.24 0.24 0.25 0.32 0.32 0.27 0.33 Sat Flow, veh/h 1795 3582 1526 3483 2400 1033 3483 5147 1567 3483 5147 Grp Volume(v), veh/h 372 468 247 340 393 362 378 1532 47 378 1383 Grp Sat Flow(s),veh/h/ln 1795 1791 1526 1742 1791 1643 1742 1716 1567 1742 1716 Q Serve(g_s), s 30.6 14.7 14.1 14.4 32.0 32.2 13.7 43.4 3.1 13.3 36.7 Cycle Q Clear(g_c), s 30.6 14.7 14.1 14.4 32.0 32.2 13.7 43.4 3.1 13.3 36.7 Prop In Lane 1.00 1.00 1.00 0.63 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 395 1247 531 393 432 396 871 1630 496 941 1716 V/C Ratio(X) 0.94 0.38 0.46 0.86 0.91 0.92 0.43 0.94 0.09 0.40 0.81 Avail Cap(c_a), veh/h 395 1247 531 532 436 400 871 1630 496 941 1716 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 Upstream Filter(I) 0.84 0.84 0.84 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.6 36.7 21.2 65.4 55.3 55.6 47.3 49.9 33.9 44.8 45.6 Incr Delay (d2), s/veh 27.2 0.1 0.2 0.9 2.9 3.4 0.1 12.0 0.4 0.1 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 %ile BackOfQ(50%),veh/ln 16.8 6.5 5.1 6.4 14.7 13.7 6.0 20.2 1.3 5.8 16.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.7 36.7 21.4 66.3 58.2 58.9 47.4 61.9 34.3 44.9 49.7 LnGrp LOS F D C E E E D E C D D
Approach Vol, veh/h 1087 1095 1957 2032
Approach Delay, s/veh 49.7 61.0 58.4 46.2
Approach LOS D E E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 40.6 54.1 36.0 40.8 43.6 51.1 19.9 56.8 Change Period (Y+Rc), s 3.5 4.6 3.5 * 5.1 3.5 4.1 3.5 5.1 Max Green Setting (Gmax), s 16.7 49.5 32.5 * 36 19.7 47.0 22.4 44.7 Max Q Clear Time (g_c+I1), s 15.7 38.7 32.6 34.2 15.3 45.4 16.4 16.7 Green Ext Time (p_c), s 0.0 1.9 0.0 0.3 0.0 0.7 0.0 0.5 Intersection Summary
HCM 6th Ctrl Delay 53.3
HCM 6th LOS D
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
27: El Camino Real/El Camino Real & San Bruno Avenue W 08/19/2020 Southline 08/19/2020 CPP No Intersection PM Synchro 10 Report