Attachment 2 - Feasibility Report — South San Francisco City Council, May 28, 2025 (part 4 of 4)

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 91 1230 186 38 863 284 25 12 17 101 47 117 Future Volume (vph) 91 1230 186 38 863 284 25 12 17 101 47 117 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.8 4.5 4.8 4.8 4.6 4.6 4.7 4.7 4.7 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 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 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 0.91 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.98 1.00 Satd. Flow (prot) 1770 3345 1770 3438 1564 1770 1687 1681 1737 1560 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.98 1.00 Satd. Flow (perm) 1770 3345 1770 3438 1564 1770 1687 1681 1737 1560 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) 96 1295 196 40 908 299 26 13 18 106 49 123 RTOR Reduction (vph) 0 5 0 0 0 80 0 17 0 0 0 112
Lane Group Flow (vph) 96 1486 0 40 908 219 26 14 0 76 79 11 Confl. Peds. (#/hr) 1 3 1 1
Confl. Bikes (#/hr) 1 1
Heavy Vehicles (%) 2% 6% 2% 2% 5% 2% 2% 2% 2% 2% 2% 2%
Turn Type Prot NA Prot NA Perm Split NA Split NA Perm
Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 6 3
Actuated Green, G (s) 11.1 82.9 8.4 81.2 81.2 7.4 7.4 11.7 11.7 11.7 Effective Green, g (s) 11.1 82.9 8.4 81.2 81.2 7.4 7.4 11.7 11.7 11.7 Actuated g/C Ratio 0.09 0.64 0.06 0.62 0.62 0.06 0.06 0.09 0.09 0.09 Clearance Time (s) 4.5 5.8 4.5 4.8 4.8 4.6 4.6 4.7 4.7 4.7 Vehicle Extension (s) 3.0 4.0 3.0 4.0 4.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 151 2133 114 2147 976 100 96 151 156 140 v/s Ratio Prot c0.05 c0.44 0.02 0.26 c0.01 0.01 0.05 c0.05 v/s Ratio Perm 0.14 0.01
v/c Ratio 0.64 0.70 0.35 0.42 0.22 0.26 0.15 0.50 0.51 0.08 Uniform Delay, d1 57.5 15.4 58.2 12.4 10.7 58.7 58.3 56.4 56.4 54.2 Progression Factor 1.21 1.54 0.84 1.30 2.28 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.7 1.1 1.3 0.4 0.4 1.4 0.7 2.6 2.6 0.2 Delay (s) 74.6 24.7 50.5 16.6 24.7 60.1 59.0 59.0 59.0 54.5 Level of Service E C D B C E E E E D
Approach Delay (s) 27.8 19.6 59.5 57.0
Approach LOS C B E E
Intersection Summary
HCM 2000 Control Delay 27.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 71.5% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
11: El Camino Real & Westborough Blvd/Chestnut Ave #1 08/27/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 234 659 455 314 702 104 419 534 332 178 506 64 Future Volume (vph) 234 659 455 314 702 104 419 534 332 178 506 64 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.2 3.7 3.7 4.2 3.7 3.7 4.2 5.5 5.5 4.2 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00 0.98 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1560 3433 3539 1561 3433 3406 1553 3433 4893 1563 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1560 3433 3539 1561 3433 3406 1553 3433 4893 1563 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) 246 694 479 331 739 109 441 562 349 187 533 67 RTOR Reduction (vph) 0 0 268 0 0 81 0 0 221 0 0 47
Lane Group Flow (vph) 246 694 211 331 739 28 441 562 128 187 533 20 Confl. Peds. (#/hr) 2 1 6
Confl. Bikes (#/hr) 1 1 1
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 6% 2% 2% 6% 2%
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 1 6 5 2
Permitted Phases 8 4 6 2
Actuated Green, G (s) 20.3 35.8 35.8 16.5 33.0 33.0 20.4 47.3 47.3 12.8 39.7 39.7 Effective Green, g (s) 20.3 35.8 35.8 16.5 33.0 33.0 20.4 47.3 47.3 12.8 39.7 39.7 Actuated g/C Ratio 0.16 0.28 0.28 0.13 0.25 0.25 0.16 0.36 0.36 0.10 0.31 0.31 Clearance Time (s) 3.2 3.7 3.7 4.2 3.7 3.7 4.2 5.5 5.5 4.2 5.5 5.5 Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 2.5 2.2 4.0 4.0 2.2 4.0 4.0 Lane Grp Cap (vph) 276 974 429 435 898 396 538 1239 565 338 1494 477 v/s Ratio Prot c0.14 c0.20 0.10 c0.21 c0.13 c0.17 c0.05 0.11 v/s Ratio Perm 0.14 0.02 0.08 0.01
v/c Ratio 0.89 0.71 0.49 0.76 0.82 0.07 0.82 0.45 0.23 0.55 0.36 0.04 Uniform Delay, d1 53.8 42.5 39.5 54.8 45.7 36.8 53.0 31.5 28.7 55.9 35.2 31.8 Progression Factor 1.07 0.46 0.63 0.91 0.68 1.80 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 22.5 1.8 0.5 6.6 5.8 0.1 9.1 1.2 0.9 1.3 0.7 0.2 Delay (s) 80.2 21.3 25.3 56.6 36.9 66.5 62.1 32.7 29.6 57.2 35.9 31.9 Level of Service F C C E D E E C C E D C
Approach Delay (s) 32.8 45.2 41.5 40.6
Approach LOS C D D D
Intersection Summary
HCM 2000 Control Delay 39.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 17.6 Intersection Capacity Utilization 85.1% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
12: Antoinette Lane & Westborough Blvd/Chestnut Ave #1/Westborough Blvd/Chestnut Ave 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 21 1004 144 79 962 15 138 3 27 16 0 21 Future Volume (vph) 21 1004 144 79 962 15 138 3 27 16 0 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.1 4.5 4.7 5.9 5.9
Lane Util. Factor 1.00 0.95 1.00 0.91 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00
Frt 1.00 0.98 1.00 1.00 0.98 0.92
Flt Protected 0.95 1.00 0.95 1.00 0.96 0.98
Satd. Flow (prot) 1770 3345 1770 4928 1728 1654
Flt Permitted 0.95 1.00 0.95 1.00 0.74 0.87
Satd. Flow (perm) 1770 3345 1770 4928 1325 1465
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) 22 1057 152 83 1013 16 145 3 28 17 0 22 RTOR Reduction (vph) 0 7 0 0 1 0 0 6 0 0 32 0
Lane Group Flow (vph) 22 1202 0 83 1028 0 0 170 0 0 7 0 Confl. Peds. (#/hr) 3 7 10 11 11 10
Confl. Bikes (#/hr) 2 2 2
Heavy Vehicles (%) 2% 6% 2% 2% 5% 2% 2% 2% 2% 2% 2% 2%
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 5 13 2 1 9 6 4 4
Permitted Phases 4 4
Actuated Green, G (s) 10.4 67.4 20.6 78.0 22.5 22.5
Effective Green, g (s) 10.4 67.4 20.6 78.0 22.5 22.5
Actuated g/C Ratio 0.08 0.52 0.16 0.60 0.17 0.17
Clearance Time (s) 5.1 4.7 5.9 5.9
Vehicle Extension (s) 3.0 3.0 3.5 3.5
Lane Grp Cap (vph) 141 1734 280 2956 229 253
v/s Ratio Prot 0.01 c0.36 c0.05 c0.21
v/s Ratio Perm c0.13 0.00
v/c Ratio 0.16 0.69 0.30 0.35 0.74 0.03
Uniform Delay, d1 55.7 23.5 48.3 13.1 51.0 44.7
Progression Factor 1.01 0.43 1.46 0.53 1.00 1.00
Incremental Delay, d2 0.4 1.9 0.2 0.3 12.6 0.1
Delay (s) 56.7 12.0 70.8 7.2 63.6 44.7
Level of Service E B E A E D
Approach Delay (s) 12.8 12.0 63.6 44.7
Approach LOS B B E D
Intersection Summary
HCM 2000 Control Delay 16.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.5 Intersection Capacity Utilization 73.0% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 170 462 510 156 483 184 261 354 147 199 498 170 Future Volume (vph) 170 462 510 156 483 184 261 354 147 199 498 170 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 4.6 3.5 3.0 4.6 3.5 5.9 3.0 5.8 Lane Util. Factor 1.00 0.91 0.91 1.00 0.95 0.97 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 0.85 1.00 0.96 1.00 0.96 1.00 0.96
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 3219 1428 1770 3393 3433 3383 1770 3392 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 3219 1428 1770 3393 3433 3383 1770 3392 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) 179 486 537 164 508 194 275 373 155 209 524 179 RTOR Reduction (vph) 0 34 56 0 29 0 0 36 0 0 27 0
Lane Group Flow (vph) 179 672 261 164 673 0 275 492 0 209 676 0 Confl. Peds. (#/hr) 1
Confl. Bikes (#/hr) 2
Turn Type Prot NA pm+ov Prot NA Prot NA Prot NA
Protected Phases 3 8 1 7 4 1 6 5 2
Permitted Phases 8
Actuated Green, G (s) 16.1 48.3 68.3 15.2 47.4 20.0 31.6 18.4 29.6 Effective Green, g (s) 16.1 48.3 68.3 15.2 47.4 20.0 31.6 18.4 29.6 Actuated g/C Ratio 0.12 0.37 0.53 0.12 0.36 0.15 0.24 0.14 0.23 Clearance Time (s) 3.0 4.6 3.5 3.0 4.6 3.5 5.9 3.0 5.8
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 219 1195 750 206 1237 528 822 250 772 v/s Ratio Prot c0.10 c0.21 0.05 0.09 0.20 0.08 0.15 c0.12 c0.20 v/s Ratio Perm 0.13
v/c Ratio 0.82 0.56 0.35 0.80 0.54 0.52 0.60 0.84 0.88
Uniform Delay, d1 55.5 32.5 17.9 55.9 32.7 50.6 43.6 54.3 48.4 Progression Factor 1.00 1.00 1.00 1.27 0.45 1.00 1.00 1.00 1.00 Incremental Delay, d2 19.6 1.9 0.1 14.1 1.3 0.4 0.8 20.0 10.6 Delay (s) 75.1 34.4 18.0 85.3 15.9 51.0 44.4 74.4 59.0
Level of Service E C B F B D D E E
Approach Delay (s) 36.1 29.1 46.7 62.5
Approach LOS D C D E
Intersection Summary
HCM 2000 Control Delay 43.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.9 Intersection Capacity Utilization 93.1% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 08/27/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 170 462 510 156 483 184 261 354 147 199 498 170 Future Volume (vph) 170 462 510 156 483 184 261 354 147 199 498 170 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 4.6 3.5 3.0 4.6 3.5 5.9 3.0 5.8 Lane Util. Factor 1.00 0.91 0.91 1.00 0.95 0.97 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 0.85 1.00 0.96 1.00 0.96 1.00 0.96
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 3218 1427 1770 3393 3433 3383 1770 3392 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 3218 1427 1770 3393 3433 3383 1770 3392 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) 179 486 537 164 508 194 275 373 155 209 524 179 RTOR Reduction (vph) 0 32 71 0 28 0 0 35 0 0 28 0
Lane Group Flow (vph) 179 674 246 164 674 0 275 493 0 209 675 0 Confl. Peds. (#/hr) 1
Confl. Bikes (#/hr) 2
Turn Type Prot NA pm+ov Prot NA Prot NA Prot NA
Protected Phases 3 8 1 7 4 1 6 5 2
Permitted Phases 8
Actuated Green, G (s) 16.9 47.2 67.2 15.8 46.1 20.0 31.4 19.1 30.1 Effective Green, g (s) 16.9 47.2 67.2 15.8 46.1 20.0 31.4 19.1 30.1 Actuated g/C Ratio 0.13 0.36 0.52 0.12 0.35 0.15 0.24 0.15 0.23 Clearance Time (s) 3.0 4.6 3.5 3.0 4.6 3.5 5.9 3.0 5.8
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 230 1168 737 215 1203 528 817 260 785 v/s Ratio Prot c0.10 c0.21 0.05 0.09 0.20 0.08 0.15 c0.12 c0.20 v/s Ratio Perm 0.12
v/c Ratio 0.78 0.58 0.33 0.76 0.56 0.52 0.60 0.80 0.86
Uniform Delay, d1 54.7 33.4 18.3 55.3 33.8 50.6 43.8 53.6 47.9 Progression Factor 1.00 1.00 1.00 1.29 0.46 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.0 2.1 0.1 10.6 1.5 0.4 0.9 15.5 9.2 Delay (s) 68.7 35.4 18.4 81.8 17.0 51.0 44.6 69.1 57.1
Level of Service E D B F B D D E E
Approach Delay (s) 35.9 29.3 46.8 59.9
Approach LOS D C D E
Intersection Summary
HCM 2000 Control Delay 42.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.9 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group

WITH MITIGATION CONDITION
Queues
1: Junipero Serra Blvd #2/Junipero Serra Blvd & Hickey Blvd 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 298 735 136 341 395 89 198 82 216 298 134 v/c Ratio 0.20 0.49 0.28 0.67 0.70 0.52 0.59 0.27 0.79 0.55 0.36 Control Delay 8.0 12.0 41.2 49.6 8.7 63.1 59.9 2.2 67.9 50.1 7.2 Queue Delay 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.4 12.3 41.2 49.6 8.7 63.1 59.9 2.2 67.9 50.1 7.2 Queue Length 50th (ft) 38 210 37 96 0 67 78 0 162 113 0 Queue Length 95th (ft) 123 318 51 125 40 121 119 0 236 152 39 Internal Link Dist (ft) 115 884 703 512
Turn Bay Length (ft) 330 450 280 200 550 150
Base Capacity (vph) 1468 1498 760 784 658 184 348 305 361 701 433 Starvation Cap Reductn 744 246 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.41 0.59 0.18 0.43 0.60 0.48 0.57 0.27 0.60 0.43 0.31 Intersection Summary
Queues
2: Junipero Serra Blvd #2/Junipero Serra Blvd #2 & King Dr 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 205 108 256 217 228 162 196 133 101 273 173 v/c Ratio 0.61 0.34 0.53 0.63 0.64 0.71 0.21 0.26 0.49 0.36 0.37 Control Delay 33.8 28.1 8.4 33.5 27.8 50.8 22.8 6.8 39.6 24.5 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.8 28.1 8.4 33.5 27.8 50.8 22.8 6.8 39.6 24.5 7.1 Queue Length 50th (ft) 71 36 0 75 58 59 32 0 36 46 0
Queue Length 95th (ft) 160 91 58 167 146 #204 73 43 #115 97 48 Internal Link Dist (ft) 157 116 2322 306
Turn Bay Length (ft) 100 200 200 200
Base Capacity (vph) 600 933 920 600 888 228 1258 648 228 1258 674 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.34 0.12 0.28 0.36 0.26 0.71 0.16 0.21 0.44 0.22 0.26 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
3: Junipero Serra Blvd #2/Junipero Serra Blvd #2 & Arroyo Dr 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 163 59 521 66 685
v/c Ratio 0.37 0.14 0.30 0.19 0.32
Control Delay 14.7 5.7 9.0 15.6 5.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 14.7 5.7 9.0 15.6 5.3
Queue Length 50th (ft) 14 0 20 6 30
Queue Length 95th (ft) 77 20 90 42 67
Internal Link Dist (ft) 98 397 2322
Turn Bay Length (ft) 60
Base Capacity (vph) 1268 1151 2873 576 3422
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.13 0.05 0.18 0.11 0.20
Intersection Summary
Queues
4: Junipero Serra Blvd #2 & Westborough Blvd #1 & NB I-280 On-Ramp 08/27/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT WBL WBT WBR2 NBL2 NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 123 1354 75 843 140 500 244 417 287 169 526 141 v/c Ratio 0.63 0.92 0.37 0.74 0.23 0.84 0.87 0.72 0.55 0.60 0.94 0.56 Control Delay 67.6 38.2 75.0 15.6 3.1 63.4 79.5 56.4 11.2 60.8 79.7 60.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.6 38.2 75.0 15.6 3.1 63.4 79.5 56.4 11.2 60.8 79.7 60.1 Queue Length 50th (ft) 91 363 34 177 25 233 244 201 15 134 233 111 Queue Length 95th (ft) 147 #677 62 #269 19 306 #412 270 98 212 #341 183 Internal Link Dist (ft) 358 826 799 474
Turn Bay Length (ft) 350 130 600 600 160 500 350
Base Capacity (vph) 258 1478 316 1137 618 639 300 620 537 283 566 253 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.48 0.92 0.24 0.74 0.23 0.78 0.81 0.67 0.53 0.60 0.93 0.56 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
5: Junipero Serra Blvd/Junipero Serra Blvd #2 & Avalon Dr 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT WBT WBR NBL NBT SBL SBR
Lane Group Flow (vph) 75 66 189 347 115 1127 211 593
v/c Ratio 0.52 0.22 0.63 0.69 0.09 0.65 0.49 0.83
Control Delay 37.5 24.6 34.4 13.0 3.1 14.6 29.1 14.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.5 24.6 34.4 13.0 3.1 14.6 29.1 14.2
Queue Length 50th (ft) 25 21 64 15 9 136 37 0
Queue Length 95th (ft) 66 54 130 88 26 268 70 #140
Internal Link Dist (ft) 112 81 603
Turn Bay Length (ft) 1000 500
Base Capacity (vph) 565 1173 1173 1107 1433 1827 641 777 Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.13 0.06 0.16 0.31 0.08 0.62 0.33 0.76 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
6: Oakmont Dr/Callan Blvd & Westborough Blvd #1 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT WBL WBT NBT NBR SBL SBT SBR
Lane Group Flow (vph) 125 725 139 1059 160 43 257 115 107 v/c Ratio 0.65 0.47 0.71 0.72 0.72 0.14 0.81 0.34 0.27
Control Delay 64.8 20.9 50.4 12.8 72.3 1.0 69.6 47.8 4.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 64.8 20.9 50.4 12.8 72.3 1.0 69.6 47.8 4.4
Queue Length 50th (ft) 106 219 115 77 132 0 211 86 0
Queue Length 95th (ft) m171 303 m#198 #564 198 0 286 133 25 Internal Link Dist (ft) 633 516 713 608
Turn Bay Length (ft) 145 125 80 125 125
Base Capacity (vph) 193 1536 197 1476 409 451 403 425 462 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.65 0.47 0.71 0.72 0.39 0.10 0.64 0.27 0.23 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Queues
7: Galway Dr & Westborough Blvd #1 08/07/2024
Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT WBL WBT NBT NBR SBT
Lane Group Flow (vph) 18 1056 62 1138 71 64 403
v/c Ratio 0.16 0.57 0.50 0.57 0.18 0.12 0.89
Control Delay 42.0 11.7 92.9 4.7 31.6 2.0 59.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.0 11.7 92.9 4.7 31.6 2.0 59.9
Queue Length 50th (ft) 14 146 49 23 44 0 298
Queue Length 95th (ft) m24 242 m60 110 74 11 387
Internal Link Dist (ft) 805 1301 226 482
Turn Bay Length (ft) 130 125 40
Base Capacity (vph) 115 1866 142 2002 502 670 572
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.16 0.57 0.44 0.57 0.14 0.10 0.70
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
8: Gellert Blvd & Westborough Blvd #1 08/07/2024
Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 119 1174 124 1085 299 26 57 277 330 359 88 v/c Ratio 0.62 0.82 0.87 0.81 0.42 0.11 0.23 0.84 0.90 0.86dl 0.19 Control Delay 52.4 40.9 93.1 30.7 8.5 47.1 50.1 48.1 76.0 45.4 1.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.4 40.9 93.1 30.7 8.5 47.1 50.1 48.1 76.0 45.4 1.7 Queue Length 50th (ft) 100 514 111 384 57 20 44 116 290 141 0 Queue Length 95th (ft) m164 #729 #213 #657 147 44 79 204 #457 192 7 Internal Link Dist (ft) 1301 560 233 336
Turn Bay Length (ft) 145 280 370 90 155 155
Base Capacity (vph) 192 1427 142 1347 717 441 464 500 401 807 500 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.62 0.82 0.87 0.81 0.42 0.06 0.12 0.55 0.82 0.44 0.18 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal. dl Defacto Left Lane. Recode with 1 though lane as a left lane.

Queues
9: Westborough Blvd #1 & I-280 SB Off Ramp 08/07/2024
Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBT WBT SBL
Lane Group Flow (vph) 1432 1300 434
v/c Ratio 0.43 0.39 0.63
Control Delay 3.4 6.2 28.0
Queue Delay 0.0 0.0 0.0
Total Delay 3.4 6.2 28.0
Queue Length 50th (ft) 44 73 82
Queue Length 95th (ft) 34 169 115
Internal Link Dist (ft) 344 84 627
Turn Bay Length (ft)
Base Capacity (vph) 3356 3356 1077
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 29 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.43 0.39 0.40
Intersection Summary
Queues
10: W. Orange Avenue/Camaritas Avenue & Westborough Blvd/Chestnut Ave #1 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 96 1491 40 908 299 26 31 76 79 123 v/c Ratio 0.70 0.68 0.28 0.41 0.28 0.21 0.23 0.50 0.51 0.49 Control Delay 85.5 26.8 51.6 16.8 8.8 61.2 36.4 67.3 67.2 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 85.5 26.8 51.6 16.8 8.8 61.2 36.4 67.3 67.2 15.7 Queue Length 50th (ft) 78 666 31 174 70 21 10 65 68 0
Queue Length 95th (ft) m97 m714 m48 260 m122 52 43 116 120 58 Internal Link Dist (ft) 1072 535 411 745
Turn Bay Length (ft) 140 160 190 130 120
Base Capacity (vph) 142 2184 142 2195 1075 441 434 378 391 447 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.68 0.68 0.28 0.41 0.28 0.06 0.07 0.20 0.20 0.28 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
11: El Camino Real & Westborough Blvd/Chestnut Ave #1 08/27/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

Page 1 ends

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 246 694 479 331 739 109 441 562 349 187 533 67 v/c Ratio 0.89 0.71 0.69 0.76 0.82 0.22 0.82 0.45 0.44 0.55 0.36 0.13 Control Delay 83.9 22.8 10.0 61.1 39.0 5.3 66.0 34.3 5.4 62.6 37.8 7.3 Queue Delay 0.0 0.0 1.0 0.1 0.8 0.0 0.0 0.0 0.0 1.0 0.0 0.0 Total Delay 83.9 22.8 11.1 61.1 39.8 5.3 66.0 34.3 5.4 63.7 37.8 7.3 Queue Length 50th (ft) 175 204 145 71 316 30 185 192 1 78 132 0 Queue Length 95th (ft) #335 248 154 151 377 43 #264 268 74 119 179 32 Internal Link Dist (ft) 535 225 2015 643
Turn Bay Length (ft) 250 230 110 290 415 255
Base Capacity (vph) 296 1124 748 522 1097 579 555 1240 786 338 1494 530 Starvation Cap Reductn 0 0 100 4 135 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 22 40 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.83 0.62 0.74 0.64 0.77 0.19 0.79 0.45 0.46 0.63 0.36 0.13 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
12: Antoinette Lane & Westborough Blvd/Chestnut Ave #1/Westborough Blvd/Chestnut Ave 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 22 1209 83 1029 176 39
v/c Ratio 0.11 0.66 0.37 0.33 0.75 0.12
Control Delay 29.3 11.2 47.2 7.9 67.4 0.8
Queue Delay 0.0 0.7 0.0 0.0 0.0 0.0
Total Delay 29.3 11.9 47.2 8.0 67.4 0.8
Queue Length 50th (ft) 17 168 62 120 137 0
Queue Length 95th (ft) m23 267 87 282 205 0
Internal Link Dist (ft) 225 471 499 255
Turn Bay Length (ft) 140 165
Base Capacity (vph) 245 1826 258 3085 373 471
Starvation Cap Reductn 0 281 0 0 0 0
Spillback Cap Reductn 0 0 0 468 0 8
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.09 0.78 0.32 0.39 0.47 0.08
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 179 706 317 164 702 275 528 209 703 v/c Ratio 0.82 0.57 0.39 0.80 0.55 0.52 0.62 0.84 0.88
Control Delay 83.1 33.3 12.1 91.7 15.7 54.6 43.1 81.1 58.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 83.1 33.3 12.1 91.7 15.7 54.6 43.1 81.1 58.9 Queue Length 50th (ft) 147 246 96 113 201 111 193 171 288 Queue Length 95th (ft) #251 330 181 m#193 201 157 248 #277 352 Internal Link Dist (ft) 499 256 697 681
Turn Bay Length (ft) 220 100 250 330 270
Base Capacity (vph) 245 1228 821 232 1265 541 896 285 896 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.73 0.57 0.39 0.71 0.55 0.51 0.59 0.73 0.78 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Queues
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 08/28/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 179 706 317 164 702 275 528 209 703 v/c Ratio 0.78 0.59 0.39 0.77 0.57 0.52 0.62 0.81 0.87
Control Delay 77.2 34.8 11.1 88.8 16.9 54.6 43.6 76.0 57.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 77.2 34.8 11.1 88.8 16.9 54.6 43.6 76.0 57.0 Queue Length 50th (ft) 147 246 80 117 188 111 193 172 287 Queue Length 95th (ft) 224 348 173 m179 284 157 252 252 343 Internal Link Dist (ft) 499 256 697 681
Turn Bay Length (ft) 220 100 250 330 270
Base Capacity (vph) 285 1200 824 258 1232 541 869 326 947 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.63 0.59 0.38 0.64 0.57 0.51 0.61 0.64 0.74 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

WITH MITIGATION CONDITION
Arterial Level of Service
08/08/2024
Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

Page 1 ends

Arterial Level of Service: EB #1
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oakmont Dr III 34 39.9 20.9 60.8 0.33 19.7 C
Galway Dr III 33 33.7 11.7 45.4 0.28 22.2 C
Gellert Blvd III 35 31.4 40.9 72.3 0.26 13.0 E
I-280 SB Off Ramp III 35 24.2 3.4 27.6 0.20 26.3 B
Junipero Serra Blvd III 35 15.4 38.2 53.6 0.11 7.7 F
W. Orange Avenue III 33 103.6 26.8 130.4 0.94 25.8 B
El Camino Real III 30 16.4 22.8 39.2 0.12 10.7 E
Antoinette Lane III 30 9.0 11.2 20.2 0.06 10.3 E
Total III 273.6 175.9 449.5 2.30 18.4 C
Arterial Level of Service: WB #1
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS El Camino Real III 30 9.0 39.0 48.0 0.06 4.3 F
Camaritas Avenue III 30 16.4 16.8 33.2 0.12 12.6 E
Junipero Serra Blvd III 33 100.6 15.6 116.2 0.94 29.0 B I-280 SB Off Ramp III 35 15.4 6.2 21.6 0.11 19.0 C
Gellert Blvd III 35 24.2 30.7 54.9 0.20 13.2 E
Galway Dr III 35 31.4 4.7 36.1 0.26 26.1 B
Callan Blvd III 32 35.6 12.8 48.4 0.28 20.9 C
Skyline Blvd III 34 39.9 15.7 55.6 0.33 21.5 C
Total III 272.5 141.5 414.0 2.30 20.0 C
Arterial Level of Service: NB #2
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Westborough Blvd #1 II 34 59.8 56.4 116.2 0.56 17.5 D
Arroyo Dr II 37 24.4 9.0 33.4 0.20 21.0 D
King Dr II 50 37.3 22.8 60.1 0.45 27.3 C
Clay Ave II 30 68.5 0.8 69.3 0.57 29.6 B
Hickey Blvd II 35 29.8 59.9 89.7 0.25 10.1 F
Total II 219.8 148.9 368.7 2.04 19.9 D
Arterial Level of Service: SB #2
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Clay Ave II 30 31.8 1.0 32.8 0.25 27.5 C
King Dr II 32 65.0 24.5 89.5 0.57 22.9 C
Arroyo Dr II 50 37.3 5.3 42.6 0.45 38.4 A
NB I-280 On-Ramp II 38 22.5 79.7 102.2 0.20 6.9 F
Avalon Dr II 44 46.0 29.1 75.1 0.56 27.1 C
Total II 202.6 139.6 342.2 2.04 21.4 D
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024

ALTERNATIVE C - PM
HCM Signalized Intersection Capacity Analysis
1: Junipero Serra Blvd #2/Junipero Serra Blvd & Hickey Blvd 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (vph) 256 700 63 139 537 630 31 94 203 90 303 361 Future Volume (vph) 256 700 63 139 537 630 31 94 203 90 303 361 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.4 5.4 5.4 5.4 5.4 4.5 6.2 6.2 4.5 6.2 Lane Util. Factor 0.97 0.95 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 3492 3433 3539 1563 1770 3539 1583 1770 3539 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 3492 3433 3539 1563 1770 3539 1583 1770 3539 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) 269 737 66 146 565 663 33 99 214 95 319 380 RTOR Reduction (vph) 0 5 0 0 0 368 0 0 0 87 0 0
Lane Group Flow (vph) 269 798 0 146 565 295 0 132 214 8 319 380 Confl. Peds. (#/hr) 1 1
Turn Type Split NA Split NA Perm Prot Prot NA Perm Prot NA Protected Phases 4 4 3 3 1 1 6 5 2
Permitted Phases 3 6
Actuated Green, G (s) 34.6 34.6 37.0 37.0 37.0 14.1 10.8 10.8 26.1 22.8 Effective Green, g (s) 34.6 34.6 37.0 37.0 37.0 14.1 10.8 10.8 26.1 22.8 Actuated g/C Ratio 0.27 0.27 0.28 0.28 0.28 0.11 0.08 0.08 0.20 0.18 Clearance Time (s) 5.4 5.4 5.4 5.4 5.4 4.5 6.2 6.2 4.5 6.2 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 913 929 977 1007 444 191 294 131 355 620 v/s Ratio Prot 0.08 c0.23 0.04 0.16 c0.07 0.06 c0.18 0.11 v/s Ratio Perm c0.19 0.00
v/c Ratio 0.29 0.86 0.15 0.56 0.66 0.69 0.73 0.06 0.90 0.61 Uniform Delay, d1 38.0 45.4 34.7 39.6 41.0 55.9 58.2 54.9 50.7 49.5 Progression Factor 0.52 0.60 0.84 0.84 0.49 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 9.7 0.3 2.1 7.1 8.4 7.4 0.1 23.7 1.3 Delay (s) 20.4 37.0 29.4 35.3 27.3 64.2 65.6 55.0 74.4 50.8 Level of Service C D C D C E E D E D
Approach Delay (s) 32.8 30.8 62.9 57.1
Approach LOS C C E E
Intersection Summary
HCM 2000 Control Delay 41.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 21.5 Intersection Capacity Utilization 74.7% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
1: Junipero Serra Blvd #2/Junipero Serra Blvd & Hickey Blvd 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

Page 2 ends

Movement SBR
Lane Configurations
Traffic Volume (vph) 255
Future Volume (vph) 255
Ideal Flow (vphpl) 1900
Total Lost time (s) 6.2
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) 1583
Flt Permitted 1.00
Satd. Flow (perm) 1583
Peak-hour factor, PHF 0.95
Adj. Flow (vph) 268
RTOR Reduction (vph) 221
Lane Group Flow (vph) 47
Confl. Peds. (#/hr)
Turn Type Perm
Protected Phases
Permitted Phases 2
Actuated Green, G (s) 22.8
Effective Green, g (s) 22.8
Actuated g/C Ratio 0.18
Clearance Time (s) 6.2
Vehicle Extension (s) 2.0
Lane Grp Cap (vph) 277
v/s Ratio Prot
v/s Ratio Perm 0.03
v/c Ratio 0.17
Uniform Delay, d1 45.6
Progression Factor 1.00
Incremental Delay, d2 0.1
Delay (s) 45.7
Level of Service D
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis
2: Junipero Serra Blvd #2/Junipero Serra Blvd #2 & King Dr 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

Page 3 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 149 84 146 88 79 75 323 421 150 141 339 257 Future Volume (vph) 149 84 146 88 79 75 323 421 150 141 339 257 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 6.0 6.0 4.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1863 1583 1770 1726 1770 3539 1583 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1863 1583 1770 1726 1770 3539 1583 1770 3539 1583 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) 157 88 154 93 83 79 340 443 158 148 357 271 RTOR Reduction (vph) 0 0 124 0 46 0 0 0 111 0 0 208
Lane Group Flow (vph) 157 88 30 93 116 0 340 443 47 148 357 63 Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 3 8 7 4 1 6 5 2
Permitted Phases 8 6 2
Actuated Green, G (s) 9.6 13.2 13.2 6.5 10.1 14.2 20.1 20.1 9.9 15.8 15.8 Effective Green, g (s) 9.6 13.2 13.2 6.5 10.1 14.2 20.1 20.1 9.9 15.8 15.8 Actuated g/C Ratio 0.14 0.19 0.19 0.10 0.15 0.21 0.30 0.30 0.15 0.23 0.23 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 6.0 6.0 4.0 6.0 6.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 5.0 5.0 2.0 5.0 5.0 Lane Grp Cap (vph) 250 363 308 169 257 371 1050 469 258 825 369 v/s Ratio Prot c0.09 c0.05 0.05 c0.07 c0.19 c0.13 0.08 0.10 v/s Ratio Perm 0.02 0.03 0.04
v/c Ratio 0.63 0.24 0.10 0.55 0.45 0.92 0.42 0.10 0.57 0.43 0.17 Uniform Delay, d1 27.4 23.0 22.4 29.2 26.3 26.2 19.1 17.2 26.9 22.1 20.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.5 0.1 0.1 2.2 0.5 26.3 0.6 0.2 1.9 0.8 0.5 Delay (s) 30.9 23.2 22.4 31.4 26.7 52.4 19.7 17.4 28.8 22.9 21.2 Level of Service C C C C C D B B C C C
Approach Delay (s) 25.9 28.4 31.1 23.4
Approach LOS C C C C
Intersection Summary
HCM 2000 Control Delay 27.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 67.7 Sum of lost time (s) 18.0 Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
3: Junipero Serra Blvd #2/Junipero Serra Blvd #2 & Arroyo Dr 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

Page 4 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 105 45 829 170 62 528
Future Volume (vph) 105 45 829 170 62 528
Ideal Flow (vphpl) 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 1.00 0.95 1.00 0.95
Frt 1.00 0.85 0.97 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 3449 1770 3539
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 1583 3449 1770 3539
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 111 47 873 179 65 556
RTOR Reduction (vph) 0 41 19 0 0 0
Lane Group Flow (vph) 111 6 1033 0 65 556
Turn Type Prot Perm NA Prot NA
Protected Phases 4 6 5 2
Permitted Phases 4
Actuated Green, G (s) 6.2 6.2 24.3 3.8 32.1
Effective Green, g (s) 6.2 6.2 24.3 3.8 32.1
Actuated g/C Ratio 0.13 0.13 0.52 0.08 0.69
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 237 211 1810 145 2453
v/s Ratio Prot c0.06 c0.30 c0.04 0.16
v/s Ratio Perm 0.00
v/c Ratio 0.47 0.03 0.57 0.45 0.23
Uniform Delay, d1 18.5 17.4 7.5 20.3 2.6
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.5 0.0 0.3 0.8 0.0
Delay (s) 19.1 17.5 7.7 21.1 2.6
Level of Service B B A C A
Approach Delay (s) 18.6 7.7 4.5
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 7.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 46.3 Sum of lost time (s) 12.0 Intersection Capacity Utilization 48.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
4: Junipero Serra Blvd #2 & Westborough Blvd #1 & NB I-280 On-Ramp 08/08/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 166 730 215 167 286 322 293 867 59 540 218 146 Future Volume (vph) 166 730 215 167 286 322 293 867 59 540 218 146 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.0 3.0 5.3 5.3 5.7 5.7 5.7 5.7 5.2 Lane Util. Factor 1.00 0.95 0.97 0.95 1.00 0.86 0.81 0.81 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1.00 1.00 Frt 1.00 0.97 1.00 0.92 0.85 1.00 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 0.95 Satd. Flow (prot) 1770 3409 3433 3258 1583 3044 1433 3004 1563 1770 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 0.95 Satd. Flow (perm) 1770 3409 3433 3258 1583 3044 1433 3004 1563 1770 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) 175 768 226 176 301 339 308 913 62 568 229 154 RTOR Reduction (vph) 0 19 0 0 0 0 149 0 0 0 125 0
Lane Group Flow (vph) 175 975 0 176 640 0 159 612 307 624 104 154 Confl. Bikes (#/hr) 1 1
Turn Type Prot NA Prot NA Perm Split Split NA Perm Split Protected Phases 5 2 9 1 6 9 7 7 7 8
Permitted Phases 6 9 7
Actuated Green, G (s) 13.7 46.7 10.7 43.4 43.4 32.2 32.2 32.2 32.2 19.0 Effective Green, g (s) 13.7 46.7 10.7 43.4 43.4 32.2 32.2 32.2 32.2 19.0 Actuated g/C Ratio 0.11 0.36 0.08 0.33 0.33 0.25 0.25 0.25 0.25 0.15 Clearance Time (s) 3.0 3.0 5.7 5.7 5.7 5.7 5.2
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 186 1224 282 1087 528 753 354 744 387 258 v/s Ratio Prot c0.10 c0.29 0.05 0.20 0.20 c0.21 0.21 0.09 v/s Ratio Perm 0.10 0.07
v/c Ratio 0.94 0.80 0.62 0.59 0.30 0.81 0.87 0.84 0.27 0.60 Uniform Delay, d1 57.7 37.4 57.7 35.9 32.1 46.1 46.9 46.4 39.4 51.9 Progression Factor 1.12 1.06 0.77 0.57 0.66 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 47.1 3.3 2.9 0.5 0.1 6.3 18.9 7.9 0.1 2.5 Delay (s) 111.9 42.9 47.5 21.0 21.3 52.4 65.7 54.3 39.6 54.4 Level of Service F D D C C D E D D D
Approach Delay (s) 53.2 25.3 53.7
Approach LOS D C D
Intersection Summary
HCM 2000 Control Delay 48.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.85
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 21.7 Intersection Capacity Utilization 74.5% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
4: Junipero Serra Blvd #2 & Westborough Blvd #1 & NB I-280 On-Ramp 08/08/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

Page 2 ends

Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 292 195
Future Volume (vph) 292 195
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 5.2 5.2
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 0.99
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 3539 1562
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3539 1562
Peak-hour factor, PHF 0.95 0.95
Adj. Flow (vph) 307 205
RTOR Reduction (vph) 0 0
Lane Group Flow (vph) 307 205
Confl. Bikes (#/hr) 1
Turn Type NA Perm
Protected Phases 8
Permitted Phases 8
Actuated Green, G (s) 19.0 19.0
Effective Green, g (s) 19.0 19.0
Actuated g/C Ratio 0.15 0.15
Clearance Time (s) 5.2 5.2
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 517 228
v/s Ratio Prot 0.09
v/s Ratio Perm c0.13
v/c Ratio 0.59 0.90
Uniform Delay, d1 51.9 54.6
Progression Factor 1.00 1.00
Incremental Delay, d2 1.2 32.8
Delay (s) 53.1 87.3
Level of Service D F
Approach Delay (s) 63.9
Approach LOS E
Intersection Summary
HCM Signalized Intersection Capacity Analysis
5: Junipero Serra Blvd/Junipero Serra Blvd #2 & Avalon Dr 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

Page 7 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 65 25 0 0 126 172 180 1447 135 233 0 441 Future Volume (vph) 65 25 0 0 126 172 180 1447 135 233 0 441 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.6 3.6 3.6 3.6 3.6 5.2 4.6 4.6
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 0.97 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.99 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) 1770 1863 1863 1583 1770 3494 3433 1583 Flt Permitted 0.55 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1028 1863 1863 1583 1770 3494 3433 1583 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) 68 26 0 0 133 181 189 1523 142 245 0 464 RTOR Reduction (vph) 0 0 0 0 0 159 0 5 0 0 0 414
Lane Group Flow (vph) 68 26 0 0 133 22 189 1660 0 245 0 50 Turn Type Perm NA NA Perm Prot NA Prot Perm
Protected Phases 4 4 6 2 1
Permitted Phases 4 4 1
Actuated Green, G (s) 9.0 9.0 9.0 9.0 58.1 43.9 8.0 8.0 Effective Green, g (s) 9.0 9.0 9.0 9.0 58.1 43.9 8.0 8.0 Actuated g/C Ratio 0.12 0.12 0.12 0.12 0.78 0.59 0.11 0.11 Clearance Time (s) 3.6 3.6 3.6 3.6 3.6 5.2 4.6 4.6
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 124 225 225 191 1384 2064 369 170
v/s Ratio Prot 0.01 c0.07 0.11 c0.48 c0.07
v/s Ratio Perm 0.07 0.01 0.03
v/c Ratio 0.55 0.12 0.59 0.11 0.14 0.80 0.66 0.29
Uniform Delay, d1 30.7 29.1 30.9 29.1 2.0 11.9 31.9 30.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.6 0.1 2.8 0.1 0.0 2.2 3.5 0.4
Delay (s) 33.4 29.2 33.7 29.2 2.0 14.1 35.3 30.9
Level of Service C C C C A B D C
Approach Delay (s) 32.2 31.1 12.9 32.4
Approach LOS C C B C
Intersection Summary
HCM 2000 Control Delay 20.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75
Actuated Cycle Length (s) 74.3 Sum of lost time (s) 13.4 Intersection Capacity Utilization 78.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
6: Oakmont Dr/Callan Blvd & Westborough Blvd #1 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 136 382 38 81 773 341 76 82 57 268 90 160 Future Volume (vph) 136 382 38 81 773 341 76 82 57 268 90 160 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.1 4.5 5.1 4.9 4.9 4.8 4.8 4.8 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 0.98 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.95 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.98 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3484 1770 3354 1819 1559 1770 1863 1562 Flt Permitted 0.95 1.00 0.95 1.00 0.98 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3484 1770 3354 1819 1559 1770 1863 1562 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) 143 402 40 85 814 359 80 86 60 282 95 168 RTOR Reduction (vph) 0 4 0 0 33 0 0 0 52 0 0 135
Lane Group Flow (vph) 143 438 0 85 1140 0 0 166 8 282 95 33 Confl. Peds. (#/hr) 1 1 1 1 1 1
Confl. Bikes (#/hr) 2 1
Turn Type Prot NA Prot NA Split NA Perm Split NA Perm
Protected Phases 1 6 5 2 3 3 4 4
Permitted Phases 3 4
Actuated Green, G (s) 15.2 57.6 11.5 53.9 16.3 16.3 25.3 25.3 25.3 Effective Green, g (s) 15.2 57.6 11.5 53.9 16.3 16.3 25.3 25.3 25.3 Actuated g/C Ratio 0.12 0.44 0.09 0.41 0.13 0.13 0.19 0.19 0.19 Clearance Time (s) 4.5 5.1 4.5 5.1 4.9 4.9 4.8 4.8 4.8
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 206 1543 156 1390 228 195 344 362 303 v/s Ratio Prot c0.08 0.13 0.05 c0.34 c0.09 c0.16 0.05
v/s Ratio Perm 0.00 0.02
v/c Ratio 0.69 0.28 0.54 0.82 0.73 0.04 0.82 0.26 0.11
Uniform Delay, d1 55.2 23.1 56.7 33.8 54.7 50.0 50.2 44.4 43.1 Progression Factor 1.12 0.78 0.58 0.28 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.5 0.3 1.7 4.6 9.4 0.0 13.4 0.1 0.1 Delay (s) 67.5 18.3 34.9 13.9 64.1 50.0 63.6 44.6 43.1
Level of Service E B C B E D E D D
Approach Delay (s) 30.3 15.3 60.4 54.0
Approach LOS C B E D
Intersection Summary
HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.3 Intersection Capacity Utilization 73.4% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
7: Galway Dr & Westborough Blvd #1 08/07/2024
Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

Page 9 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 39 666 2 80 1149 195 4 13 43 116 13 42 Future Volume (vph) 39 666 2 80 1149 195 4 13 43 116 13 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.1 4.5 5.1 5.2 5.2 5.0
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 0.99 1.00
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 0.97
Flt Protected 0.95 1.00 0.95 1.00 0.99 1.00 0.97
Satd. Flow (prot) 1770 3538 1770 3450 1841 1562 1734
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.79
Satd. Flow (perm) 1770 3538 1770 3450 1769 1562 1409
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) 41 701 2 84 1209 205 4 14 45 122 14 44
RTOR Reduction (vph) 0 0 0 0 8 0 0 0 38 0 10 0
Lane Group Flow (vph) 41 703 0 84 1406 0 0 18 7 0 170 0 Confl. Peds. (#/hr) 1 4 1 1 4
Confl. Bikes (#/hr) 2
Turn Type Prot NA Prot NA Perm NA Perm Perm NA
Protected Phases 1 6 5 2 4 8
Permitted Phases 4 4 8
Actuated Green, G (s) 6.8 84.4 10.9 88.5 19.9 19.9 20.1 Effective Green, g (s) 6.8 84.4 10.9 88.5 19.9 19.9 20.1 Actuated g/C Ratio 0.05 0.65 0.08 0.68 0.15 0.15 0.15
Clearance Time (s) 4.5 5.1 4.5 5.1 5.2 5.2 5.0
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 92 2296 148 2348 270 239 217
v/s Ratio Prot c0.02 0.20 0.05 c0.41
v/s Ratio Perm 0.01 0.00 c0.12
v/c Ratio 0.45 0.31 0.57 0.60 0.07 0.03 0.78
Uniform Delay, d1 59.8 10.0 57.3 11.2 47.1 46.8 52.9
Progression Factor 0.74 0.17 1.36 0.38 1.00 1.00 1.00
Incremental Delay, d2 1.2 0.3 1.8 0.7 0.0 0.0 15.5
Delay (s) 45.5 2.0 79.9 4.9 47.1 46.8 68.3
Level of Service D A E A D D E
Approach Delay (s) 4.4 9.1 46.9 68.3
Approach LOS A A D E
Intersection Summary
HCM 2000 Control Delay 12.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 14.8 Intersection Capacity Utilization 74.7% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
8: Gellert Blvd & Westborough Blvd #1 08/07/2024
Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

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Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (vph) 126 612 87 42 168 1239 438 45 55 185 514 52 Future Volume (vph) 126 612 87 42 168 1239 438 45 55 185 514 52 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.1 4.5 5.1 5.1 5.1 5.1 5.1 5.1 5.1 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.91 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 Satd. Flow (prot) 1770 3467 1770 3539 1529 1770 1863 1583 1610 3255 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 Satd. Flow (perm) 1770 3467 1770 3539 1529 1770 1863 1583 1610 3255 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) 133 644 92 44 177 1304 461 47 58 195 541 55 RTOR Reduction (vph) 0 6 0 0 0 0 161 0 0 129 0 0
Lane Group Flow (vph) 133 730 0 0 221 1304 300 47 58 66 270 326 Confl. Peds. (#/hr) 8
Confl. Bikes (#/hr) 1
Turn Type Prot NA Prot Prot NA Perm Split NA Perm Split NA Protected Phases 1 6 5 5 2 7 7 8 8
Permitted Phases 2 7
Actuated Green, G (s) 17.1 63.6 9.5 56.0 56.0 11.2 11.2 11.2 25.9 25.9 Effective Green, g (s) 17.1 63.6 9.5 56.0 56.0 11.2 11.2 11.2 25.9 25.9 Actuated g/C Ratio 0.13 0.49 0.07 0.43 0.43 0.09 0.09 0.09 0.20 0.20 Clearance Time (s) 4.5 5.1 4.5 5.1 5.1 5.1 5.1 5.1 5.1 5.1 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 232 1696 129 1524 658 152 160 136 320 648 v/s Ratio Prot c0.08 0.21 c0.12 c0.37 0.03 0.03 c0.17 0.10 v/s Ratio Perm 0.20 c0.04
v/c Ratio 0.57 0.43 1.71 0.86 0.46 0.31 0.36 0.49 0.84 0.50 Uniform Delay, d1 53.0 21.5 60.2 33.4 26.2 55.8 56.0 56.7 50.1 46.3 Progression Factor 0.81 0.92 0.72 0.56 0.45 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.0 0.8 350.5 6.2 2.2 0.4 0.5 1.0 17.3 0.2 Delay (s) 45.2 20.5 394.0 24.9 13.9 56.2 56.5 57.7 67.4 46.5 Level of Service D C F C B E E E E D
Approach Delay (s) 24.3 63.4 57.2 53.3
Approach LOS C E E D
Intersection Summary
HCM 2000 Control Delay 52.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.8 Intersection Capacity Utilization 75.1% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
8: Gellert Blvd & Westborough Blvd #1 08/07/2024
Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

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Movement SBR
Lane Configurations
Traffic Volume (vph) 140
Future Volume (vph) 140
Ideal Flow (vphpl) 1900
Total Lost time (s) 5.1
Lane Util. Factor 1.00
Frpb, ped/bikes 0.99
Flpb, ped/bikes 1.00
Frt 0.85
Flt Protected 1.00
Satd. Flow (prot) 1562
Flt Permitted 1.00
Satd. Flow (perm) 1562
Peak-hour factor, PHF 0.95
Adj. Flow (vph) 147
RTOR Reduction (vph) 118
Lane Group Flow (vph) 29
Confl. Peds. (#/hr) 1
Confl. Bikes (#/hr)
Turn Type Perm
Protected Phases
Permitted Phases 8
Actuated Green, G (s) 25.9
Effective Green, g (s) 25.9
Actuated g/C Ratio 0.20
Clearance Time (s) 5.1
Vehicle Extension (s) 2.0
Lane Grp Cap (vph) 311
v/s Ratio Prot
v/s Ratio Perm 0.02
v/c Ratio 0.09
Uniform Delay, d1 42.5
Progression Factor 1.00
Incremental Delay, d2 0.0
Delay (s) 42.5
Level of Service D
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis
9: Westborough Blvd #1 & I-280 SB Off Ramp 08/07/2024
Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

Page 12 ends

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 822 1348 0 553 0
Future Volume (vph) 0 822 1348 0 553 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.6
Lane Util. Factor 0.91 0.91 0.97
Frt 1.00 1.00 1.00
Flt Protected 1.00 1.00 0.95
Satd. Flow (prot) 5085 5085 3433
Flt Permitted 1.00 1.00 0.95
Satd. Flow (perm) 5085 5085 3433
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 0 865 1419 0 582 0
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 0 865 1419 0 582 0
Turn Type NA NA Prot
Protected Phases 2 6 4
Permitted Phases
Actuated Green, G (s) 40.5 40.5 15.4
Effective Green, g (s) 40.5 40.5 15.4
Actuated g/C Ratio 0.62 0.62 0.24
Clearance Time (s) 4.5 4.5 4.6
Vehicle Extension (s) 2.0 2.0 2.0
Lane Grp Cap (vph) 3168 3168 813
v/s Ratio Prot 0.17 c0.28 c0.17
v/s Ratio Perm
v/c Ratio 0.27 0.45 0.72
Uniform Delay, d1 5.6 6.4 22.8
Progression Factor 0.49 0.63 1.00
Incremental Delay, d2 0.2 0.3 2.5
Delay (s) 2.9 4.3 25.3
Level of Service A A C
Approach Delay (s) 2.9 4.3 25.3
Approach LOS A A C
Intersection Summary
HCM 2000 Control Delay 8.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 65.0 Sum of lost time (s) 9.1 Intersection Capacity Utilization 49.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
10: W. Orange Avenue/Camaritas Avenue & Westborough Blvd/Chestnut Ave #1 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 50 949 95 43 861 392 45 13 26 208 35 167 Future Volume (vph) 50 949 95 43 861 392 45 13 26 208 35 167 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.8 4.5 4.8 4.8 4.6 4.6 4.7 4.7 4.7 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 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 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.90 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.97 1.00 Satd. Flow (prot) 1770 3371 1770 3438 1564 1770 1658 1681 1709 1560 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.97 1.00 Satd. Flow (perm) 1770 3371 1770 3438 1564 1770 1658 1681 1709 1560 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) 53 999 100 45 906 413 47 14 27 219 37 176 RTOR Reduction (vph) 0 3 0 0 0 114 0 25 0 0 0 155
Lane Group Flow (vph) 53 1096 0 45 906 299 47 16 0 127 129 21 Confl. Peds. (#/hr) 2 3 3 2
Confl. Bikes (#/hr) 1 1
Heavy Vehicles (%) 2% 6% 2% 2% 5% 2% 2% 2% 2% 2% 2% 2%
Turn Type Prot NA Prot NA Perm Split NA Split NA Perm
Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 6 3
Actuated Green, G (s) 8.4 78.5 8.5 79.6 79.6 8.1 8.1 15.3 15.3 15.3 Effective Green, g (s) 8.4 78.5 8.5 79.6 79.6 8.1 8.1 15.3 15.3 15.3 Actuated g/C Ratio 0.06 0.60 0.07 0.61 0.61 0.06 0.06 0.12 0.12 0.12 Clearance Time (s) 4.5 5.8 4.5 4.8 4.8 4.6 4.6 4.7 4.7 4.7 Vehicle Extension (s) 3.0 4.0 3.0 4.0 4.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 114 2035 115 2105 957 110 103 197 201 183 v/s Ratio Prot 0.03 c0.33 0.03 c0.26 c0.03 0.01 c0.08 0.08 v/s Ratio Perm 0.19 0.01
v/c Ratio 0.46 0.54 0.39 0.43 0.31 0.43 0.15 0.64 0.64 0.11 Uniform Delay, d1 58.6 15.1 58.3 13.3 12.1 58.7 57.7 54.8 54.7 51.3 Progression Factor 0.92 0.80 0.67 0.43 0.36 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.0 0.7 1.7 0.5 0.7 2.7 0.7 7.0 6.8 0.3 Delay (s) 56.2 12.8 40.5 6.2 5.0 61.4 58.4 61.8 61.6 51.6 Level of Service E B D A A E E E E D
Approach Delay (s) 14.8 7.0 60.0 57.6
Approach LOS B A E E
Intersection Summary
HCM 2000 Control Delay 18.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
11: El Camino Real & Westborough Blvd/Chestnut Ave #1 08/27/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

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Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (vph) 25 200 521 437 308 578 143 28 524 599 337 16 Future Volume (vph) 25 200 521 437 308 578 143 28 524 599 337 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.2 3.7 3.7 4.2 3.7 3.7 4.2 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1548 3433 3539 1561 3433 3406 1555 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1548 3433 3539 1561 3433 3406 1555 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) 26 211 548 460 324 608 151 29 552 631 355 17 RTOR Reduction (vph) 0 0 0 231 0 0 107 0 0 0 193 0
Lane Group Flow (vph) 0 237 548 229 324 608 44 0 581 631 162 0 Confl. Peds. (#/hr) 10 1 5
Confl. Bikes (#/hr) 1 1
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 6% 2% 2%
Turn Type Prot Prot NA Perm Prot NA Perm Prot Prot NA Perm Prot Protected Phases 3 3 8 7 4 1 1 6 5
Permitted Phases 8 4 6
Actuated Green, G (s) 17.8 30.7 30.7 14.9 28.8 28.8 27.7 52.0 52.0 Effective Green, g (s) 17.8 30.7 30.7 14.9 28.8 28.8 27.7 52.0 52.0 Actuated g/C Ratio 0.14 0.24 0.24 0.11 0.22 0.22 0.21 0.40 0.40 Clearance Time (s) 3.2 3.7 3.7 4.2 3.7 3.7 4.2 5.5 5.5
Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 2.5 2.2 4.0 4.0 Lane Grp Cap (vph) 242 835 365 393 784 345 731 1362 622 v/s Ratio Prot c0.13 0.15 0.09 c0.17 c0.17 0.19
v/s Ratio Perm 0.15 0.03 0.10
v/c Ratio 0.98 0.66 0.63 0.82 0.78 0.13 0.79 0.46 0.26
Uniform Delay, d1 55.9 44.9 44.5 56.3 47.6 40.5 48.5 28.7 26.1 Progression Factor 1.22 0.64 0.49 0.83 0.79 0.77 0.63 0.42 0.53 Incremental Delay, d2 48.1 1.5 2.6 12.3 4.5 0.1 4.8 1.0 0.9 Delay (s) 116.2 30.2 24.2 58.9 42.2 31.5 35.2 13.0 14.7 Level of Service F C C E D C D B B
Approach Delay (s) 44.3 45.7 21.6
Approach LOS D D C
Intersection Summary
HCM 2000 Control Delay 35.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 17.6 Intersection Capacity Utilization 85.7% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
11: El Camino Real & Westborough Blvd/Chestnut Ave #1 08/27/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

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Movement SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 219 800 169
Future Volume (vph) 219 800 169
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 4.2 5.5 5.5
Lane Util. Factor 0.97 0.91 1.00
Frpb, ped/bikes 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00
Satd. Flow (prot) 3433 4893 1563
Flt Permitted 0.95 1.00 1.00
Satd. Flow (perm) 3433 4893 1563
Peak-hour factor, PHF 0.95 0.95 0.95
Adj. Flow (vph) 231 842 178
RTOR Reduction (vph) 0 0 124
Lane Group Flow (vph) 248 842 54
Confl. Peds. (#/hr)
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 2% 6% 2%
Turn Type Prot NA Perm
Protected Phases 5 2
Permitted Phases 2
Actuated Green, G (s) 14.8 39.1 39.1
Effective Green, g (s) 14.8 39.1 39.1
Actuated g/C Ratio 0.11 0.30 0.30
Clearance Time (s) 4.2 5.5 5.5
Vehicle Extension (s) 2.2 4.0 4.0
Lane Grp Cap (vph) 390 1471 470
v/s Ratio Prot c0.07 c0.17
v/s Ratio Perm 0.03
v/c Ratio 0.64 0.57 0.11
Uniform Delay, d1 55.0 38.4 32.9
Progression Factor 0.92 0.89 0.61
Incremental Delay, d2 2.6 1.6 0.5
Delay (s) 53.3 35.7 20.6
Level of Service D D C
Approach Delay (s) 37.0
Approach LOS D
Intersection Summary
HCM Signalized Intersection Capacity Analysis
12: Antoinette Lane & Westborough Blvd/Chestnut Ave #1/Westborough Blvd/Chestnut Ave 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 15 917 145 109 821 8 122 0 41 36 0 86 Future Volume (vph) 15 917 145 109 821 8 122 0 41 36 0 86 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.1 4.5 4.7 5.9 5.9
Lane Util. Factor 1.00 0.95 1.00 0.91 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.99 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 0.97 0.90
Flt Protected 0.95 1.00 0.95 1.00 0.96 0.99
Satd. Flow (prot) 1770 3326 1770 4933 1717 1625
Flt Permitted 0.95 1.00 0.95 1.00 0.59 0.89
Satd. Flow (perm) 1770 3326 1770 4933 1059 1460
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) 16 965 153 115 864 8 128 0 43 38 0 91
RTOR Reduction (vph) 0 6 0 0 1 0 0 81 0 0 81 0
Lane Group Flow (vph) 16 1112 0 115 871 0 0 90 0 0 48 0 Confl. Peds. (#/hr) 15 3 6 8 8 6
Confl. Bikes (#/hr) 3 3 3 6
Heavy Vehicles (%) 2% 6% 2% 2% 5% 2% 2% 2% 2% 2% 2% 2%
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 5 2 1 6 4 4
Permitted Phases 4 4
Actuated Green, G (s) 3.3 84.0 13.1 94.2 17.4 17.4
Effective Green, g (s) 3.3 84.0 13.1 94.2 17.4 17.4
Actuated g/C Ratio 0.03 0.65 0.10 0.72 0.13 0.13
Clearance Time (s) 4.5 5.1 4.5 4.7 5.9 5.9
Vehicle Extension (s) 3.0 3.0 2.0 3.0 3.5 3.5
Lane Grp Cap (vph) 44 2149 178 3574 141 195
v/s Ratio Prot 0.01 c0.33 c0.06 0.18
v/s Ratio Perm c0.09 0.03
v/c Ratio 0.36 0.52 0.65 0.24 0.64 0.25
Uniform Delay, d1 62.3 12.2 56.2 6.0 53.3 50.4
Progression Factor 1.14 0.51 1.38 0.41 1.00 1.00
Incremental Delay, d2 4.4 0.8 5.6 0.2 10.0 0.8
Delay (s) 75.8 7.1 83.2 2.6 63.3 51.2
Level of Service E A F A E D
Approach Delay (s) 8.0 12.0 63.3 51.2
Approach LOS A B E D
Intersection Summary
HCM 2000 Control Delay 15.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 15.5 Intersection Capacity Utilization 69.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 176 271 454 253 482 274 568 783 147 172 611 156 Future Volume (vph) 176 271 454 253 482 274 568 783 147 172 611 156 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 4.6 3.5 3.0 4.6 3.5 5.9 3.0 5.8 Lane Util. Factor 1.00 0.91 0.91 1.00 0.95 0.97 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 0.85 1.00 0.95 1.00 0.98 1.00 0.97
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 3135 1426 1770 3329 3433 3448 1770 3431 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 3135 1426 1770 3329 3433 3448 1770 3431 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) 185 285 478 266 507 288 598 824 155 181 643 164 RTOR Reduction (vph) 0 116 26 0 60 0 0 12 0 0 17 0
Lane Group Flow (vph) 185 408 213 266 735 0 598 967 0 181 790 0 Confl. Peds. (#/hr) 4 1
Confl. Bikes (#/hr) 4
Turn Type Prot NA pm+ov Prot NA Prot NA Prot NA
Protected Phases 3 8 1 7 4 1 6 5 2
Permitted Phases 8
Actuated Green, G (s) 15.8 41.4 62.9 18.0 43.6 21.5 40.1 14.0 32.2 Effective Green, g (s) 15.8 41.4 62.9 18.0 43.6 21.5 40.1 14.0 32.2 Actuated g/C Ratio 0.12 0.32 0.48 0.14 0.34 0.17 0.31 0.11 0.25 Clearance Time (s) 3.0 4.6 3.5 3.0 4.6 3.5 5.9 3.0 5.8
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 215 998 689 245 1116 567 1063 190 849 v/s Ratio Prot 0.10 0.13 0.05 c0.15 c0.22 c0.17 c0.28 0.10 0.23 v/s Ratio Perm 0.10
v/c Ratio 0.86 0.41 0.31 1.09 0.66 1.05 0.91 0.95 0.93
Uniform Delay, d1 56.0 34.7 20.4 56.0 36.9 54.2 43.2 57.7 47.8 Progression Factor 1.00 1.00 1.00 1.10 0.48 1.00 1.00 1.00 1.00 Incremental Delay, d2 27.0 1.2 0.1 72.4 2.1 53.0 11.0 51.1 16.3 Delay (s) 83.0 36.0 20.5 133.8 19.6 107.3 54.2 108.7 64.1 Level of Service F D C F B F D F E
Approach Delay (s) 41.2 48.2 74.3 72.2
Approach LOS D D E E
Intersection Summary
HCM 2000 Control Delay 61.0 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.89
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.9 Intersection Capacity Utilization 101.2% ICU Level of Service G Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 08/27/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 176 271 454 253 482 274 568 783 147 172 611 156 Future Volume (vph) 176 271 454 253 482 274 568 783 147 172 611 156 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 4.6 3.5 3.0 4.6 3.5 5.9 3.0 5.8 Lane Util. Factor 1.00 0.91 0.91 1.00 0.95 0.97 0.95 1.00 0.95 Frpb, ped/bikes 1.00 0.99 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 0.85 1.00 0.95 1.00 0.98 1.00 0.97
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 3132 1426 1770 3329 3433 3448 1770 3431 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 3132 1426 1770 3329 3433 3448 1770 3431 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) 185 285 478 266 507 288 598 824 155 181 643 164 RTOR Reduction (vph) 0 111 48 0 58 0 0 12 0 0 18 0
Lane Group Flow (vph) 185 413 191 266 737 0 598 967 0 181 789 0 Confl. Peds. (#/hr) 4 1
Confl. Bikes (#/hr) 4
Turn Type Prot NA pm+ov Prot NA Prot NA Prot NA
Protected Phases 3 8 1 7 4 1 6 5 2
Permitted Phases 8
Actuated Green, G (s) 15.8 33.4 58.5 22.0 39.6 25.1 42.4 15.7 32.6 Effective Green, g (s) 15.8 33.4 58.5 22.0 39.6 25.1 42.4 15.7 32.6 Actuated g/C Ratio 0.12 0.26 0.45 0.17 0.30 0.19 0.33 0.12 0.25 Clearance Time (s) 3.0 4.6 3.5 3.0 4.6 3.5 5.9 3.0 5.8
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 215 804 641 299 1014 662 1124 213 860 v/s Ratio Prot 0.10 0.13 0.06 c0.15 c0.22 c0.17 c0.28 0.10 0.23 v/s Ratio Perm 0.08
v/c Ratio 0.86 0.51 0.30 0.89 0.73 0.90 0.86 0.85 0.92
Uniform Delay, d1 56.0 41.4 22.7 52.8 40.4 51.3 41.0 56.0 47.4 Progression Factor 1.00 1.00 1.00 0.77 0.58 1.00 1.00 1.00 1.00 Incremental Delay, d2 27.0 2.3 0.1 18.8 3.1 15.4 6.7 24.9 14.1 Delay (s) 83.0 43.7 22.8 59.3 26.5 66.7 47.7 80.9 61.5
Level of Service F D C E C E D F E
Approach Delay (s) 46.1 34.7 54.9 65.1
Approach LOS D C D E
Intersection Summary
HCM 2000 Control Delay 50.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 16.9 Intersection Capacity Utilization 89.6% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group

WITH MITIGATION CONDITION
Queues
1: Junipero Serra Blvd #2/Junipero Serra Blvd & Hickey Blvd 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

Page 1 ends

Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 269 803 146 565 663 132 214 95 319 380 268 v/c Ratio 0.29 0.86 0.15 0.56 0.82 0.69 0.73 0.31 0.90 0.61 0.54 Control Delay 20.5 37.3 30.3 36.1 13.8 74.1 73.1 2.6 78.5 54.3 9.7 Queue Delay 1.5 1.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.0 39.3 30.3 36.1 13.8 74.1 73.1 2.6 78.5 54.3 9.7 Queue Length 50th (ft) 93 337 31 191 54 109 94 0 258 153 0 Queue Length 95th (ft) 132 #425 51 240 #104 174 #147 0 #408 214 79 Internal Link Dist (ft) 115 884 703 512
Turn Bay Length (ft) 330 450 280 200 550 150
Base Capacity (vph) 913 934 977 1007 813 238 294 309 388 631 502 Starvation Cap Reductn 461 49 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.60 0.91 0.15 0.56 0.82 0.55 0.73 0.31 0.82 0.60 0.53 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
2: Junipero Serra Blvd #2/Junipero Serra Blvd #2 & King Dr 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

Page 2 ends

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 157 88 154 93 162 340 443 158 148 357 271 v/c Ratio 0.62 0.24 0.35 0.46 0.57 0.91 0.42 0.27 0.57 0.43 0.47 Control Delay 41.6 28.2 8.0 37.0 27.8 59.3 21.3 5.4 36.6 23.6 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.6 28.2 8.0 37.0 27.8 59.3 21.3 5.4 36.6 23.6 6.1 Queue Length 50th (ft) 60 32 0 36 41 135 75 0 57 64 0
Queue Length 95th (ft) #158 77 48 87 103 #341 134 41 121 108 53 Internal Link Dist (ft) 157 116 2322 306
Turn Bay Length (ft) 100 200 200 200
Base Capacity (vph) 268 874 825 268 839 375 1179 632 375 1179 708 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.59 0.10 0.19 0.35 0.19 0.91 0.38 0.25 0.39 0.30 0.38 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
3: Junipero Serra Blvd #2/Junipero Serra Blvd #2 & Arroyo Dr 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group WBL WBR NBT SBL SBT
Lane Group Flow (vph) 111 47 1052 65 556
v/c Ratio 0.35 0.15 0.52 0.24 0.22
Control Delay 22.0 8.5 10.0 22.2 3.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 22.0 8.5 10.0 22.2 3.4
Queue Length 50th (ft) 26 0 104 15 23
Queue Length 95th (ft) 73 22 197 50 47
Internal Link Dist (ft) 98 397 2322
Turn Bay Length (ft) 60
Base Capacity (vph) 960 880 2225 436 3089
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.12 0.05 0.47 0.15 0.18
Intersection Summary
Queues
4: Junipero Serra Blvd #2 & Westborough Blvd #1 & NB I-280 On-Ramp 08/27/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

Page 1 ends

Lane Group EBL EBT WBL WBT WBR2 NBL2 NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 175 994 176 640 308 612 307 624 229 154 307 205 v/c Ratio 0.94 0.84 0.62 0.63 0.48 0.81 0.87 0.84 0.45 0.60 0.59 0.90 Control Delay 113.3 38.9 53.6 17.3 6.9 55.4 70.6 57.4 14.8 62.1 56.9 93.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 113.3 38.9 53.6 17.3 6.9 55.4 70.6 57.4 14.8 62.1 56.9 93.4 Queue Length 50th (ft) 156 325 65 120 48 277 300 303 41 122 127 171 Queue Length 95th (ft) #310 #435 112 244 148 356 #483 388 116 196 177 #310 Internal Link Dist (ft) 358 826 799 474
Turn Bay Length (ft) 350 130 600 600 160 500 350
Base Capacity (vph) 187 1179 343 1019 648 803 378 793 534 270 540 238 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.94 0.84 0.51 0.63 0.48 0.76 0.81 0.79 0.43 0.57 0.57 0.86 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
5: Junipero Serra Blvd/Junipero Serra Blvd #2 & Avalon Dr 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT WBT WBR NBL NBT SBL SBR
Lane Group Flow (vph) 68 26 133 181 189 1665 245 464
v/c Ratio 0.55 0.12 0.59 0.52 0.14 0.81 0.66 0.79
Control Delay 48.1 30.6 42.4 11.0 2.4 16.5 41.2 15.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 48.1 30.6 42.4 11.0 2.4 16.5 41.2 15.1
Queue Length 50th (ft) 30 11 59 0 14 273 55 0
Queue Length 95th (ft) 70 33 113 53 34 438 95 #125
Internal Link Dist (ft) 112 81 603
Turn Bay Length (ft) 1000 500
Base Capacity (vph) 531 963 963 906 1416 2065 434 605
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.13 0.03 0.14 0.20 0.13 0.81 0.56 0.77 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
6: Oakmont Dr/Callan Blvd & Westborough Blvd #1 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT WBL WBT NBT NBR SBL SBT SBR
Lane Group Flow (vph) 143 442 85 1173 166 60 282 95 168 v/c Ratio 0.69 0.29 0.54 0.82 0.73 0.19 0.82 0.26 0.38
Control Delay 73.8 19.7 44.3 17.2 72.6 1.3 68.4 44.3 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 73.8 19.7 44.3 17.2 72.6 1.3 68.4 44.3 8.2
Queue Length 50th (ft) 124 108 69 88 137 0 231 69 0
Queue Length 95th (ft) m165 m146 m113 #694 204 0 306 110 56 Internal Link Dist (ft) 633 516 713 608
Turn Bay Length (ft) 145 125 80 125 125
Base Capacity (vph) 207 1547 156 1422 420 467 410 432 491 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.69 0.29 0.54 0.82 0.40 0.13 0.69 0.22 0.34 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Queues
7: Galway Dr & Westborough Blvd #1 08/07/2024
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Lane Group EBL EBT WBL WBT NBT NBR SBT
Lane Group Flow (vph) 41 703 84 1414 18 45 180
v/c Ratio 0.36 0.31 0.57 0.59 0.07 0.14 0.79
Control Delay 51.6 2.2 86.7 5.3 44.0 0.9 72.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 51.6 2.2 86.7 5.3 44.0 0.9 72.1
Queue Length 50th (ft) 34 16 60 38 13 0 138
Queue Length 95th (ft) m66 28 m79 160 34 0 207
Internal Link Dist (ft) 805 1301 226 482
Turn Bay Length (ft) 130 125 40
Base Capacity (vph) 115 2297 187 2378 473 489 388
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.36 0.31 0.45 0.59 0.04 0.09 0.46
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
8: Gellert Blvd & Westborough Blvd #1 08/07/2024
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Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 133 736 221 1304 461 47 58 195 270 326 147 v/c Ratio 0.57 0.43 1.71 0.86 0.56 0.31 0.36 0.74 0.84 0.50 0.34 Control Delay 52.7 21.8 380.0 27.9 8.1 59.6 61.0 34.4 72.0 48.2 8.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.7 21.8 380.0 27.9 8.1 59.6 61.0 34.4 72.0 48.2 8.3 Queue Length 50th (ft) 116 234 ~278 235 60 38 48 45 240 134 0 Queue Length 95th (ft) 170 357 #432 #809 91 74 88 121 337 175 54 Internal Link Dist (ft) 1301 560 233 336
Turn Bay Length (ft) 145 280 370 90 155 155
Base Capacity (vph) 233 1701 129 1522 819 441 464 500 401 811 499 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.57 0.43 1.71 0.86 0.56 0.11 0.13 0.39 0.67 0.40 0.29 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

Queues
9: Westborough Blvd #1 & I-280 SB Off Ramp 08/07/2024
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Lane Group EBT WBT SBL
Lane Group Flow (vph) 865 1419 582
v/c Ratio 0.27 0.45 0.72
Control Delay 3.1 4.6 27.7
Queue Delay 0.0 0.0 0.0
Total Delay 3.1 4.6 27.7
Queue Length 50th (ft) 19 68 109
Queue Length 95th (ft) m46 80 144
Internal Link Dist (ft) 344 84 627
Turn Bay Length (ft)
Base Capacity (vph) 3168 3168 1183
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.27 0.45 0.49
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
10: W. Orange Avenue/Camaritas Avenue & Westborough Blvd/Chestnut Ave #1 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 53 1099 45 906 413 47 41 127 129 176 v/c Ratio 0.38 0.53 0.32 0.42 0.38 0.35 0.27 0.64 0.64 0.52 Control Delay 58.0 14.1 42.6 6.9 2.5 64.1 32.2 68.8 68.6 12.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 58.0 14.1 42.6 6.9 2.5 64.1 32.2 68.8 68.6 12.6 Queue Length 50th (ft) 37 302 31 33 0 39 11 109 110 0
Queue Length 95th (ft) m66 326 m51 m151 m71 78 48 172 172 65 Internal Link Dist (ft) 1072 535 411 745
Turn Bay Length (ft) 140 160 190 130 120
Base Capacity (vph) 149 2088 142 2154 1089 441 433 378 385 487 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.36 0.53 0.32 0.42 0.38 0.11 0.09 0.34 0.34 0.36 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
11: El Camino Real & Westborough Blvd/Chestnut Ave #1 08/27/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 237 548 460 324 608 151 581 631 355 248 842 178 v/c Ratio 0.98 0.66 0.77 0.82 0.78 0.33 0.80 0.46 0.44 0.64 0.57 0.30 Control Delay 116.0 31.9 15.6 63.9 44.4 7.8 39.0 13.5 4.0 58.5 36.7 4.6 Queue Delay 0.0 0.0 0.9 0.0 0.7 0.2 0.0 0.0 0.0 0.6 0.0 0.0 Total Delay 116.0 31.9 16.5 63.9 45.1 8.0 39.0 13.5 4.0 59.1 36.7 4.6 Queue Length 50th (ft) 189 184 128 115 261 26 227 180 57 105 165 0 Queue Length 95th (ft) #382 152 62 #154 307 92 #344 210 58 151 267 29 Internal Link Dist (ft) 535 225 2015 643
Turn Bay Length (ft) 250 230 110 290 415 255
Base Capacity (vph) 242 1124 698 417 1097 579 730 1361 814 390 1472 594 Starvation Cap Reductn 0 0 76 0 210 109 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 19 22 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.98 0.49 0.74 0.78 0.69 0.32 0.80 0.46 0.45 0.67 0.57 0.30 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
12: Antoinette Lane & Westborough Blvd/Chestnut Ave #1/Westborough Blvd/Chestnut Ave 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 16 1118 115 872 171 129
v/c Ratio 0.15 0.52 0.65 0.24 0.77 0.47
Control Delay 68.9 7.6 92.6 2.7 47.2 22.1
Queue Delay 0.0 0.6 0.0 0.0 0.1 0.0
Total Delay 68.9 8.2 92.6 2.7 47.3 22.2
Queue Length 50th (ft) 14 39 101 16 66 28
Queue Length 95th (ft) m28 246 m146 64 143 84
Internal Link Dist (ft) 225 471 499 255
Turn Bay Length (ft) 140 165
Base Capacity (vph) 115 2154 239 3679 368 484
Starvation Cap Reductn 0 588 0 0 0 0
Spillback Cap Reductn 0 0 0 345 6 6
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.14 0.71 0.48 0.26 0.47 0.27
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 08/07/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 185 524 239 266 795 598 979 181 807 v/c Ratio 0.86 0.47 0.33 1.09 0.68 1.05 0.91 0.95 0.93
Control Delay 89.7 24.9 15.4 127.8 18.1 104.6 55.6 111.5 64.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 89.7 24.9 15.4 127.8 18.1 104.6 55.6 111.5 64.4 Queue Length 50th (ft) 153 129 94 ~255 295 ~283 406 154 339 Queue Length 95th (ft) #275 186 158 m#370 321 #401 #524 #301 #454 Internal Link Dist (ft) 499 256 697 681
Turn Bay Length (ft) 220 100 250 330 270
Base Capacity (vph) 231 1114 727 245 1176 567 1101 190 893 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.80 0.47 0.33 1.09 0.68 1.05 0.89 0.95 0.90 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Queues
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 08/28/2024 Alt C PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Alt C Synchro 11 Report

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Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 185 524 239 266 795 598 979 181 807 v/c Ratio 0.86 0.57 0.34 0.89 0.74 0.90 0.86 0.85 0.92
Control Delay 89.7 33.7 15.0 63.5 25.1 68.9 49.0 87.8 62.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 89.7 33.7 15.0 63.5 25.1 68.9 49.0 87.8 62.1 Queue Length 50th (ft) 153 159 84 171 313 252 391 150 335 Queue Length 95th (ft) #275 226 154 m#251 394 #342 479 #265 #441 Internal Link Dist (ft) 499 256 697 681
Turn Bay Length (ft) 220 100 250 330 270
Base Capacity (vph) 231 915 715 326 1071 699 1181 231 920 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.80 0.57 0.33 0.82 0.74 0.86 0.83 0.78 0.88 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

WITH MITIGATION CONDITION
Arterial Level of Service
08/08/2024
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Arterial Level of Service: EB #1
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oakmont Dr III 34 39.9 19.7 59.6 0.33 20.1 C
Galway Dr III 33 33.7 2.2 35.9 0.28 28.1 B
Gellert Blvd III 35 31.4 21.8 53.2 0.26 17.7 D
I-280 SB Off Ramp III 35 24.2 3.1 27.3 0.20 26.6 B
Junipero Serra Blvd III 33 15.4 38.9 54.3 0.11 7.6 F
W. Orange Avenue III 33 103.6 14.1 117.7 0.94 28.6 B
El Camino Real III 30 16.4 31.9 48.3 0.12 8.7 F
Antoinette Lane III 30 9.0 7.6 16.6 0.06 12.5 E
Total III 273.6 139.3 412.9 2.30 20.1 C
Arterial Level of Service: WB #1
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS El Camino Real III 30 9.0 44.4 53.4 0.06 3.9 F
Camaritas Avenue III 30 16.4 6.9 23.3 0.12 18.0 D
Junipero Serra Blvd III 33 100.6 17.3 117.9 0.94 28.6 B I-280 SB Off Ramp III 31 16.1 4.6 20.7 0.11 19.8 C
Gellert Blvd III 35 24.2 27.9 52.1 0.20 13.9 E
Galway Dr III 35 31.4 5.3 36.7 0.26 25.7 B
Callan Blvd III 32 35.6 17.2 52.8 0.28 19.1 C
Skyline Blvd III 34 39.9 18.1 58.0 0.33 20.7 C
Total III 273.2 141.7 414.9 2.30 20.0 C
Arterial Level of Service: NB #2
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Westborough Blvd #1 II 34 59.8 57.4 117.2 0.56 17.3 D
Arroyo Dr II 37 24.4 10.0 34.4 0.20 20.4 D
King Dr II 50 37.3 21.3 58.6 0.45 27.9 C
Clay Ave II 30 68.5 4.2 72.7 0.57 28.2 B
Hickey Blvd II 35 29.8 73.1 102.9 0.25 8.8 F
Total II 219.8 166.0 385.8 2.04 19.0 D
Arterial Level of Service: SB #2
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Clay Ave II 30 31.8 4.8 36.6 0.25 24.7 C
King Dr II 32 65.0 23.6 88.6 0.57 23.2 C
Arroyo Dr II 50 37.3 3.4 40.7 0.45 40.2 A
NB I-280 On-Ramp II 38 22.5 56.9 79.4 0.20 8.9 F
Avalon Dr II 42 48.7 41.2 89.9 0.56 22.6 C
Total II 205.3 129.9 335.2 2.04 21.9 D
WESTBOROUGH BLVD/I -280/JUNIPERO SERRA BLVD PEDESTRIAN AND BICYCLE IMPROVEMENTS FEASIBILITY STUDY • FINAL FEASIBILITY REPORT • JANUARY 2025 APPENDIX G: GRANT FUNDING IDENTIFICATION

MEMORANDUM
1 OF 5

MEMORANDUM
To: David Mahama, DKS Project No.: 23-00217
Cc: Bincy Koshy, DKS
From: Ryan Bissegger
Date: October, 2024
RE: Westborough Boulevard/I-280/Junipero Serra Boulevard Pedestrian and Bicycle Improvement Project Funding Analysis
The City of South San Francisco (City) proposes to plan, design, and construct active transportation improvements along Westborough Boulevard and Junipero Serra Boulevard near I-280. The Westborough Boulevard/I-280/Junipero Serra Boulevard Pedestrian and Bicycle Improvements Project (Project) will transform the walking and cycling environment, enhance safety for people of all ages and abilities, and encourage a mode shift to low carbon travel choices. As a subconsultant to DKS, Mark Thomas has reviewed available funding opportunities that could be pursued by the City to implement the Project.

Project Summary
The Project seeks to install active transportation improvements along the segments of Westborough Boulevard and Junipero Serra Boulevard, including the I-280 interchange. The improvements will be consistent with the Active South City Final Report. Westborough Boulevard and Junipero Serra Boulevard have been identified as corridors with high level of traffic stress for pedestrians and bicyclists due to the high vehicle traffic speeds on these corridors.

Westborough Boulevard is on the Pedestrian High Injury Network in the City/County Association of Governments San Mateo County (C/CAG) Local Road Safety Plan (LRSP), and the northern segment of Junipero Serra Boulevard is on the Bicycle High Injury Network. The City seeks to enhance safety and improve access and connectivity within the project study area by providing low-stress pedestrian and bicycle facilities.

The Project scope will include:
• Improve safety and mobility through the Westborough Boulevard/I-280 interchange area to enhance the safety of transitions for all modes of travel.
• Install low-stress bikeway facilities and sidewalks along Junipero Serra Boulevard and Westborough Boulevard.
• Improve network accessibility and connectivity within the study area. • Enhance the safety of bicyclists and pedestrians.

Disadvantaged Community (DAC) Analysis and Designation
Whether or not the project is within and/or provides benefits to an eligible DAC is an important consideration for most grant programs. Equity and addressing decades of underinvestment in disadvantaged communities is a policy priority at the state and federal administration and therefore most competitive grant programs include requirements for a certain percentage, if not all, of the funding go to projects that are located within and/or provide a direct benefit to DAC. In addition, to score well a project needs to demonstrate its benefits to a DAC. This is particularly important in the California Transportation Commission (CTC) Active Transportation Program (ATP), SB 1 programs, and federal discretionary grants.
2 OF 5
There are various methods and tools to identify a DAC, and these differ between funding agencies. For the ATP, the CTC relies heavily on a tool called the CalEnviroScreen from the California Office of Environmental Health which looks mostly at pollution impacts to neighborhoods. USDOT has two definitions based on the Justice40 initiative created by the Biden-Harris Administration under Executive Order 14008. USDOT established Areas of Persistent Poverty (APP) and Historically Disadvantaged Communities (HDC) definitions and utilizes the Climate and Economic Justice Screening Tool (CEJST) and Equitable Transportation Community (ETC) Explorer to identify disadvantaged communities.

The following criteria is utilized by the CTC for the ATP and many SB 1 programs:
• Median Household Income less than 80% of the statewide median based. • California Communities Environmental Health Screening Tool 4.0 (CalEnviroScreen 4.0) scores (score must be greater than or equal to 40.05).
• California Department of Education National School Lunch Program: At least 75% of public school students in the project area are eligible to receive free or reduced-pricemeals. • California Healthy Places Index (HPI): A census tract must be in the 25th percentile or less. • Federal Climate and Economic Justice Screening Tool
• USDOT Equitable Transportation Community (ETC) Explorer: A census tract identified asamong the most disadvantaged 25% in the State according to the ETC Explorer StateResults • Native American Tribal Lands: Projects located within Federally Recognized Tribal Lands (typically within the boundaries of a Reservation or Rancheria) and projects submitted by tribal governments (Federally Recognized Native American Tribes).
• Other: If an applicant believes that the project benefits a disadvantaged community, but the project does not meet the aforementioned criteria due to a lack of accurate information, the applicant may submit another means of qualifying for consideration. CTC staff will assess and score this question for applicants using the “Other” category to qualify as a disadvantaged community. Suggested alternatives that can be submitted under this category include a regional definition or data from Census or CalEnviroScreen that represents smaller geographic areas.

MTC adopted Equity Priority Communities that identify census tracts that have a significant concentration of underserved populations. This is not only used for grant applications through MTC but can be used for CTC ATP or SB 1 program applications.

A quick search under these tools for the Project shows the project area is not within any designated DAC. However, the Project does make connections to some DAC’s on the northwest and east ends of the Project. The northwestern limits of the project just south of Hickey Boulevard is located less than a mile from Census tract 6015.02 identified as disadvantaged and the eastern limit on Westborough Boulevard is immediately adjacent to Census tract 6023.00.

There is an opportunity to demonstrate the Project benefits these neighboring Census tracts 3 OF 5
Funding Sources Analyzed
Mark Thomas conducted a comprehensive review of multiple funding programs administered by regional, state, and federal agencies, listed below. Additional information about the funding sources has been compiled in a detailed funding matrix that is included in Attachment 1. The matrix of these various funding sources includes information on funding cycles, available amounts, and the composition of state and/or federal funds. The documentation encompasses details on program requirements, supported delivery phases, matching fund requirements, and program objectives. Additionally, the analysis includes the determination of eligibility for each program and assesses the success rate of the project under each program.

The funding programs examined in this analysis encompass a diverse range of sources. • Measure A & W Pedestrian & Bicycle Program are transportation sales tax generated funds for active transportation improvements administered by the San Mateo County Transportation Agency (SMCTA). • Measure A & W Highway Program are transportation sales tax generated funds for highway and interchange improvements administered by SMCTA.
• One Bay Area Grant (OBAG) is a combination of federal formula funds administered by the Metropolitan Transportation Commission (MTC).
• Local Partnership Program (LPP) are Senate Bill 1 (SB 1) funds administered by the California Transportation Commission (CTC).
• Solutions for Congested Corridors Program (SCCP) are SB 1 funds administered by the CTC. • Active Transportation Program (ATP) is a combination of SB 1, federal formula funds, and other state funds administered by the CTC.
• Local Transportation Climate Adaptation Program (LTCAP) is a combination of federal and state funds administered by the CTC.
• State Transportation Improvement Program (STIP) is a combination of federal and state funds administered by the CTC and MTC.

Figure 1: DACs in relation to the Project from USDOT Justice40 mapping tools 4 OF 5
• Highway Safety Improvement Program (HSIP) utilizes federal funds and is administered by Caltrans. • State Highway Operation and Protection Program (SHOPP) utilizes state and federal funds and is administered by Caltrans and CTC.
• Rebuilding American Infrastructure with Sustainability and Equity (RAISE) program are federal discretionary funds administered by the United States Department of Transportation (USDOT). • Multimodal Project Discretionary Grant programs are federal discretionary funds administered by USDOT. • Safe Streets and Roads for All (SS4A) program are federal discretionary funds administered by USDOT. • Reconnecting Communities Pilot (RCP) program are federal discretionary funds administered by USDOT. • Promoting Resilient Operations for Transformative, Efficient, and Cost-Saving Transportation Program (PROTECT) are federal discretionary funds administered by USDOT.

Recommendations and Action Items:

Mark Thomas has developed the list of funding recommendations and associated action items below.

Measure A & W Pedestrian & Bicycle Program
Measure A & W Pedestrian & Bicycle Program was created by SMCTA through the passing of Measures and W. This program funds planning and implementation of bicycle and pedestrian improvements within the County. 95% of funds is awarded to capital (implementation) projects, 2.5% towards planning, and 2.5% towards Safe Routes to Schools. Program favors improvements on the C/CAG High Injury Network and within the C/CAG San Mateo County Comprehensive Bicycle and Pedestrian Plan. The maximum funding request is $2 million and there is a 10% minimum matching funds requirement.

We have identified the following action items for a potential Measure A & W Pedestrian & Bicycle Program application:

1. Consider which project components would benefit from these funds.

2. Coordinate with SMCTA to gain their input on an application.

3. Identify if the project is located within the C/CAG plans.

4. Identify sources for matching funds.

Measure A & W Highway Program
Measure A & W Highway Program was created by SMCTA through the passing of Measures and W. This program funds highway network projects such as interchange modifications, ramp improvements, and bicycle and pedestrian improvements. The program will pay for up to 50% of the project costs. There is a minimum 10% matching funds requirement.

The Project has been awarded $459,000 for the PID and $978,000 for the PA&ED phases from this program. The City should continue pursuing these funds to the maximum extent possible for future project phases.

Safe Streets for All
SS4A is a new competitive funding program created by the Infrastructure Investment and Jobs Act (IIJA) that is administered by FHWA. The program funds planning, demonstration, and implementation projects. Applicants enter into funding agreements directly with FHWA and do not require Caltrans Local Assistance involvement. The program focuses on implementing safety improvements to address crash histories and increase mobility. To be eligible for an Implementation grant applicants must have an eligible comprehensive safety action plan (referred to as an “Action Plan”). There is a minimum 20% non-federal matching fund requirement. 5 OF 5
Key considerations by FHWA when making application awards include:
• Benefits to DAC residents.
• Project in a rural area.
• Priority community in the federal Thriving Communities Network. • Funding requests under $10 million.
• Geographic diversity of awards.
• Action Plan meets all requirements.
• High kill and serious injury (KSI) per $1 million.

We have identified the following action items for a potential SS4A application:

1. Consider submitting an Action Plan Self-Certification Form using the LRSP and Active South City plan in advance of applying.

2. Coordinate with SMCTA on the potential to sponsor an application.

3. Determine a funding request, ideally under $10 million.

4. Review vehicle and non-motorized collision information to calculate the KSI per $1 million.

5. Connect with Representative Mullin office to notify them of the Project application andrequest support.

6. Identify sources for matching funds.

Local Partnership Program
LPP is an SB 1 funding program administered by the CTC. The program consists of two components. Formula Component receives 60% of the funding and is only available to agencies with a voter approved sales tax dedicated to transportation. Competitive Component receives 40% of the funding and is available to agencies with voter approved sales taxes and uniform transportation impact fees. The program focuses on implementing multimodal transportation improvements that reduce vehicle miles traveled (VMT). LPP requires 50% matching funds.

The Project aligns with LPP Competitive Component. The City, as well as the SMCTA are eligible to pursue. The Project aligns with state goals including providing active transportation facilities, reducing VMT and GHG emissions, and providing multimodal access to transit facilities. The Project promotes transportation benefits for underserved communities. The City can use any local or federal funds as match, including STIP, to meet the 50% match.

We have identified the following action times for the LPP grant application:

7. Discuss with SMCTA if they will be lead applicant and the City be the implementing agency.

1. Obtain progress towards and timeline for City’s Prohousing Designation as this is a benefit to securing program funding.

2. Develop Project VMT reduction for Construction Year and Horizon Year to demonstrate alignment with program goals and calculate greenhouse gas (GHG) emissionsreduction.

3. Prepare DAC map exhibit that shows how the community will benefit from increased active transportation facilities.

4. Notify and Coordinate with Caltrans on the City’s intent to submit an application.

5. Request the maximum ask of 50% of project cost and identify the matching funds.

South San Francisco City CouncilMay 28, 2025

South San Francisco City Council
May 28, 2025