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 & Westborough Blvd 12/05/2023
Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBL Lane Configurations
Traffic Volume (vph) 166 730 215 167 286 322 7 867 59 540 218 146 Future Volume (vph) 166 730 215 167 286 322 7 867 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 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 1.00 1.00 0.95 1.00 0.91 0.86 0.86 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.99 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 1.00 Frt 1.00 1.00 0.85 1.00 0.92 0.85 1.00 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 0.95 Satd. Flow (prot) 1770 3539 1563 1770 3258 1583 1610 1522 3190 1563 1770 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 0.95 Satd. Flow (perm) 1770 3539 1563 1770 3258 1583 1610 1522 3190 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 7 913 62 568 229 154 RTOR Reduction (vph) 0 0 177 0 0 0 5 0 0 0 161 0
Lane Group Flow (vph) 175 768 49 176 640 0 2 456 463 624 68 154 Confl. Bikes (#/hr) 1 1
Turn Type Prot NA Perm Prot NA Perm Split Split NA Perm Split Protected Phases 5 2 1 6 7 7 7 8
Permitted Phases 2 6 7
Actuated Green, G (s) 12.6 20.8 20.8 13.6 21.5 21.5 28.4 28.4 28.4 28.4 14.1 Effective Green, g (s) 12.6 20.8 20.8 13.6 21.5 21.5 28.4 28.4 28.4 28.4 14.1 Actuated g/C Ratio 0.13 0.22 0.22 0.14 0.22 0.22 0.30 0.30 0.30 0.30 0.15 Clearance Time (s) 3.0 5.0 5.0 3.0 5.3 5.3 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 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 232 768 339 251 731 355 477 451 945 463 260 v/s Ratio Prot c0.10 c0.22 0.10 0.20 0.28 c0.30 0.20 0.09 v/s Ratio Perm 0.03 0.00 0.04
v/c Ratio 0.75 1.00 0.14 0.70 0.95dr 0.00 0.96 1.03 0.66 0.15 0.59 Uniform Delay, d1 40.1 37.5 30.3 39.2 35.9 28.8 33.1 33.7 29.5 24.8 38.2 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 11.6 32.5 0.9 7.0 13.9 0.0 29.8 49.3 1.4 0.1 2.4 Delay (s) 51.7 70.0 31.2 46.2 49.7 28.9 62.9 83.0 30.8 24.8 40.6 Level of Service D E C D D C E F C C D
Approach Delay (s) 59.8 48.8 51.9
Approach LOS E D D
Intersection Summary
HCM 2000 Control Delay 51.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.90
Actuated Cycle Length (s) 95.8 Sum of lost time (s) 19.2 Intersection Capacity Utilization 79.9% ICU Level of Service D Analysis Period (min) 15
dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
4: Junipero Serra Blvd & Westborough Blvd 12/05/2023
Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Movement SBT SBR
Lane Configurations
Traffic Volume (vph) 292 150
Future Volume (vph) 292 150
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) 307 158
RTOR Reduction (vph) 0 0
Lane Group Flow (vph) 307 158
Confl. Bikes (#/hr) 1
Turn Type NA Perm
Protected Phases 8
Permitted Phases 8
Actuated Green, G (s) 14.1 14.1
Effective Green, g (s) 14.1 14.1
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) 520 229
v/s Ratio Prot 0.09
v/s Ratio Perm c0.10
v/c Ratio 0.59 0.69
Uniform Delay, d1 38.2 38.8
Progression Factor 1.00 1.00
Incremental Delay, d2 1.2 6.7
Delay (s) 39.4 45.5
Level of Service D D
Approach Delay (s) 41.2
Approach LOS D
Intersection Summary
HCM Signalized Intersection Capacity Analysis
5: Junipero Serra Blvd & Avalon Dr 12/05/2023
Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
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 1313 135 233 0 462 Future Volume (vph) 65 25 0 0 126 172 180 1313 135 233 0 462 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 3490 3433 1583 Flt Permitted 0.64 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1194 1863 1863 1583 1770 3490 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 1382 142 245 0 486 RTOR Reduction (vph) 0 0 0 0 0 115 0 8 0 0 0 438
Lane Group Flow (vph) 68 26 0 0 133 66 189 1516 0 245 0 48 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) 38.0 38.0 38.0 38.0 59.8 43.2 10.4 10.4 Effective Green, g (s) 38.0 38.0 38.0 38.0 59.8 43.2 10.4 10.4 Actuated g/C Ratio 0.36 0.36 0.36 0.36 0.57 0.41 0.10 0.10 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) 432 674 674 572 1008 1435 340 156
v/s Ratio Prot 0.01 c0.07 0.11 c0.43 c0.07
v/s Ratio Perm 0.06 0.04 0.03
v/c Ratio 0.16 0.04 0.20 0.11 0.19 1.06 0.72 0.31
Uniform Delay, d1 22.7 21.7 23.0 22.3 10.9 30.9 45.9 44.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.1 0.7 0.4 0.0 40.3 12.4 5.1 Delay (s) 23.4 21.8 23.7 22.7 10.9 71.2 58.3 49.0
Level of Service C C C C B E E D
Approach Delay (s) 23.0 23.1 64.6 52.1
Approach LOS C C E D
Intersection Summary
HCM 2000 Control Delay 55.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 105.0 Sum of lost time (s) 13.4 Intersection Capacity Utilization 74.9% 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 12/05/2023 Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 136 382 38 41 773 271 76 82 57 268 90 160 Future Volume (vph) 136 382 38 41 773 271 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 5.1 4.5 5.1 5.1 4.9 4.9 4.8 4.8 4.8 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.98 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 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1546 1770 3539 1549 1819 1560 1770 1863 1562 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1546 1770 3539 1549 1819 1560 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 43 814 285 80 86 60 282 95 168 RTOR Reduction (vph) 0 0 22 0 0 100 0 0 52 0 0 135
Lane Group Flow (vph) 143 402 18 43 814 185 0 166 8 282 95 33 Confl. Peds. (#/hr) 1 1 1 1 1 1
Confl. Bikes (#/hr) 2 1
Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 1 6 5 2 3 3 4 4
Permitted Phases 6234
Actuated Green, G (s) 14.7 55.0 55.0 6.4 46.7 46.7 15.5 15.5 23.8 23.8 23.8 Effective Green, g (s) 14.7 55.0 55.0 6.4 46.7 46.7 15.5 15.5 23.8 23.8 23.8 Actuated g/C Ratio 0.12 0.46 0.46 0.05 0.39 0.39 0.13 0.13 0.20 0.20 0.20 Clearance Time (s) 4.5 5.1 5.1 4.5 5.1 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 2.0 2.0 Lane Grp Cap (vph) 216 1622 708 94 1377 602 234 201 351 369 309 v/s Ratio Prot c0.08 0.11 0.02 c0.23 c0.09 c0.16 0.05
v/s Ratio Perm 0.01 0.12 0.00 0.02
v/c Ratio 0.66 0.25 0.03 0.46 0.59 0.31 0.71 0.04 0.80 0.26 0.11 Uniform Delay, d1 50.3 19.9 17.8 55.1 29.1 25.4 50.1 45.7 45.9 40.6 39.4 Progression Factor 1.00 1.00 1.00 0.50 0.23 0.13 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.8 0.4 0.1 1.1 1.7 1.2 7.8 0.0 11.8 0.1 0.1 Delay (s) 56.1 20.2 17.9 28.5 8.2 4.5 57.9 45.8 57.7 40.8 39.5 Level of Service E C B C A A E D E D D
Approach Delay (s) 28.8 8.1 54.7 49.1
Approach LOS C A D D
Intersection Summary
HCM 2000 Control Delay 26.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.3 Intersection Capacity Utilization 69.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
7: Galway Dr & Westborough Blvd 12/05/2023
Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 39 674 2 60 1111 165 4 13 43 116 13 42 Future Volume (vph) 39 674 2 60 1111 165 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 5.1 5.2 5.2 5.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.85 0.97
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 1.00 0.97
Satd. Flow (prot) 1770 3538 1770 3539 1546 1841 1563 1733 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.79
Satd. Flow (perm) 1770 3538 1770 3539 1546 1769 1563 1408 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) 41 709 2 63 1169 174 4 14 45 122 14 44
RTOR Reduction (vph) 0 0 0 0 0 60 0 0 38 0 11 0
Lane Group Flow (vph) 41 711 0 63 1169 114 0 18 7 0 169 0 Confl. Peds. (#/hr) 1 4 1 1 4
Confl. Bikes (#/hr) 2
Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA
Protected Phases 1 6 5 2 4 8
Permitted Phases 2 4 4 8
Actuated Green, G (s) 7.7 78.7 7.9 78.9 78.9 18.6 18.6 18.8 Effective Green, g (s) 7.7 78.7 7.9 78.9 78.9 18.6 18.6 18.8 Actuated g/C Ratio 0.06 0.66 0.07 0.66 0.66 0.16 0.16 0.16 Clearance Time (s) 4.5 5.1 4.5 5.1 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 2.0
Lane Grp Cap (vph) 113 2320 116 2326 1016 274 242 220
v/s Ratio Prot 0.02 c0.20 0.04 c0.33
v/s Ratio Perm 0.07 0.01 0.00 c0.12
v/c Ratio 0.36 0.31 0.54 0.50 0.11 0.07 0.03 0.77
Uniform Delay, d1 53.8 8.9 54.3 10.5 7.6 43.3 43.0 48.5 Progression Factor 0.72 0.27 1.24 0.44 0.10 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.3 2.4 0.7 0.2 0.0 0.0 13.5
Delay (s) 39.2 2.7 69.5 5.3 0.9 43.3 43.1 62.0
Level of Service D A E A A D D E
Approach Delay (s) 4.7 7.6 43.1 62.0
Approach LOS A A D E
Intersection Summary
HCM 2000 Control Delay 11.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.8 Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
8: Gellert Blvd & Westborough Blvd 12/05/2023
Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (vph) 126 612 22 42 168 1239 438 45 55 185 514 52 Future Volume (vph) 126 612 22 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 0.91 1.00 0.91 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 0.99 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 0.96 Satd. Flow (prot) 1770 5057 1770 5085 1530 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 5057 1770 5085 1530 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 23 44 177 1304 461 47 58 195 541 55 RTOR Reduction (vph) 0 3 0 0 0 0 256 0 0 180 0 0
Lane Group Flow (vph) 133 664 0 0 221 1304 205 47 58 15 270 326 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) 13.1 42.9 23.5 53.3 53.3 9.3 9.3 9.3 24.5 24.5 Effective Green, g (s) 13.1 42.9 23.5 53.3 53.3 9.3 9.3 9.3 24.5 24.5 Actuated g/C Ratio 0.11 0.36 0.20 0.44 0.44 0.08 0.08 0.08 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) 193 1807 346 2258 679 137 144 122 328 664 v/s Ratio Prot c0.08 0.13 c0.12 c0.26 0.03 c0.03 c0.17 0.10 v/s Ratio Perm 0.13 0.01
v/c Ratio 0.69 0.37 0.64 0.58 0.30 0.34 0.40 0.12 0.82 0.49 Uniform Delay, d1 51.5 28.5 44.3 24.9 21.4 52.5 52.7 51.6 45.7 42.2 Progression Factor 0.71 0.72 0.87 0.83 1.78 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.6 0.6 2.6 1.0 1.0 0.5 0.7 0.2 14.6 0.2 Delay (s) 44.3 21.2 41.3 21.7 39.2 53.0 53.4 51.7 60.3 42.4 Level of Service D C DCDDDDED
Approach Delay (s) 25.0 28.0 52.2 48.2
Approach LOS C C D D
Intersection Summary
HCM 2000 Control Delay 33.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 19.8 Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
8: Gellert Blvd & Westborough Blvd 12/05/2023
Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
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) 117
Lane Group Flow (vph) 30
Confl. Peds. (#/hr) 1
Confl. Bikes (#/hr)
Turn Type Perm
Protected Phases
Permitted Phases 8
Actuated Green, G (s) 24.5
Effective Green, g (s) 24.5
Actuated g/C Ratio 0.20
Clearance Time (s) 5.1
Vehicle Extension (s) 2.0
Lane Grp Cap (vph) 318
v/s Ratio Prot
v/s Ratio Perm 0.02
v/c Ratio 0.09
Uniform Delay, d1 38.7
Progression Factor 1.00
Incremental Delay, d2 0.0
Delay (s) 38.8
Level of Service D
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis
9: Westborough Blvd & I-280 SB Off Ramp 12/05/2023
Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
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 0.95 0.95 0.97
Frt 1.00 1.00 1.00
Flt Protected 1.00 1.00 0.95
Satd. Flow (prot) 3539 3539 3433
Flt Permitted 1.00 1.00 0.95
Satd. Flow (perm) 3539 3539 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) 000000
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) 36.8 36.8 14.1
Effective Green, g (s) 36.8 36.8 14.1
Actuated g/C Ratio 0.61 0.61 0.23
Clearance Time (s) 4.5 4.5 4.6
Vehicle Extension (s) 2.0 2.0 2.0
Lane Grp Cap (vph) 2170 2170 806
v/s Ratio Prot 0.24 c0.40 c0.17
v/s Ratio Perm
v/c Ratio 0.40 0.65 0.72
Uniform Delay, d1 5.9 7.5 21.1
Progression Factor 0.43 1.00 1.00
Incremental Delay, d2 0.5 1.6 2.7
Delay (s) 3.0 9.0 23.9
Level of Service A A C
Approach Delay (s) 3.0 9.0 23.9
Approach LOS A A C
Intersection Summary
HCM 2000 Control Delay 10.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 9.1 Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
10: W. Orange Avenue/Camaritas Avenue & Westborough Blvd/Chestnut Ave 12/05/2023 Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 82 949 95 43 861 392 45 13 26 208 35 167 Future Volume (vph) 82 949 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 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 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 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 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.90 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.97 1.00 Satd. Flow (prot) 1770 3406 1583 1770 3438 1564 1770 1658 1681 1709 1560 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.97 1.00 Satd. Flow (perm) 1770 3406 1583 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) 86 999 100 45 906 413 47 14 27 219 37 176 RTOR Reduction (vph) 0 0 37 0 0 147 0 25 0 0 0 155
Lane Group Flow (vph) 86 999 63 45 906 266 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 Perm Prot NA Perm Split NA Split NA Perm Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 2 6 3
Actuated Green, G (s) 12.0 78.6 78.6 8.4 76.0 76.0 8.1 8.1 15.3 15.3 15.3 Effective Green, g (s) 12.0 78.6 78.6 8.4 76.0 76.0 8.1 8.1 15.3 15.3 15.3 Actuated g/C Ratio 0.09 0.60 0.60 0.06 0.58 0.58 0.06 0.06 0.12 0.12 0.12 Clearance Time (s) 4.5 5.8 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 4.0 3.0 4.0 4.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 163 2059 957 114 2009 914 110 103 197 201 183 v/s Ratio Prot 0.05 c0.29 0.03 c0.26 c0.03 0.01 c0.08 0.08 v/s Ratio Perm 0.04 0.17 0.01
v/c Ratio 0.53 0.49 0.07 0.39 0.45 0.29 0.43 0.15 0.64 0.64 0.11 Uniform Delay, d1 56.3 14.4 10.6 58.4 15.2 13.5 58.7 57.7 54.8 54.7 51.3 Progression Factor 1.00 1.00 1.00 0.62 0.21 0.03 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.1 0.8 0.1 1.8 0.6 0.6 2.7 0.7 7.0 6.8 0.3 Delay (s) 59.4 15.2 10.7 38.2 3.7 1.0 61.4 58.4 61.8 61.6 51.6 Level of Service E B B D AAEE EED
Approach Delay (s) 18.0 4.1 60.0 57.6
Approach LOS BAEE
Intersection Summary
HCM 2000 Control Delay 18.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 61.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
11: El Camino Real & Westborough Blvd/Chestnut Ave 12/05/2023 Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Movement EBU EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (vph) 25 200 521 462 308 556 143 28 524 599 351 16 Future Volume (vph) 25 200 521 462 308 556 143 28 524 599 351 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 0.91 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 4893 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 4893 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) 26 211 548 486 324 585 151 29 552 631 369 17 RTOR Reduction (vph) 0 0 0 233 0 0 108 0 0 0 192 0
Lane Group Flow (vph) 0 237 548 253 324 585 43 0 581 631 177 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 14.8 28.7 28.7 27.1 51.5 51.5 Effective Green, g (s) 17.8 30.7 30.7 14.8 28.7 28.7 27.1 51.5 51.5 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) 242 835 365 390 781 344 715 1938 616 v/s Ratio Prot c0.13 0.15 0.09 c0.17 c0.17 0.13
v/s Ratio Perm 0.16 0.03 0.11
v/c Ratio 0.98 0.66 0.69 0.83 0.75 0.13 0.81 0.33 0.29
Uniform Delay, d1 55.9 44.9 45.3 56.4 47.3 40.6 49.0 27.2 26.7 Progression Factor 1.23 0.72 0.38 0.77 0.77 1.05 0.63 0.40 0.53 Incremental Delay, d2 48.6 1.5 4.7 13.2 3.7 0.1 5.7 0.4 1.0 Delay (s) 117.2 33.6 21.8 56.6 40.0 42.6 36.6 11.2 15.2 Level of Service F C C E D D D B B
Approach Delay (s) 44.7 45.4 21.5
Approach LOS D D C
Intersection Summary
HCM 2000 Control Delay 37.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 17.6 Intersection Capacity Utilization 93.5% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
11: El Camino Real & Westborough Blvd/Chestnut Ave 12/05/2023 Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
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 0.95 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 3406 1563
Flt Permitted 0.95 1.00 1.00
Satd. Flow (perm) 3433 3406 1563
Peak-hour factor, PHF 0.95 0.95 0.95
Adj. Flow (vph) 231 842 178
RTOR Reduction (vph) 0 0 114
Lane Group Flow (vph) 248 842 64
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) 15.4 39.8 39.8
Effective Green, g (s) 15.4 39.8 39.8
Actuated g/C Ratio 0.12 0.31 0.31
Clearance Time (s) 4.2 5.5 5.5
Vehicle Extension (s) 2.2 4.0 4.0
Lane Grp Cap (vph) 406 1042 478
v/s Ratio Prot 0.07 c0.25
v/s Ratio Perm 0.04
v/c Ratio 0.61 0.81 0.13
Uniform Delay, d1 54.5 41.6 32.6
Progression Factor 0.92 0.90 0.63
Incremental Delay, d2 2.0 6.7 0.6
Delay (s) 52.1 43.9 21.2
Level of Service D D C
Approach Delay (s) 42.3
Approach LOS D
Intersection Summary
HCM Signalized Intersection Capacity Analysis
12: Antoinette Lane & Westborough Blvd/Chestnut Ave 12/05/2023 Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
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 23 Future Volume (vph) 15 917 145 109 821 8 122 0 41 36 0 23 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 0.99
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 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.96 0.97
Satd. Flow (prot) 1770 3326 1770 4933 1716 1688
Flt Permitted 0.95 1.00 0.95 1.00 0.77 0.79
Satd. Flow (perm) 1770 3326 1770 4933 1373 1381
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 24
RTOR Reduction (vph) 0 6 0 0 1 0 0 83 0 0 54 0
Lane Group Flow (vph) 16 1112 0 115 871 0 0 88 0080
Confl. Peds. (#/hr) 15 3 6 8 8 6
Confl. Bikes (#/hr) 3336
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) 3.4 85.0 13.1 95.1 16.4 16.4
Effective Green, g (s) 3.4 85.0 13.1 95.1 16.4 16.4
Actuated g/C Ratio 0.03 0.65 0.10 0.73 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) 46 2174 178 3608 173 174
v/s Ratio Prot 0.01 c0.33 c0.06 0.18
v/s Ratio Perm c0.06 0.01
v/c Ratio 0.35 0.51 0.65 0.24 0.51 0.04
Uniform Delay, d1 62.2 11.7 56.2 5.7 53.0 49.9
Progression Factor 0.89 0.59 0.90 0.44 1.00 1.00
Incremental Delay, d2 4.0 0.8 5.6 0.2 2.8 0.1
Delay (s) 59.3 7.7 56.2 2.7 55.8 50.0
Level of Service E A E A E D
Approach Delay (s) 8.4 8.9 55.8 50.0
Approach LOS A A E D
Intersection Summary
HCM 2000 Control Delay 13.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 15.5 Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • EXISTING AND FUTURE NO-BUILD TRAFFIC OPERATIONS ANALYSIS • DECEMBER 2023 SECTION 4: FUTURE 2040 QUEUE LENGTHS
AM AND PM PEAK PERIODS
Queues
1: Junipero Serra Blvd & Hickey Blvd 12/05/2023
Scenario 3 3:48 pm 10/16/2023 Future AM Peak Synchro 11 Report
Lane Group EBL EBT EBR WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 268 706 59 477 395 89 198 82 216 298 134 v/c Ratio 0.45 0.57 0.09 0.68 0.62 0.52 0.58 0.27 0.79 0.54 0.36 Control Delay 22.3 22.2 0.2 55.3 21.2 63.1 59.4 2.1 68.2 50.0 6.2 Queue Delay 1.9 1.2 0.5 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.2 23.4 0.7 55.6 21.2 63.1 59.4 2.1 68.2 50.0 6.2 Queue Length 50th (ft) 76 102 0 195 87 67 78 0 162 113 0 Queue Length 95th (ft) 114 153 0 264 197 121 118 0 237 152 34 Internal Link Dist (ft) 115 884 703 588
Turn Bay Length (ft) 20 250 200 150
Base Capacity (vph) 594 1248 682 773 658 185 355 315 358 698 437 Starvation Cap Reductn 193 309 414 00000000
Spillback Cap Reductn 0 0 0 58 0000002
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.67 0.75 0.22 0.67 0.60 0.48 0.56 0.26 0.60 0.43 0.31 Intersection Summary
Queues
2: Junipero Serra Blvd & King Dr 12/05/2023
Scenario 3 3:48 pm 10/16/2023 Future AM Peak Synchro 11 Report
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 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
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 & Arroyo Dr 12/05/2023
Scenario 3 3:48 pm 10/16/2023 Future AM Peak Synchro 11 Report
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 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.13 0.05 0.18 0.11 0.20
Intersection Summary
Queues
4: Junipero Serra Blvd & Westborough Blvd 12/05/2023
Scenario 3 3:48 pm 10/16/2023 Future AM Peak Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR2 NBL2 NBL NBT NBR SBL SBT Lane Group Flow (vph) 123 1152 202 75 644 14 369 375 417 287 169 379 v/c Ratio 0.52 0.89 0.29 0.39 0.64 0.02 0.89 0.95 0.51 0.47 0.71 0.80 Control Delay 51.0 40.5 4.9 66.0 21.5 0.1 67.2 79.9 41.1 6.9 66.2 63.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.0 40.5 4.9 66.0 21.5 0.1 67.2 79.9 41.1 6.9 66.2 63.3 Queue Length 50th (ft) 92 471 7 58 131 0 306 337 162 0 126 150 Queue Length 95th (ft) 146 #599 36 109 186 m0 #516 #577 223 70 201 204 Internal Link Dist (ft) 358 826 472 474
Turn Bay Length (ft) 300 300 300 130 340 340 160 500
Base Capacity (vph) 236 1297 696 206 1003 570 416 393 811 616 264 527 Starvation Cap Reductn 010000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.52 0.89 0.29 0.36 0.64 0.02 0.89 0.95 0.51 0.47 0.64 0.72 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.
Lane Group SBR
Lane Group Flow (vph) 141
v/c Ratio 0.66
Control Delay 64.6
Queue Delay 0.0
Total Delay 64.6
Queue Length 50th (ft) 104
Queue Length 95th (ft) 173
Internal Link Dist (ft)
Turn Bay Length (ft) 80
Base Capacity (vph) 236
Starvation Cap Reductn 0
Spillback Cap Reductn 0
Storage Cap Reductn 0
Reduced v/c Ratio 0.60
Intersection Summary
Queues
5: Junipero Serra Blvd & Avalon Dr 12/05/2023
Scenario 3 3:48 pm 10/16/2023 Future AM Peak Synchro 11 Report
Lane Group EBL EBT WBT WBR NBL NBT SBL SBR
Lane Group Flow (vph) 75 66 189 347 115 982 211 593
v/c Ratio 0.17 0.09 0.25 0.42 0.12 0.86 0.47 0.82
Control Delay 19.6 18.1 20.0 4.3 12.0 38.9 41.8 14.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 19.6 18.1 20.0 4.3 12.0 38.9 41.8 14.2
Queue Length 50th (ft) 28 24 73 6 34 284 60 0
Queue Length 95th (ft) 60 51 124 59 62 #374 97 #160
Internal Link Dist (ft) 112 81 603
Turn Bay Length (ft) 1000 500
Base Capacity (vph) 441 750 750 835 934 1162 451 723
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.17 0.09 0.25 0.42 0.12 0.85 0.47 0.82 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 12/05/2023 Scenario 3 3:48 pm 10/16/2023 Future AM Peak Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBL SBT SBR
Lane Group Flow (vph) 125 578 42 139 467 297 160 43 257 115 86 v/c Ratio 0.62 0.40 0.06 0.62 0.32 0.38 0.70 0.13 0.80 0.34 0.21 Control Delay 63.9 28.4 0.2 38.2 7.3 1.4 65.8 0.9 64.6 44.0 1.2 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 63.9 28.4 0.2 38.2 7.3 1.4 65.8 0.9 64.6 44.0 1.2 Queue Length 50th (ft) 94 164 0 101 45 0 121 0 193 78 0 Queue Length 95th (ft) 153 259 0 144 59 1 185 0 265 124 1 Internal Link Dist (ft) 633 516 713 608
Turn Bay Length (ft) 145 145 125 125 80 125 125
Base Capacity (vph) 205 1432 690 224 1478 778 442 486 429 452 492 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.61 0.40 0.06 0.62 0.32 0.38 0.36 0.09 0.60 0.25 0.17 Intersection Summary
Queues
7: Galway Dr & Westborough Blvd 12/05/2023
Scenario 3 3:48 pm 10/16/2023 Future AM Peak Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 18 822 31 773 105 71 64 403
v/c Ratio 0.15 0.43 0.26 0.39 0.11 0.18 0.11 0.86
Control Delay 39.4 10.7 64.1 6.0 0.5 28.0 1.3 51.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.4 10.7 64.1 6.0 0.5 28.0 1.3 51.6
Queue Length 50th (ft) 14 71 18 20 1 40 0 266
Queue Length 95th (ft) m24 181 m32 310 0 65 7 342
Internal Link Dist (ft) 805 1301 226 482
Turn Bay Length (ft) 130 125 40
Base Capacity (vph) 119 1900 124 1980 932 569 747 644
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.15 0.43 0.25 0.39 0.11 0.12 0.09 0.63 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
Queues
8: Gellert Blvd & Westborough Blvd 12/05/2023
Scenario 3 3:48 pm 10/16/2023 Future AM Peak Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 119 900 124 859 267 26 57 277 330 359 88 v/c Ratio 0.70 0.48 0.65 0.44 0.36 0.12 0.25 0.85 0.87 0.47 0.18 Control Delay 57.2 27.7 56.9 20.7 4.6 45.8 48.7 46.2 66.0 40.7 0.9 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 57.2 27.7 56.9 20.7 4.6 45.8 48.7 46.2 66.0 40.7 0.9 Queue Length 50th (ft) 93 236 89 167 33 18 40 96 265 129 0 Queue Length 95th (ft) m#163 297 #167 213 75 44 79 192 #383 173 2 Internal Link Dist (ft) 1301 560 233 336
Turn Bay Length (ft) 145 280 370 90 155 155
Base Capacity (vph) 184 1878 190 1943 748 287 302 385 442 891 546 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.65 0.48 0.65 0.44 0.36 0.09 0.19 0.72 0.75 0.40 0.16 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
9: Westborough Blvd & I-280 SB Off Ramp 12/05/2023
Scenario 3 3:48 pm 10/16/2023 Future AM Peak Synchro 11 Report
Lane Group EBT WBT SBL
Lane Group Flow (vph) 1266 1060 434
v/c Ratio 0.56 0.47 0.61
Control Delay 4.2 5.5 25.2
Queue Delay 0.1 0.0 0.0
Total Delay 4.3 5.5 25.2
Queue Length 50th (ft) 43 141 74
Queue Length 95th (ft) 58 m190 106
Internal Link Dist (ft) 344 84 627
Turn Bay Length (ft)
Base Capacity (vph) 2264 2264 881
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 124 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.59 0.47 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 12/05/2023 Scenario 3 3:48 pm 10/16/2023 Future AM Peak Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 96 1295 161 40 934 299 26 31 76 79 123 v/c Ratio 0.73 0.58 0.15 0.27 0.44 0.28 0.19 0.21 0.48 0.48 0.48 Control Delay 65.7 3.9 0.4 46.8 15.7 7.8 55.6 33.5 61.2 61.1 14.9 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 65.7 3.9 0.4 46.8 15.7 7.8 55.6 33.5 61.2 61.1 14.9 Queue Length 50th (ft) 79 46 0 28 158 61 19 10 60 62 0
Queue Length 95th (ft) m100 97 m1 m49 220 m95 49 41 110 112 56 Internal Link Dist (ft) 1072 535 411 745
Turn Bay Length (ft) 140 100 160 190 130 120
Base Capacity (vph) 132 2227 1046 147 2140 1053 472 463 406 419 471 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.73 0.58 0.15 0.27 0.44 0.28 0.06 0.07 0.19 0.19 0.26 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
Queues
11: El Camino Real & Westborough Blvd/Chestnut Ave 12/05/2023 Scenario 3 3:48 pm 10/16/2023 Future AM Peak Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 246 694 508 331 739 109 441 562 349 187 533 67 v/c Ratio 1.13 0.75 0.75 0.87 0.81 0.21 0.78 0.31 0.46 0.52 0.50 0.12 Control Delay 155.1 26.6 9.2 62.6 38.9 6.4 43.1 12.0 3.5 51.9 32.8 3.3 Queue Delay 0.0 0.0 1.3 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 155.1 26.6 10.5 62.6 39.7 6.4 43.1 12.0 3.5 51.9 32.8 3.3 Queue Length 50th (ft) ~228 172 17 118 289 14 138 65 10 71 149 0 Queue Length 95th (ft) #378 182 42 #202 346 62 #235 66 14 111 195 13 Internal Link Dist (ft) 535 225 2015 643
Turn Bay Length (ft) 170 220 110 290 415 255
Base Capacity (vph) 218 1185 765 389 1179 620 563 1834 762 357 1072 549 Starvation Cap Reductn 0 0 105 0 192 0000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 1.13 0.59 0.77 0.85 0.75 0.18 0.78 0.31 0.46 0.52 0.50 0.12 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
12: Antoinette Lane & Westborough Blvd/Chestnut Ave 12/05/2023 Scenario 3 3:48 pm 10/16/2023 Future AM Peak Synchro 11 Report
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 22 1158 83 1029 176 39
v/c Ratio 0.19 0.55 0.53 0.30 0.73 0.11
Control Delay 44.2 8.4 77.2 2.9 60.8 0.7
Queue Delay 0.0 0.3 0.0 0.0 0.0 0.0
Total Delay 44.2 8.7 77.2 2.9 60.8 0.7
Queue Length 50th (ft) 17 150 64 24 125 0
Queue Length 95th (ft) m31 214 96 70 189 0
Internal Link Dist (ft) 225 471 499 255
Turn Bay Length (ft) 140 165
Base Capacity (vph) 119 2109 178 3411 396 503
Starvation Cap Reductn 0 391 0000
Spillback Cap Reductn 0 0 0 507 0 10
Storage Cap Reductn 000000
Reduced v/c Ratio 0.18 0.67 0.47 0.35 0.44 0.08
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
Queues
1: Junipero Serra Blvd & Hickey Blvd 12/05/2023
Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Lane Group EBL EBT EBR WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 242 764 66 711 663 132 214 95 319 380 268 v/c Ratio 0.52 0.78 0.12 0.79 0.83 0.69 0.72 0.30 0.90 0.61 0.54 Control Delay 44.2 49.3 0.4 67.8 36.9 73.7 72.0 2.4 78.2 54.0 9.6 Queue Delay 64.5 53.7 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 108.7 103.0 1.4 67.8 36.9 73.7 72.0 2.4 78.2 54.0 9.6 Queue Length 50th (ft) 192 333 0 330 243 109 94 0 258 153 0 Queue Length 95th (ft) 291 417 0 388 367 174 #144 0 #406 214 79 Internal Link Dist (ft) 115 884 703 588
Turn Bay Length (ft) 20 250 200 150
Base Capacity (vph) 467 982 568 905 800 242 299 317 390 636 504 Starvation Cap Reductn 271 529 354 00000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 1.23 1.69 0.31 0.79 0.83 0.55 0.72 0.30 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 & King Dr 12/05/2023
Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
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 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
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 & Arroyo Dr 12/05/2023
Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
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 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.12 0.05 0.47 0.15 0.18
Intersection Summary
Queues
4: Junipero Serra Blvd & Westborough Blvd 12/05/2023
Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR2 NBL2 NBL NBT NBR SBL SBT Lane Group Flow (vph) 175 768 226 176 640 7 456 463 624 229 154 307 v/c Ratio 0.75 1.00 0.44 0.70 0.95dr 0.02 0.96 1.03 0.66 0.37 0.59 0.59 Control Delay 62.1 71.4 7.6 56.2 51.1 0.0 66.9 84.9 34.0 5.6 48.0 43.0 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 62.1 71.4 7.6 56.2 51.1 0.0 66.9 84.9 34.0 5.6 48.0 43.0 Queue Length 50th (ft) 104 ~249 0 103 199 0 300 ~354 193 0 89 93 Queue Length 95th (ft) #213 #400 61 #203 #316 0 #543 #608 275 54 152 136 Internal Link Dist (ft) 358 826 472 474
Turn Bay Length (ft) 300 300 300 130 340 340 160 500
Base Capacity (vph) 240 768 516 258 732 447 477 451 946 624 330 661 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.73 1.00 0.44 0.68 0.87 0.02 0.96 1.03 0.66 0.37 0.47 0.46 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.
dr Defacto Right Lane. Recode with 1 though lane as a right lane.
Lane Group SBR
Lane Group Flow (vph) 158
v/c Ratio 0.69
Control Delay 54.9
Queue Delay 0.0
Total Delay 54.9
Queue Length 50th (ft) 93
Queue Length 95th (ft) 160
Internal Link Dist (ft)
Turn Bay Length (ft) 80
Base Capacity (vph) 291
Starvation Cap Reductn 0
Spillback Cap Reductn 0
Storage Cap Reductn 0
Reduced v/c Ratio 0.54
Intersection Summary
Queues
5: Junipero Serra Blvd & Avalon Dr 12/05/2023
Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Lane Group EBL EBT WBT WBR NBL NBT SBL SBR
Lane Group Flow (vph) 68 26 133 181 189 1524 245 486
v/c Ratio 0.16 0.04 0.20 0.26 0.19 1.06 0.72 0.82
Control Delay 24.0 22.0 24.0 4.5 11.5 70.9 58.8 16.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.0 22.0 24.0 4.5 11.5 70.9 58.8 16.7
Queue Length 50th (ft) 31 11 61 0 58 ~591 83 0
Queue Length 95th (ft) 63 30 106 45 94 #731 #134 #146
Internal Link Dist (ft) 112 81 603
Turn Bay Length (ft) 1000 500
Base Capacity (vph) 432 674 674 688 1008 1443 340 594
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.16 0.04 0.20 0.26 0.19 1.06 0.72 0.82 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
6: Oakmont Dr/Callan Blvd & Westborough Blvd 12/05/2023 Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBT NBR SBL SBT SBR
Lane Group Flow (vph) 143 402 40 43 814 285 166 60 282 95 168 v/c Ratio 0.66 0.24 0.05 0.36 0.59 0.41 0.71 0.18 0.80 0.26 0.38 Control Delay 65.0 22.8 0.1 34.4 9.7 3.3 66.0 1.2 62.5 40.4 7.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.0 22.8 0.1 34.4 9.7 3.3 66.0 1.2 62.5 40.4 7.8 Queue Length 50th (ft) 106 99 0 33 90 10 125 0 211 63 0 Queue Length 95th (ft) #186 168 0 m58 #319 80 190 0 283 103 54 Internal Link Dist (ft) 633 516 713 608
Turn Bay Length (ft) 145 145 125 125 80 125 125
Base Capacity (vph) 217 1648 776 118 1375 701 439 490 437 461 512 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.66 0.24 0.05 0.36 0.59 0.41 0.38 0.12 0.65 0.21 0.33 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 12/05/2023
Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBT NBR SBT
Lane Group Flow (vph) 41 711 63 1169 174 18 45 180
v/c Ratio 0.30 0.30 0.45 0.50 0.16 0.07 0.14 0.78
Control Delay 43.1 3.1 73.8 5.8 0.4 40.4 0.9 66.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 43.1 3.1 73.8 5.8 0.4 40.4 0.9 66.4
Queue Length 50th (ft) 31 25 35 314 0 12 0 126
Queue Length 95th (ft) m63 33 m71 36 0 31 0 193
Internal Link Dist (ft) 805 1301 226 482
Turn Bay Length (ft) 130 125 40
Base Capacity (vph) 140 2349 172 2356 1087 471 494 387
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.29 0.30 0.37 0.50 0.16 0.04 0.09 0.47 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
Queues
8: Gellert Blvd & Westborough Blvd 12/05/2023
Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 133 667 221 1304 461 47 58 195 270 326 147 v/c Ratio 0.69 0.37 0.64 0.58 0.49 0.34 0.40 0.65 0.82 0.49 0.33 Control Delay 54.2 22.2 47.3 23.4 6.5 58.8 60.7 17.6 65.0 43.9 7.2 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 54.2 22.2 47.3 23.4 6.5 58.8 60.7 17.6 65.0 43.9 7.2 Queue Length 50th (ft) 79 115 155 234 51 36 44 0 219 122 0 Queue Length 95th (ft) 138 144 230 319 107 73 85 71 310 161 47 Internal Link Dist (ft) 1301 560 233 336
Turn Bay Length (ft) 145 280 370 90 155 155
Base Capacity (vph) 231 1809 346 2257 935 205 215 355 414 838 515 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.58 0.37 0.64 0.58 0.49 0.23 0.27 0.55 0.65 0.39 0.29 Intersection Summary
Queues
9: Westborough Blvd & I-280 SB Off Ramp 12/05/2023
Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Lane Group EBT WBT SBL
Lane Group Flow (vph) 865 1419 582
v/c Ratio 0.40 0.65 0.72
Control Delay 3.2 9.8 26.4
Queue Delay 0.0 0.0 0.0
Total Delay 3.2 9.8 26.4
Queue Length 50th (ft) 22 151 99
Queue Length 95th (ft) 63 237 140
Internal Link Dist (ft) 344 84 627
Turn Bay Length (ft)
Base Capacity (vph) 2169 2169 944
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.40 0.65 0.62
Intersection Summary
Queues
10: W. Orange Avenue/Camaritas Avenue & Westborough Blvd/Chestnut Ave 12/05/2023 Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 86 999 100 45 906 413 47 41 127 129 176 v/c Ratio 0.53 0.47 0.10 0.32 0.44 0.39 0.35 0.27 0.64 0.65 0.52 Control Delay 67.5 16.8 3.7 40.2 4.1 0.9 64.2 32.2 69.0 68.8 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.5 16.8 3.7 40.2 4.2 0.9 64.2 32.2 69.0 68.8 12.7 Queue Length 50th (ft) 71 248 2 39 35 0 39 11 109 110 0 Queue Length 95th (ft) 122 365 32 m51 m130 m0 78 48 172 173 65 Internal Link Dist (ft) 1072 535 411 745
Turn Bay Length (ft) 140 100 160 190 130 120
Base Capacity (vph) 201 2109 1015 142 2036 1070 277 283 288 293 413 Starvation Cap Reductn 0 0 0 0 312 0 0 0 0 0 0
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.43 0.47 0.10 0.32 0.53 0.39 0.17 0.14 0.44 0.44 0.43 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
Queues
11: El Camino Real & Westborough Blvd/Chestnut Ave 12/05/2023 Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 237 548 486 324 585 151 581 631 369 248 842 178 v/c Ratio 0.98 0.66 0.81 0.83 0.75 0.33 0.81 0.33 0.46 0.61 0.81 0.30 Control Delay 117.0 35.3 16.7 61.7 42.1 9.7 40.6 11.7 4.6 57.0 45.3 5.7 Queue Delay 0.0 0.1 1.0 0.0 0.7 0.2 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 117.0 35.4 17.7 61.7 42.8 9.9 40.6 11.7 4.7 57.0 45.3 5.7 Queue Length 50th (ft) 204 143 42 132 250 41 225 94 60 104 349 3 Queue Length 95th (ft) #369 164 93 #162 288 101 #370 127 111 150 #503 34 Internal Link Dist (ft) 535 225 2015 643
Turn Bay Length (ft) 170 220 110 290 415 255
Base Capacity (vph) 242 1124 699 409 1088 576 716 1939 808 406 1042 592 Starvation Cap Reductn 0 0 66 0 213 108 000000
Spillback Cap Reductn 0 54 0000004000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.98 0.51 0.77 0.79 0.67 0.32 0.81 0.33 0.46 0.61 0.81 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 12/05/2023 Scenario 4 3:49 pm 10/16/2023 Future PM Peak Synchro 11 Report
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 16 1118 115 872 171 62
v/c Ratio 0.14 0.51 0.65 0.23 0.67 0.24
Control Delay 53.9 8.2 66.0 2.7 37.1 5.1
Queue Delay 0.0 0.5 0.0 0.0 0.0 0.0
Total Delay 53.9 8.7 66.0 2.7 37.1 5.1
Queue Length 50th (ft) 14 137 70 13 62 0
Queue Length 95th (ft) m26 202 120 85 134 16
Internal Link Dist (ft) 225 471 499 255
Turn Bay Length (ft) 140 165
Base Capacity (vph) 115 2179 239 3711 449 452
Starvation Cap Reductn 0 567 0000
Spillback Cap Reductn 0 0 0 292 5 5
Storage Cap Reductn 000000
Reduced v/c Ratio 0.14 0.69 0.48 0.26 0.39 0.14
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
WESTBOROUGH BLVD/I -280/JUNIPERO SERRA BLVD PEDESTRIAN AND BICYCLE IMPROVEMENTS FEASIBILITY STUDY • FINAL FEASIBILITY REPORT • JANUARY 2025 APPENDIX E: ALTERNATIVE SELECTION MEMORANDUM
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MEMORANDUM
To: Lawrence Henriquez Project No.:
20143-014
Cc: Matthew Ruble
From: Sasha Dansky (MTCo), Alyssa Guo (MTCo), David Mahama (DKS), Bincy Koshy (DKS), Haruka Ichikawa (DKS)
Date: 10/4/2024
RE: I-280/Westborough Boulevard/Junipero Serra Boulevard Pedestrian & Bicycle Improvements - Alternatives Memo
Introduction
The City of South San Francisco has undertaken an initiative to study active transportation improvements along Westborough Boulevard and Junipero Serra Boulevard in the vicinity of the Interstate 280 (I-280)/ Westborough Interchange as part of the Westborough Boulevard/I-280/Junipero Serra Boulevard Pedestrian and Bicycle Improvements project (Project). Prior to the initiation of the Project, the City of South San Francisco prepared the “Active South City Final Report” in June 2022, outlining the City’s vision to create an environment that supports walking, bicycling, and active living that enables people of all ages and abilities to comfortably access schools, jobs, recreational centers, shops, and transit centers either by walking or bicycling.
This project seeks to identify the feasibility of active transportation improvements along the segments of Westborough Boulevard from Antoinette Lane to Skyline Boulevard and Junipero Serra Boulevard from Avalon Drive to Hickey Boulevard, including the I-280 interchange in line with the findings from 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.
A separate Project Goals and Evaluation Criteria Memorandum was prepared to outline the evaluation criteria used herein.
The purpose of the project is to:
1. Improve safety and mobility through the Westborough Boulevard/I-280 interchange area to enhance the safety of transitions for all modes of travel.
2. Install low-stress bikeway facilities and sidewalks along Junipero Serra Boulevard and 2 OF 26
Westborough Boulevard.
3. Improve network accessibility and connectivity within the study area.
4. Enhance the safety of bicyclists and pedestrians.
To meet these project objectives, an alternative development process was conducted and identified improvements on Junipero Serra Boulevard from Hickey Boulevard to Avalon Drive, Westborough Boulevard from Skyline Boulevard to Antoinette Lane including improvements within the I280/Westborough Boulevard interchange.
This memo documents the concept alternatives envisioned for the project. Viable alternatives are analyzed and grouped by location: the I-280/Westborough Boulevard interchange (between Gellert Boulevard and Junipero Serra Boulevard), Westborough Boulevard - WEST (between Skyline Boulevard and Gellert Boulevard), Westborough Boulevard - EAST (between Junipero Serra Boulevard and Antoinette Lane), and Junipero Serra Boulevard (between Hickey Boulevard and Avalon Drive) as shown in Figure 1 below.
3 OF 26
Figure 1 - Project Locations and Segments
Viable Alternatives
Viable alternatives will be evaluated based on the Evaluation Criteria noted in the "Project Goals and Evaluation Criteria Memo" prepared in September 2023:
• Cyclist experience
• Pedestrian experience
• Motorist experience
• Traffic impact
• Cost
4 OF 26
• Ease of implementation
Each alternative will be scored for each criterion as possessing benefits or impacts relative to current no-build conditions. The scoring is on a scale from -3 (Very Significant Negative) to 3 (Very Significant Positive).
Scoring Assignment
The following describes the scoring criteria used to assign scores for each of the categories as shown in Table 1 through Table 10.
• Cyclist Experience: scoring is based on cyclist level of comfort and potential for conflict with vehicles, pedestrians, and oncoming cyclists compared to the no-build condition. • Pedestrian Experience: scoring is based on pedestrian level of comfort and potential for conflict with vehicles and cyclists compared to the no-build condition. • Motorist Experience: scoring is based on motorist level of comfort; lane and shoulder widths; and potential for conflict with pedestrians, cyclists and other vehicles compared to the no-build condition.
• Traffic Impact: Intersection Level of Service (LOS), 95th percentile queues, and corridor travel times compared to future no-build conditions were used to determine scores for each alternative.
• Estimated Cost: recognizing the implementation of any improvement requires funding, projects were ranked according to cost ranges. Projects that have a cost estimate of $10 million or less were given a score of +1, as it can be easier to obtain funding for a project within this range.
Projects that have a cost estimate between $10 million and $30 million were given a score 0.
Projects with a cost estimate greater than $30 million were given a score of -1, as it can be difficult to obtain funding for a project within this range. • Ease of Implementation: right of way acquisition, disruption to traffic, and overall construction complexity were used to determine scores for each alternative.
Please note that the scores assigned below for the alternatives as part of the feasibility exploration phase of the project are preliminary. These scores are assigned to weigh the benefits and challenges for each alternative for comparison purposes.
Westborough Boulevard - Interchange
Median-running Multi-use Path on Westborough Boulevard
This alternative, shown in Figure 2 below, proposes a median-running multi-use path that would run along Westborough Boulevard between Gellert Boulevard and Junipero Serra Boulevard. This facility would meet the State of California's Class I designation.
The median-path would begin at the east leg of Gellert Boulevard, with cyclists/pedestrians entering via the crosswalk. There would be a crossing at the Westborough Boulevard/SB I-280 off-ramp Tintersection and another at the Westborough Boulevard/Junipero Serra Boulevard intersection. The facility would end at the east leg of Junipero Serra Boulevard, with cyclists/pedestrians exiting via the
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crosswalk. Note: ingress and egress to this facility could change depending on the alternatives selected for the "Westborough Boulevard - WEST" and "Westborough Boulevard - EAST" segments.
To accommodate this multi-use facility, vehicular lane widths would need to be reduced in some areas.
Lane widths would vary from 10 feet to 12 feet.
This alternative avoids changes to the current interchange layout. The median path removes vehicle/pedestrian conflicts at the freeway on- and off- slip ramps.
Figure 2 - Median Running Mult-use Path on Westborough Boulevard Table 1 - Evaluation of Median-Running Multi-use Path Alternative Benefits Challenges Score
Cyclist Experience
• Vertical separation between motorists and
bicyclists
• Removes conflict points at the slip right turns
for the freeway on- and off-ramps.
• Speed differential between eastbound
cyclists, westbound cyclists, and pedestrians.
• Two crossings to travel the corridor. 2
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Benefits Challenges Score
Pedestrian Experience
• Vertical separation between motorists and
pedestrians
• Removes conflict points at the slip right turns
for the freeway on- and off-ramps.
• Uncomfortable speed differential between
cyclists and pedestrians.
• Pedestrians cannot access Westborough
Square without walking to the Gellert
Boulevard intersection and using the
crosswalk to exit the median-running facility.
2 Motorist Experience
• The interchange has the same layout such
that drivers familiar with the area do not need
to adjust.
• The reduced lane widths are expected to
reduce motorists speeding on Westborough
Boulevard.
• Lane widths would be reduced in some areas. -1
Traffic Impact
• Number of lanes in each direction of
Westborough Boulevard increases from two
to three through the interchange.
• Increased number of NBL turn lanes at
Westborough boulevard/Junipero Serra
Boulevard is expected to shorten queue
length for this movement.
• Corridor travel time is expected to worsen on
EB Westborough Boulevard during the AM
peak period.
2 Estimated Cost
$5 Million 1
Ease of Implementation
• The interchange has the same layout. No
changes to the freeway on- and off-ramps.
• As the interchange layout will be maintained,
this alternative is expected to be acceptable
to Caltrans.
• Ensure there is horizontal clearance from the
I-280 structural columns.
• Extensive reconstruction of medians and
roadway
3 Considering all factors, this alternative is a very significantly positive option.
Diverging Diamond Interchange at I-280-Westborough Boulevard with an At-Grade Multi-use Path
This alternative, as shown in Figure 3 below, proposes a diverging diamond interchange (DDI)1 for the I1 The DDI is an alternative to the conventional diamond interchange or other alternative interchange forms. The primary difference is the design of directional crossovers on either side of the interchange. This eliminates the 7 OF 26
280/Westborough Boulevard interchange with an at-grade, median-running, multi-use path. This concept would provide motorists with a northbound I-280 off-ramp and complete the interchange.
To accommodate the two directional crossover intersections with adequate spacing, Junipero Serra Boulevard would need to be realigned to the east. The realigned roadway would curve around the California Golf Club of San Francisco property as there is potential for right-of-way acquisition from the golf course. The realignment would require significant earth fill to build the north leg of the new intersection.
The median-running multi-use path would begin at the east leg of Gellert Boulevard, with cyclists/pedestrians entering via the crosswalk. There would be two signalized crossings at each of the directional crossover intersections; one to exit the median on the "approach" side of the intersection and one to enter the median on the "contra flow" side of the intersection. The crossings would be timed with the traffic signal phases. Another crossing is proposed at the Westborough Boulevard/Junipero Serra Boulevard intersection. The facility would end at the east leg of Junipero Serra Boulevard, with cyclists/pedestrians exiting via the crosswalk. Note: ingress and egress to this facility could change depending on the alternatives selected for the "Westborough Boulevard - WEST" and "Westborough Boulevard - EAST" segments.
The median path removes vehicle/pedestrian conflicts at the freeway on- and off- slip ramps. This concept provides a northbound I-280 off-ramp and completes the interchange. need for left-turning vehicles to across the paths of approaching through-vehicles. The DDI design has been shown to improve the operations of turning movements to and from the freeway facility and significantly reduces the number of vehicle-to-vehicle conflict points.
8 OF 26
Figure 3 - DDI reconfiguration of I-280/Westborough Interchange with an at-grade, median-running, multi-use path Table 2 - Evaluation of DDI Interchange & At-Grade Multi-use Path Benefits Challenges Score
Cyclist Experience
• Vertical separation between motorists and
bicyclists
• Removes conflict points at the slip right turns
for the freeway on- and off-ramps.
• Speed differential between eastbound
cyclists, westbound cyclists, and pedestrians.
• Four crossings to get through the corridor. 2
Pedestrian Experience
• Vertical separation between motorists and
bicyclists
• Removes conflict points at the slip right turns
for the freeway on- and off-ramps.
• Speed differential between eastbound
cyclists, westbound cyclists, and pedestrians.
• Pedestrians cannot access Westborough
Square without walking to the Gellert
Boulevard intersection and using the
crosswalk to exit the median-running facility.
2 Motorist Experience
• Interchange gains a NB I-280 off-ramp
• Removes a traditional intersection to
minimize vehicle turning conflicts
• Additional signalized intersection 2
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Benefits Challenges Score
• Vehicles taking the SB I-280 on-ramp from
WB Westborough Boulevard no longer need
to U-turn at Gellert Boulevard
Traffic Impact
• Removal of the NB I-280 on-ramp at
Westborough Boulevard/Junipero Serra
Boulevard is expected to help maintain
intersection LOS despite the addition of the
median pedestrian crossing.
• The addition of NB I-280 off-ramp at
Westborough Boulevard is expected to
shorten queue lengths for NB movements at
Westborough Boulevard/Junipero Serra
Boulevard.
• All signalized intersections through the DDI
operate simultaneously with the same traffic
signal timing (a two-phase signal for EB and
WB movements).
• Additional signalized intersections are
expected to worsen corridor travel times on
EB/WB Westborough Boulevard under most
scenarios.
• Shorter storage lengths on SB Junipero Serra
Boulevard due to alignment changes
0 Estimated Cost
$54 Million -1
Ease of Implementation
• • Right of Way acquisition from golf course
• Construction staging and detour
• Prolonged closure of the Interchange
• Utility pole relocation along Junipero Serra
• Retaining wall required for steep
embankment near golf course
• Extensive reconstruction of medians and
roadway
-3
Overall, this alternative is a minorly positive option.
Diverging Diamond Interchange at I-280/Westborough Boulevard with a Ribbon Path This alternative proposes a DDI for the I-280/Westborough Boulevard interchange and a ribbon multiuse path. This would provide motorists with a northbound I-280 off-ramp that completes the interchange.
As with the previous concept, Junipero Serra Boulevard would need to be realigned to the east to accommodate the two directional crossover intersections with adequate spacing. The realigned Junipero Serra Boulevard would curve around the California Golf Club of San Francisco property and require right-of-way acquisition from the golf course. Significant earth fill would be required to build
10 OF 26
the north leg of the new Junipero Serra Boulevard intersection.
The separated ribbon multi-use path eliminates conflicts between cyclists/pedestrians and vehicles for the entire segment, from the Westborough Boulevard/Gellert Boulevard intersection to the Westborough Boulevard/Junipero Serra Boulevard intersection. The ribbon path is longer than the median-running path in the previous concept, to accommodate the vertical ascent/descent required to have vertical clearance at the "cross-over" points.
Figure 4 - DDI at I-280/Westborough Boulevard with a Ribbon Path Table 3 - Evaluation of DDI Interchange & Ribbon Multi-use Path Benefits Challenges Score
Cyclist Experience
• Vertical separation between motorists and
bicyclists
• Elimination of conflict points between cyclists
and vehicles through the corridor.
• No crossings to get through the corridor.
• Speed differential between eastbound
cyclists, westbound cyclists, and pedestrians.
• Longer path to get through the corridor. 2
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Benefits Challenges Score
Pedestrian Experience
• Vertical separation between motorists and
pedestrians
• Elimination of conflict points between
pedestrians and vehicles through the corridor.
• No crossings to get through the corridor.
• Speed differential between cyclists and
pedestrians.
• Pedestrians cannot access Westborough
Square without walking to the Gellert
Boulevard intersection and using the
crosswalk to exit the median-running facility.
• Longer path to travel the corridor.
1 Motorist Experience
• Interchange gains a NB I-280 off-ramp
• Elimination of traditional intersection
minimizes vehicle turning conflicts
• Vehicles taking the SB I-280 on-ramp from
WB Westborough Boulevard no longer need
to U-turn at Gellert Boulevard
• Additional signalized intersection 3
Traffic Impact
• The addition of NB I-280 off-ramp at
Westborough Boulevard is expected to
shorten queue lengths for NB movements at
Westborough Boulevard/Junipero Serra
Boulevard.
• All signalized intersections through the DDI
operate simultaneously with the same traffic
signal timing (a two-phase signal for EB and
WB movements).
• Additional signalized intersections are
expected to worsen corridor travel times on
EB/WB Westborough Boulevard under most
scenarios.
• Shorter storage lengths on SB Junipero Serra
Boulevard due to alignment changes
0 Estimated Cost
$69 Million -1
Ease of Implementation
• • Right of Way acquisition from the golf course
• Construction staging and detour
• Prolonged closure of the Westborough
Interchange
• Utility pole relocation along Junipero Serra
• Retaining wall required for steep
embankment near the golf course
• Construction of ribbon path pedestrian
overcrossing
• Extensive reconstruction of medians and
roadway
-3
Overall, this alternative is a minorly positive option.
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Diverging Diamond Interchange at Junipero Serra Boulevard This alternative proposes a diverging diamond partial interchange for the I-280/Westborough Boulevard interchange. This would add a diagonal on-ramp from northbound Junipero Serra. The new ramp would be placed near the directional crossover intersection, similar to a diverging diamond interchange, and would merge with the existing loop ramp.
This alternative would work in conjunction with the Class I facility on the east side of Junipero Serra Boulevard described below. This facility is not included in the analysis of this alternative.
Figure 5 - DDI at Junipero Serra Boulevard.
Table 4 - Evaluation of DDI Partial Interchange at Junipero Serra Boulevard Benefits Challenges Score
Cyclist Experience
• Vertical separation between motorists and
bicyclists
• Speed differential between eastbound
cyclists, westbound cyclists, and pedestrians. 2
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Benefits Challenges Score
Pedestrian Experience
• Vertical separation between motorists and
pedestrians
• Speed differential between cyclists and
pedestrians. 2
Motorist Experience
• • Additional signalized intersection 2
Traffic Impact
• The two crossover signalized intersections can
operate simultaneously as a two-phase traffic
signal.
• Increased number of NBL turn lanes at
Westborough Boulevard/Junipero Serra
Boulevard is expected to shorten queue
length for this movement.
• Additional two signalized intersections are
expected to worsen corridor travel times on
NB/SB Junipero Serra Boulevard under the
AM and PM peak periods.
• Shorter storage lengths on NB Junipero Serra
Boulevard due to addition of signalized
intersections
1 Estimated Cost
$21 Million 0
Ease of Implementation
• I-280/Westborough interchange can remain
open during construction. Requires minimal
ramp closure for the new ramp connection.
• Utility relocation -2
Overall, this alternative is a minorly positive option.
Westborough Boulevard WEST - Bicycle and Pedestrian Facilities Two-way Class IV Facility on Westborough Boulevard
This alternative proposes a two-way Class IV facility would run along the north side of Westborough Boulevard between Skyline Boulevard and Gellert Boulevard, as shown in Figure 6 below. This would be a bicycle-only facility on street level, separated by a vertical element, such as a concrete barrier.
Pedestrians would continue to use the sidewalk. At the Westborough Boulevard/Gellert Boulevard intersection, cyclists/pedestrians would transition into/out of the median-running multi-use path via crosswalk/cross-bike.
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Figure 6 - Two-way Class IV facility on Westborough Boulevard.
Table 5 - Evaluation of Westborough Boulevard WEST - Two-way Class IV Facility Benefits Challenges Score
Cyclist Experience
• Vertical separation between motorists and
bicyclists
• Separated facilities for bicycles and
pedestrians.
• Speed differential between eastbound cyclists
and westbound cyclists. 3
Pedestrian Experience
• Separated facilities for bicycles and
pedestrians.
• No sidewalk between Galway Place and
Oakmont Dr on the south side of
Westborough Boulevard.
0 Motorist Experience
• • Reduced lane width
• Roadway shoulder eliminated
-1
Traffic Impact
• No improvement • Lane reduction at Gellert Boulevard
intersection from three through lanes to two
through lanes
• Lanes reduced from three to two between
Gellert Boulevard and Galway Drive
• Queue lengths for EBT and WBT movements
are expected to worsen significantly.
-1
Estimated Cost
$9 Million 1
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Benefits Challenges Score
Ease of Implementation
• Sidewalk can remain open during
construction.
• Requires the median to be rebuilt in areas.
• Requires coordination for driveways.
2 Overall, this alternative is a significantly positive option.
Class IV Facility on Westborough Boulevard
This alternative proposes Class IV bicycle facilities along the north and south sides of Westborough Boulevard between Skyline Boulevard and Gellert Boulevard. This bicycle-only facility would be level with the street and separated by a vertical element, such as a bollards. Pedestrians would continue to use the sidewalk. At the Westborough Boulevard/Gellert Boulevard intersection, cyclists/pedestrians would transition into/out of the median-running multi-use path via crosswalk/cross-bike.
To accommodate this bicycle facility, vehicular lane widths would be reduced to 11 feet.
Figure 7 - Class IV Facility on Westborough Boulevard.
Table 6 - Evaluation of Westborough Boulevard WEST - Class IV Facility Benefits Challenges Score
Cyclist Experience
• Vertical separation between motorists and
bicyclists
• Facilities separate bicycles from pedestrians
• Vertical separation between vehicles and
cyclists is not as robust. 3
Pedestrian Experience
• Facilities separate pedestrians from bicycles • Lack of sidewalks between Galway Place and Oakmont Dr on the south side of
Westborough Boulevard.
0 16 OF 26
Benefits Challenges Score
Motorist Experience
• • Reduced lane width
• Lack of shoulder
-1
Traffic Impact
• No improvement • Lane reduction at Gellert Boulevard
intersection from three through lanes to two
through lanes
• Lanes reduced from three to two between
Gellert Boulevard and Galway Drive
• Queue lengths for EBT and WBT movements
are expected to worsen significantly.
-1
Estimated Cost
$7 Million 1
Ease of Implementation
• Sidewalk can remain open during
construction.
• Requires the median to be rebuilt in certain
areas.
• Requires coordination for driveways.
2 Overall, this alternative is a significantly positive option.
Class I Facility on Westborough Boulevard
This alternative adds a Class I facility along the north side of Westborough Boulevard between Skyline Boulevard and Gellert Boulevard as shown in Figure 8. This would be a multi-use path at sidewalk level.
Pedestrians and cyclists would share the facility. At the Westborough Boulevard/Gellert Boulevard intersection, cyclists/pedestrians would transition into/out of the median-running multi-use path via crosswalk/cross-bike.
To accommodate this multi-use facility, vehicular lane widths would need to be reduced in some areas.
Lane widths would vary from 10 feet to 11 feet.
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Figure 8 - Class I Facility on Westborough Boulevard
Table 7 - Evaluation of Westborough Boulevard WEST - Class I Facility Benefits Challenges Score
Cyclist Experience
• Vertical separation between motorists and
bicyclists
• Speed differential between eastbound
cyclists, westbound cyclists, and pedestrians 2
Pedestrian Experience
• Vertical separation between motorists and
pedestrians
• Speed differential between cyclists and
pedestrians.
• Lacks sidewalks between Galway Place and
Oakmont Dr on the south side of
Westborough Boulevard.
-1
Motorist Experience
• • Reduced lane width slows traffic
• Removes vehicle shoulder
-1
Traffic Impact
• No improvement • Lane reduction at Gellert Boulevard
intersection from three through lanes to two
through lanes
• Lanes reduced from three to two between
Gellert Boulevard and Galway Drive
• Queue lengths for EBT and WBT movements
are expected to worsen significantly.
-1
Estimated Cost
$11 Million 0
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Benefits Challenges Score
Ease of Implementation
• • Requires the median to be rebuilt in areas.
• Requires coordination for driveways.
• Sidewalk closure during construction.
Requires detours.
-1
Overall, this alternative is a minorly negative option.
Westborough Boulevard EAST - Bicycle and Pedestrian Facilities Median-running Multi-use Path on Westborough Boulevard
This alternative extends the median-running multi-use path east from the east leg of Junipero Serra Boulevard to the west leg of Antoinette Lane as shown in Figure. Cyclists/pedestrians would enter the facility via crosswalk. There would be a signalized crossing at the Westborough Boulevard/Camaritas Ave/W Orange Ave intersection and another at the Westborough Boulevard/El Camino Real intersection.
Along Westborough Boulevard between Camaritas Avenue/W. Orange Avenue to Antoinette Lane, the vehicular travel lane width would need to be reduced to 10 feet to accommodate the improvements.
Figure 9 - Median-running Multi-use Path on Westborough Boulevard
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Table 8 - Evaluation of Westborough Boulevard EAST - Class I Facility Benefits Challenges Score
Cyclist Experience
• Vertical separation between motorists and
bicyclists
• Speed differential between eastbound
cyclists, westbound cyclists, and pedestrians 2
Pedestrian Experience
• Vertical separation between motorists and
pedestrians
• Speed differential between cyclists and
pedestrians. 2
Motorist Experience
• • Reduced lane width slows traffic
• Removes vehicle shoulder
-1
Traffic Impact
• No improvement • Removal of the EBR turn lane at W. Orange Avenue is expected to worsen intersection
operations from LOS B to LOS C and to
worsen EBT queue lengths significantly.
• Median pedestrian crossing distance is
particularly long at El Camino Real
(approximately 130 feet), which is expected to
worsen intersection delay by approximately
10 seconds and to worsen EBL queue lengths
significantly.
-2
Estimated Cost
$11 Million 0
Ease of Implementation
• Existing Sidewalk can remain open during
construction.
• Extensive reconstruction of medians and
roadway
• Additional bicycle crossing signalization at
intersections
3 Overall, this alternative is a significantly positive option.
Class II Facility on Westborough Boulevard
This alternative extends the Class II on-street bike lane from Camaritas Avenue/W Orange Avenue to Antoinette Lane.
Along Westborough Boulevard between Camaritas Avenue/W Orange Avenue to Antoinette Lane, the vehicular travel lane width would need to be reduced to 11 feet to accommodate the Class II bike lane.
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Figure 10 - Class II Facility on Westborough Boulevard
Table 9 - Evaluation of Westborough Boulevard EAST - Class II Facility Benefits Challenges Score
Cyclist Experience
• Striped bicycle facility extended to Antoinette
Lane.
• Narrow 4-foot bike lane
• No vertical separation between motorists and
bicyclists
1 Pedestrian Experience
• No improvement • No new challenges 0
Motorist Experience
• • Reduced lane width slows traffic -2
Traffic Impact
• No improvement • Removal of the EBR turn lane at W. Orange Avenue is expected to worsen intersection
operations from LOS B to LOS C and to
worsen EBT queue lengths significantly.
-1
Estimated Cost
$2 Million 1
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Benefits Challenges Score
Ease of Implementation
• Fewer construction elements.
• Existing sidewalk can remain open during
construction.
• Requires the median to be rebuilt in areas. 3
Overall, this alternative is a minorly positive option.
Junipero Serra Boulevard - Bicycle and Pedestrian Facilities Class I Facility on Junipero Serra Boulevard
This alternative proposes to implement a Class I Multi-use Path on Junipero Serra Boulevard from Hickey Boulevard to Avalon Drive along the east side of the roadway.
The alternative incorporates the City’s request for the removal of the Clay Avenue pedestrian bridge and installation of a signalized intersection. This alternative considers and accommodates improvements included with the 6-foot soundwalls at three locations in the vicinity of the Clay Avenue intersection as needed based on the “Junipero Serra Boulevard Soundwall Feasibility Memorandum” prepared by Mark Thomas dated August 19, 2022.
The Project Team has determined that this configuration is the only viable bicycle/pedestrian improvement for Junipero Serra Boulevard.
Figure 11 – Class I Facility on Junipero Serra Boulevard Table 10 - Evaluation of Junipero Serra Boulevard - Class I Facility Benefits Challenges Score
Cyclist Experience
• Vertical separation between motorists and
bicyclists
• Speed differential between eastbound
cyclists, westbound cyclists, and pedestrians 2
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Benefits Challenges Score
Pedestrian Experience
• Vertical separation between motorists and
pedestrians
• Speed differential between cyclists and
pedestrians.
•
2 Motorist Experience
• Motorists can make left and through
movements from Clay Avenue
• Removal of Clay Avenue pedestrian bridge
improves roadway visibility
• Shoulder eliminated to accommodate bicycle
facility.
1 Traffic Impact
• Fewer U-turn movements made north and
south of Clay Avenue due to signalization of
Clay Avenue
• Signalization of Clay Avenue is expected to
worsen corridor travel times on NB/SB
Junipero Serra Boulevard
0 Estimated Cost
$25 Million 0
Ease of Implementation
• • Relocation of existing utility poles
• Possible retaining walls at locations of steep
embankment
• Relocation of drainage inlets
• Partial removal of medians
• Horizontal modifications to Junipero Serra
Boulevard
1 Overall, this alternative is a very significantly positive option.
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Rejected Alternatives
Table 11 - Rejected I-280/Westborough Boulevard. Interchange Alternatives Rejected Interchange Alternatives
Name Description Reason for Rejection Image
Tight
Diamond
The tight diamond
alternative removes
the right slip lane for
the SB I-280 off-ramp
and the SB I-280 onramp, reducing
vehicle and bicycle
collisions.
Squaring of the ramps is not
required because conflict
points are removed by the
viable alternative. A medianrunning facility removes
bicycle/pedestrian travel from
conflicts at the slip right lane
for the on- and off-ramps.
Square ramp The square ramp
alternative removes
the existing entrances
to the NB I-280 onramp and proposes a
new on-ramp
entrance that is
squared-up to WB
Westborough
Boulevard.
The viable alternative for the
bicycle/pedestrian facility
along Junipero Serra
Boulevard is along the east
side of the roadway. The
conflict points between
bicycles/pedestrians and the
vehicles using the slip right
lane for the on-ramp are
eliminated. No mitigation
(squaring the ramp) is
required.
Hook ramp The hook ramp
alternative removes
the existing right slip
lane on-ramp to NB
I-280 and proposes a
new on-ramp that is
squared-up to
Junipero Serra
Boulevard. There
would be a new
signalized
intersection at this
point. In addition, this
The alternative would likely
require nonstandard features
to construct. This could be
difficult to gain approval from
Caltrans. In addition, the
limited storage for the NB I280 on-ramp could cause
congestion on the local street
network.
24 OF 26
Rejected Interchange Alternatives
Name Description Reason for Rejection Image
alternative would add
a NB I-280 off-ramp.
Divergeabout The divergeabout at
Westborough is a
combination of a
diverging diamond
for one directional
crossover intersection
and a roundabout for
the second
directional crossover
intersection.
This alternative requires more
construction elements and
would be more expensive to
construct. There would be
numerous bicycle/pedestrian
crossings around the
roundabout portion, which
add conflict points with
vehicles. This alternative
could also require right of
way acquisition from the golf
course; a Section 4(f) impact.
Class IV
Facility on
Westborough
Boulevard
The Class IV facility
alternative is a
separated bicycle
facility through the
interchange from
Gellert Boulevard and
Junipero Serra
Boulevard.
This alternative does not
alleviate several conflict
points between bicycles/
pedestrians and the vehicles
using the slip right lanes for
the on- and off-ramps.
Table 32 - Rejected Westborough Boulevard WEST Bicycle & Pedestrian Facility Alternatives Rejected Westborough Boulevard WEST- Bicycle & Pedestrian Facility Alternatives Name Description Reason for Rejection Image
Class II
Facility
The Class II facility
alternative is an onstreet bicycle lane
beside vehicle traffic
from Galway Dr to
Gellert Boulevard.
Due to the high speeds along
Westborough Boulevard, the
City prefers having vertical
separation between bicycle
facilities and vehicular traffic
which this alternative does
not offer.
Medianrunning
Multi-use
path
The median-running
multi-use path
alternative is a
separated, shared
facility that runs from
Callan Boulevard to
Gellert Boulevard.
This alternative requires
additional crossings for
cyclists/pedestrians to access
the facility from adjacent
properties and points of
interest.
25 OF 26
Table 43 - Rejected Westborough Boulevard EAST - Bicycle & Pedestrian Facility Alternatives Rejected Westborough Boulevard EAST - Bicycle & Pedestrian Facility Alternatives Name Description Reason for Rejection Image
Remove Slip
Lane at
Westborough
Boulevard
and Junipero
Serra
Boulevard
This alternative
removes the slip
lanes at the east and
south legs of the
Westborough
Boulevard/Junipero
Serra Boulevard
intersection. The
right-turn lanes
would be squared-up
to the intersection.
Elements of this alternative
have been incorporated into
other alternatives.
Table 14 - Rejected Junipero Serra Boulevard - Bicycle & Pedestrian Facility Alternatives Rejected Junipero Serra Boulevard - Bicycle & Pedestrian Facility Alternatives Name Description Reason for Rejection Image
Class IV bike
lanes and
sidewalk on
both sides
This alternative
includes the
implementation of
Class IV bikeways in
each direction as well
as a sidewalk in each
direction.
Within the project limits,
Junipero Serra Boulevard
primarily provides access to
residential properties; most of
which are on the east side.
The sidewalk on the west side
is not expected to have much
demand as there is a facility
on the east side. This
alternative requires cyclists to
cross the two conflict points
at the NB I-280 on-ramp or
requires the on-ramp to be
realigned to remove the
conflict points.
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Rejected Junipero Serra Boulevard - Bicycle & Pedestrian Facility Alternatives Name Description Reason for Rejection Image
Class IV bike
lanes and
sidewalk on
NB (east) side
ONLY
This alternative
includes the
implementation of
Class IV bikeways in
each direction and a
sidewalk on the east
side of Junipero Serra
Boulevard.
This alternative requires
cyclists to cross the two
conflict points at the NB I-280
on-ramp or requires the onramp to be realigned to
remove the conflict points.
Class IV -
Sidewalk on
SB (west) side
ONLY
This alternative
includes the
implementation of
Class IV bikeways in
each direction as well
as a sidewalk on the
west side of Junipero
Serra Boulevard.
Within the project limits,
Junipero Serra Boulevard
primarily provides access to
residential properties; most of
which are on the east side of
Junipero Serra Boulevard. The
sidewalk on the west side is
not preferable, as the
pedestrians coming from the
east side would need to cross
the street to access the
facility. This alternative also
requires cyclists to cross the
two conflict points at the NB
I-280 on-ramp or requires the
on-ramp to be realigned to
remove the conflict points.
1 999990 S
MOBILIZATION (10%) LS 1 $1,007,000 $1,007,000
2 170105 S CLEARING AND GRUBBING AC 2 $10,000 $20,000
3 475010 S RETANING WALL (MASONRY WALL) SF 18200 $300 $5,460,000 4 582001 S SOUNDWALL (MASONRY BLOCK) LS 1 $1,092,000 $1,092,000 5 731521 S MINOR CONCRETE (SIDEWALK) CY 1990 $650 $1,293,500 6 730010 S MINOR CONCRETE (CURB) (LF) LF 4000 $60 $240,000 7 731504 S MINOR CONCRETE (CURB AND GUTTER) CY 830 $950 $788,500 8 390132 S HOT MIX ASPHALT YPE A TON 320 $420 $134,400
9 260203 S CLASS II AGGREGATE BASE CY 3290 $90 $296,100 10 190137 S ROADWAY EXCAVATION (CITY STREET) (ASSUME DEPTH 24") CY 10680 $40 $427,200 11 731710 S REMOVE CONCRETE (CURB) LF 3900 $20 $78,000
12 731840 S REMOVE CONCRETE (CURB AND GUTTER) LF 2600 $40 $104,000 13 839752 S REMOVE GUARDRAIL LF 100 $25 $2,500
14 803050 S REMOVE CHAIN LINK FENCE LF 600 $15 $9,000
15 710150 S REMOVE INLET EA 17 $1,500 $25,500
16 710240 S MODIFY INLET EA 17 $5,500 $93,500
17 S STORM DRAIN (8 %) LS 1 $806,000 $806,000
18 S MINOR AND MISC ITEMS (10%) LS 1 $1,007,000 $1,007,000 19 S ROADWAY ADDITIONS (10%) LS 1 $1,007,000 $1,007,000 20 S SUPPLEMENTAL ITEMS (10%) LS 1 $1,007,000 $1,007,000 $14,899,000
21 S REMOVE POC EA 1 $300,000 $300,000
$300,000
22 UTILITY POLE RELOCATION EA 12 $100,000 $1,200,000
23 770030 S SIGNAL AND LIGHTING-JUNIPERO SERRA LS 1 $250,000 $250,000 24 770030 S SIGNAL AND LIGHTING-CLAY LS 1 $500,000 $500,000 25 770030 S SIGNAL AND LIGHTING-KING LS 1 $250,000 $250,000 26 770030 S SIGNAL AND LIGHTING-AVALON LS 1 $250,000 $250,000 27 S RELOCATE LIGHTING SYSTEMS LS 1 $60,000 $60,000
28 872146 S REMOVE FLASHING BEACON SYSTEMS LS 1 $7,500 $7,500 29 870700 S FLASHING BEACON SYSTEM LS 1 $210,000 $210,000 $2,728,000
$18,000,000
$7,000,000
$25,000,000
SUBTOTAL=
CONTINGENCY (35%) =
GRAND TOTAL =
GRAND TOTAL
Segment 1: Junipero Serra Boulevard - Class I Multi-Use Path
ELECTRICAL
SUBTOTAL=
SUBTOTAL=
ITEM No.
BEES
ITEM
NUMBER
STATE (S)
OR
CITY (C)
STANDARD
ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL
ROADWAY
STRUCTURES
SUBTOTAL=
J:\DKS-SSF-23-00217-I-280 Westborough Study\Reports\_Alternative Selection Memo\ 1 of 11 1/28/2025 1 999990 S
MOBILIZATION (10%) LS 1 $392,000 $392,000
2 170105 S CLEARING AND GRUBBING AC 1 $10,000 $10,000
3 731521 S MINOR CONCRETE (SIDEWALK) CY 20 $650 $13,000 4 731511 S MINOR CONCRETE (ISLAND PAVING) CY 790 $740 $584,600 5 730010 S MINOR CONCRETE (CURB) (LF) LF 6500 $60 $390,000 6 731504 S MINOR CONCRETE (CURB AND GUTTER) CY 130 $950 $123,500 7 390132 S HOT MIX ASPHALT YPE A TON 3220 $420 $1,352,400 8 260203 S CLASS II AGGREGATE BASE CY 3210 $90 $288,900 9 190137 S ROADWAY EXCAVATION (CITY STREET) (ASSUME DEPTH 24") CY 1320 $40 $52,800 10 731710 S REMOVE CONCRETE (CURB) LF 6500 $20 $130,000 11 731840 S REMOVE CONCRETE (CURB AND GUTTER) LF 2200 $40 $88,000 12 731780 S REMOVE CONCRETE SIDEWALK (SQYD) SQYD 120 $60 $7,200 13 731790 S REMOVE CONCRETE ISLAND (SQYD) SQYD 5140 $60 $308,400 14 710150 S REMOVE INLET EA 6 $1,500 $9,000
15 710240 S MODIFY INLET EA 6 $5,500 $33,000
16 810170 S Delineator (Class 1) EA 15 $55 $825
17 730070 S Detectable Warning Surface SF 100 $80 $8,000 18 839640 S CONCRETE BARRIER (TYPE 60M) LF 3710 $140 $519,400 19 S STORM DRAIN (8 %) LS 1 $314,000 $314,000
20 S MINOR AND MISC ITEMS (10%) LS 1 $392,000 $392,000
21 S ROADWAY ADDITIONS (10%) LS 1 $392,000 $392,000
22 S SUPPLEMENTAL ITEMS (10%) LS 1 $392,000 $392,000
$6,000,000
$6,000,000
$3,000,000
$9,000,000
Segment 2A: Westborough Boulevard (West) -
Two-way Class IV Facility
ITEM No.
BEES
ITEM
NUMBER
STATE (S)
OR
CITY (C)
STANDARD
ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL
GRAND TOTAL
SUBTOTAL=
CONTINGENCY (35%) =
GRAND TOTAL =
ROADWAY
SUBTOTAL=
J:\DKS-SSF-23-00217-I-280 Westborough Study\Reports\_Alternative Selection Memo\ 2 of 11 1/28/2025 1 999990 S
MOBILIZATION (10%) LS 1 $328,000 $328,000
2 170105 S CLEARING AND GRUBBING AC 1 $10,000 $10,000
3 731521 S MINOR CONCRETE (SIDEWALK) CY 30 $650 $19,500 4 731511 S MINOR CONCRETE (ISLAND PAVING) CY 1040 $740 $769,600 5 730010 S MINOR CONCRETE (CURB) (LF) LF 6600 $60 $396,000 6 731504 S MINOR CONCRETE (CURB AND GUTTER) CY 130 $950 $123,500 7 390132 S HOT MIX ASPHALT YPE A TON 2510 $420 $1,054,200 8 260203 S CLASS II AGGREGATE BASE CY 2510 $90 $225,900 9 190137 S ROADWAY EXCAVATION (CITY STREET) (ASSUME DEPTH 24") CY 1330 $40 $53,200 10 731710 S REMOVE CONCRETE (CURB) LF 6500 $20 $130,000 11 731840 S REMOVE CONCRETE (CURB AND GUTTER) LF 2500 $40 $100,000 12 731780 S REMOVE CONCRETE SIDEWALK (SQYD) SQYD 280 $60 $16,800 13 731790 S REMOVE CONCRETE ISLAND (SQYD) SQYD 5140 $60 $308,400 14 710150 S REMOVE INLET EA 5 $1,500 $7,500
15 710240 S MODIFY INLET EA 5 $5,500 $27,500
16 810170 S Delineator (Class 1) EA 535 $55 $29,425
17 730070 S Detectable Warning Surface SF 60 $80 $4,800 18 S STORM DRAIN (8 %) LS 1 $263,000 $263,000
19 S MINOR AND MISC ITEMS (10%) LS 1 $328,000 $328,000
20 S ROADWAY ADDITIONS (10%) LS 1 $328,000 $328,000
21 S SUPPLEMENTAL ITEMS (10%) LS 1 $328,000 $328,000
$5,000,000
$5,000,000
$2,000,000
GRAND TOTAL = $7,000,000
Segment 2B: Westborough Boulevard (West) -
Class IV Facility along the North and South Side
ITEM No.
BEES
ITEM
NUMBER
STATE (S)
OR
CITY (C)
STANDARD
ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL
ROADWAY
SUBTOTAL=
GRAND TOTAL
SUBTOTAL=
CONTINGENCY (35%) =
J:\DKS-SSF-23-00217-I-280 Westborough Study\Reports\_Alternative Selection Memo\ 3 of 11 1/28/2025 1 999990 S
MOBILIZATION (10%) LS 1 $525,000 $525,000
2 170105 S CLEARING AND GRUBBING AC 1 $10,000 $10,000
3 731521 S MINOR CONCRETE (SIDEWALK) CY 1110 $650 $721,500 4 731511 S MINOR CONCRETE (ISLAND PAVING) CY 790 $740 $584,600 5 730010 S MINOR CONCRETE (CURB) (LF) LF 6500 $60 $390,000 6 731504 S MINOR CONCRETE (CURB AND GUTTER) CY 420 $950 $399,000 7 390132 S HOT MIX ASPHALT YPE A TON 3670 $420 $1,541,400 8 260203 S CLASS II AGGREGATE BASE CY 5270 $90 $474,300 9 190137 S ROADWAY EXCAVATION (CITY STREET) (ASSUME DEPTH 24") CY 1800 $40 $72,000 10 731710 S REMOVE CONCRETE (CURB) LF 6500 $20 $130,000 11 731840 S REMOVE CONCRETE (CURB AND GUTTER) LF 6900 $40 $276,000 12 731780 S REMOVE CONCRETE SIDEWALK (SQYD) SQYD 3270 $60 $196,200 13 731790 S REMOVE CONCRETE ISLAND (SQYD) SQYD 5140 $60 $308,400 14 710150 S REMOVE INLET EA 19 $1,500 $28,500
15 710240 S MODIFY INLET EA 19 $5,500 $104,500
16 730070 S Detectable Warning Surface SF 60 $80 $4,800 17 S STORM DRAIN (8 %) LS 1 $420,000 $420,000
18 S MINOR AND MISC ITEMS (10%) LS 1 $525,000 $525,000
19 S ROADWAY ADDITIONS (10%) LS 1 $525,000 $525,000
20 S SUPPLEMENTAL ITEMS (10%) LS 1 $525,000 $525,000
$8,000,000
$8,000,000
$3,000,000
GRAND TOTAL = $11,000,000
Segment 2C: Westborough Boulevard (West) - Class I Facility along the North Side of Westborough Boulevard
ITEM No.
BEES
ITEM
NUMBER
STATE (S)
OR
CITY (C)
STANDARD
ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL
ROADWAY
SUBTOTAL=
GRAND TOTAL
SUBTOTAL=
CONTINGENCY (35%) =
J:\DKS-SSF-23-00217-I-280 Westborough Study\Reports\_Alternative Selection Memo\ 4 of 11 1/28/2025 1 999990 S
MOBILIZATION (10%) LS 1 $421,000 $421,000
2 170105 S CLEARING AND GRUBBING AC 1 $10,000 $10,000
3 731521 S MINOR CONCRETE (SIDEWALK) CY 1180 $650 $767,000 4 730010 S MINOR CONCRETE (CURB) (LF) LF 300 $60 $18,000 5 731504 S MINOR CONCRETE (CURB AND GUTTER) CY 10 $950 $9,500 6 390132 S HOT MIX ASPHALT YPE A TON 1400 $420 $588,000 7 260203 S CLASS II AGGREGATE BASE CY 3140 $90 $282,600 8 839640 S CONCRETE BARRIER (TYPE 60M) LF 10900 $140 $1,526,000 9 190137 S ROADWAY EXCAVATION (CITY STREET) (ASSUME DEPTH 24") CY 7960 $40 $318,400 10 731710 S REMOVE CONCRETE (CURB) LF 1400 $20 $28,000
11 731840 S REMOVE CONCRETE (CURB AND GUTTER) LF 11000 $40 $440,000 12 731790 S REMOVE CONCRETE ISLAND (SQYD) SQYD 1310 $60 $78,600 13 839752 S REMOVE GUARDRAIL LF 3500 $25 $87,500
14 710150 S REMOVE INLET EA 7 $1,500 $10,500
15 710240 S MODIFY INLET EA 7 $5,500 $38,500
16 S STORM DRAIN (8 %) LS 1 $337,000 $337,000
17 S MINOR AND MISC ITEMS (10%) LS 1 $421,000 $421,000
18 S ROADWAY ADDITIONS (10%) LS 1 $421,000 $421,000
19 S SUPPLEMENTAL ITEMS (10%) LS 1 $421,000 $421,000
$7,000,000
20 770030 S SIGNAL AND LIGHTING-JUNIPERO SERRA LS 1 $250,000 $250,000 21 770030 S SIGNAL AND LIGHTING-CAMERITAS/ORANGE LS 1 $250,000 $250,000 22 770030 S SIGNAL AND LIGHTING-EL CAMINO LS 1 $250,000 $250,000 23 S RELOCATE LIGHTING SYSTEMS LS 1 $80,000 $80,000
$1,000,000
$8,000,000
$3,000,000
$11,000,000
GRAND TOTAL
SUBTOTAL=
CONTINGENCY (35%) =
GRAND TOTAL =
ROADWAY
SUBTOTAL=
ELECTRICAL
SUBTOTAL=
Segment 3A: Westborough Boulevard (East) -
Median Multi-Use Path
ITEM No.
BEES
ITEM
NUMBER
STATE (S)
OR
CITY (C)
STANDARD
ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL
J:\DKS-SSF-23-00217-I-280 Westborough Study\Reports\_Alternative Selection Memo\ 5 of 11 1/28/2025 1 999990 S
MOBILIZATION (10%) LS 1 $47,000 $47,000
2 170105 S CLEARING AND GRUBBING AC 1 $10,000 $10,000
3 730010 S MINOR CONCRETE (CURB) (LF) LF 1500 $60 $90,000 4 731511 S MINOR CONCRETE (ISLAND PAVING) CY 100 $740 $74,000 4 390132 S HOT MIX ASPHALT YPE A TON 460 $420 $193,200
5 260203 S CLASS II AGGREGATE BASE CY 550 $90 $49,500
6 190137 S ROADWAY EXCAVATION (CITY STREET) (ASSUME DEPTH 24") CY 450 $40 $18,000 7 731710 S REMOVE CONCRETE (CURB) LF 1600 $20 $32,000
8 731790 S REMOVE CONCRETE ISLAND (SQYD) SQYD 340 $60 $20,400 9 S STORM DRAIN (8 %) LS 1 $38,000 $38,000
10 S MINOR AND MISC ITEMS (10%) LS 1 $47,000 $47,000
11 S ROADWAY ADDITIONS (10%) LS 1 $47,000 $47,000
12 S SUPPLEMENTAL ITEMS (10%) LS 1 $47,000 $47,000
$800,000
13 770030 S SIGNAL AND LIGHTING CAMERITAS/ORANGE LS 1 $50,000 $50,000 14 S RELOCATE LIGHTING SYSTEMS LS 1 $60,000 $60,000
$200,000
$1,000,000
$400,000
$2,000,000
Segment 3B: Westborough Boulevard (East) - Class II Facility ITEM No.
BEES
ITEM
NUMBER
STATE (S)
OR
CITY (C)
STANDARD
ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL
GRAND TOTAL
SUBTOTAL=
CONTINGENCY (35%) =
GRAND TOTAL =
ROADWAY
SUBTOTAL=
ELECTRICAL
SUBTOTAL=
J:\DKS-SSF-23-00217-I-280 Westborough Study\Reports\_Alternative Selection Memo\ 6 of 11 1/28/2025 1 999990 S
MOBILIZATION (10%) LS 1 $478,000 $478,000
2 170105 S CLEARING AND GRUBBING AC 4 $10,000 $40,000
3 475010 S RETANING WALL (MASONRY WALL) SF 4600 $300 $1,380,000 4 731521 S MINOR CONCRETE (SIDEWALK) CY 280 $650 $182,000 5 730010 S MINOR CONCRETE (CURB) (LF) LF 1800 $60 $108,000 6 731504 S MINOR CONCRETE (CURB AND GUTTER) CY 440 $950 $418,000 7 390132 S HOT MIX ASPHALT YPE A TON 7830 $120 $939,600 8 260203 S CLASS II AGGREGATE BASE CY 8140 $50 $407,000 9 839640 S CONCRETE BARRIER (TYPE 60M) LF 2100 $140 $294,000 10 190137 S ROADWAY EXCAVATION (CITY STREET) (ASSUME DEPTH 24") CY 13660 $40 $546,400 11 731710 S REMOVE CONCRETE (CURB) LF 2000 $20 $40,000
12 731840 S REMOVE CONCRETE (CURB AND GUTTER) LF 9700 $40 $388,000 13 710150 S REMOVE INLET EA 5 $1,500 $7,500
14 710240 S MODIFY INLET EA 5 $5,500 $27,500
15 S STORM DRAIN (8 %) LS 1 $383,000 $383,000
16 S MINOR AND MISC ITEMS (10%) LS 1 $48,000 $48,000
17 S ROADWAY ADDITIONS (10%) LS 1 $478,000 $478,000
18 S SUPPLEMENTAL ITEMS (10%) LS 1 $478,000 $478,000
$6,643,000
19 770030 S SIGNAL AND LIGHTING GELLERT LS 1 $250,000 $250,000 20 770030 S SIGNAL AND LIGHTING-I-280 SB LS 1 $500,000 $500,000 21 770030 S SIGNAL AND LIGHTING-JUNIPERO SERRA LS 1 $500,000 $500,000 22 S RELOCATE LIGHTING SYSTEMS LS 1 $60,000 $60,000
$1,310,000
23 PLANTING SF 123198 $13.25 $1,632,374
24 IRRIGATION SF 123198 $3.50 $431,193
$2,063,567
25 ACQUISITION SF 119187 $250 $29,796,750
$29,796,750
$40,000,000
$14,000,000
$54,000,000
CONTINGENCY (35%) =
GRAND TOTAL =
LANDSCAPING
SUBTOTAL=
RIGHT OF WAY
SUBTOTAL=
GRAND TOTAL
SUBTOTAL=
ROADWAY
SUBTOTAL=
ELECTRICAL
SUBTOTAL=
Segment 4A: I- 280/Westborough Boulevard Interchange -
Diverging Diamond Interchange with At-Grade Multi-Use Path ITEM No.
BEES
ITEM
NUMBER
STATE (S)
OR
CITY (C)
STANDARD
ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL
J:\DKS-SSF-23-00217-I-280 Westborough Study\Reports\_Alternative Selection Memo\ 7 of 11 1/28/2025 1 999990 S
MOBILIZATION (10%) LS 1 $597,000 $597,000
2 170105 S CLEARING AND GRUBBING AC 3 $10,000 $30,000
3 475010 S RETANING WALL (MASONRY WALL) SF 9400 $300 $2,820,000 4 731521 S MINOR CONCRETE (SIDEWALK) CY 100 $650 $65,000 5 730010 S MINOR CONCRETE (CURB) (LF) LF 1800 $60 $108,000 6 731504 S MINOR CONCRETE (CURB AND GUTTER) CY 440 $950 $418,000 7 390132 S HOT MIX ASPHALT YPE A TON 7830 $120 $939,600 8 260203 S CLASS II AGGREGATE BASE CY 7870 $50 $393,500 9 839640 S CONCRETE BARRIER (TYPE 60M) LF 1300 $140 $182,000 10 190137 S ROADWAY EXCAVATION (CITY STREET) (ASSUME DEPTH 24") CY 13660 $40 $546,400 11 731710 S REMOVE CONCRETE (CURB) LF 2000 $20 $40,000
12 731840 S REMOVE CONCRETE (CURB AND GUTTER) LF 9700 $40 $388,000 13 710150 S REMOVE INLET EA 5 $1,500 $7,500
14 710240 S MODIFY INLET EA 5 $5,500 $27,500
15 S STORM DRAIN (8 %) LS 1 $478,000 $478,000
16 S MINOR AND MISC ITEMS (10%) LS 1 $60,000 $60,000
17 S ROADWAY ADDITIONS (10%) LS 1 $597,000 $597,000
18 S SUPPLEMENTAL ITEMS (10%) LS 1 $597,000 $597,000
$8,295,000
19 S REMOVE POC EA 1 $300,000 $300,000
20 999990 SADDITIONAL MOBILIZATION (10%) LS 1 $824,000 $824,000 21 S STRUCTURAL CONCRETE SF 8110 $335 $2,716,850
22 170105 S CLEARING AND GRUBBING AC 3 $10,000 $30,000
23 731521 S MINOR CONCRETE (SIDEWALK) CY 700 $650 $455,000 24 260203 S CLASS II AGGREGATE BASE CY 370 $650 $240,500 24 839640 S CONCRETE BARRIER (TYPE 60M) LF 3650 $140 $511,000 25 475010 S RETANING WALL (MASONRY WALL) SF 14270 $300 $4,281,000 $9,358,350
26 770030 S SIGNAL AND LIGHTING GELLERT LS 1 $250,000 $250,000 27 770030 S SIGNAL AND LIGHTING-I-280 SB LS 1 $500,000 $500,000 28 770030 S SIGNAL AND LIGHTING-JUNIPERO SERRA LS 1 $500,000 $500,000 29 S RELOCATE LIGHTING SYSTEMS LS 1 $60,000 $60,000
$1,310,000
30 PLANTING SF 118384 $13.25 $1,568,588
31 IRRIGATION SF 118384 $3.50 $414,344
$1,982,932
32 ACQUISITION SF 119187 $250 $29,796,750
$29,796,750
$51,000,000
$18,000,000
$69,000,000
Segment 4B: I- 280/Westborough Boulevard Interchange -
Diverging Diamond Interchange at I-280/Westborough Boulevard with Ribbon Path
ITEM No.
BEES
ITEM
NUMBER
STATE (S)
OR
CITY (C)
STANDARD
ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL
GRAND TOTAL =
ROADWAY
SUBTOTAL=
STRUCTURES
SUBTOTAL=
ELECTRICAL
SUBTOTAL=
RIGHT OF WAY
SUBTOTAL=
GRAND TOTAL
SUBTOTAL=
CONTINGENCY (35%) =
LANDSCAPING
SUBTOTAL=
J:\DKS-SSF-23-00217-I-280 Westborough Study\Reports\_Alternative Selection Memo\ 8 of 11 1/28/2025 1 999990 S
MOBILIZATION (10%) LS 1 $827,000 $827,000
2 170105 S CLEARING AND GRUBBING AC 2 $10,000 $20,000
3 475010 S RETANING WALL (MASONRY WALL) SF 20200 $300 $6,060,000 4 731521 S MINOR CONCRETE (SIDEWALK) CY 320 $650 $208,000 5 730010 S MINOR CONCRETE (CURB) (LF) LF 2900 $60 $174,000 6 731504 S MINOR CONCRETE (CURB AND GUTTER) CY 180 $950 $171,000 7 390132 S HOT MIX ASPHALT YPE A TON 4960 $120 $595,200 8 260203 S CLASS II AGGREGATE BASE CY 5370 $90 $483,300 9 839640 S CONCRETE BARRIER (TYPE 60M) LF 0 $140 $0
10 190137 S ROADWAY EXCAVATION (CITY STREET) (ASSUME DEPTH 24") CY 7430 $40 $297,200 11 731710 S REMOVE CONCRETE (CURB) LF 3500 $20 $70,000
12 731840 S REMOVE CONCRETE (CURB AND GUTTER) LF 3100 $40 $124,000 13 803050 S REMOVE CHAIN LINK FENCE LF 2200 $15 $33,000 14 710150 S REMOVE INLET EA 4 $1,500 $6,000
15 710240 S MODIFY INLET EA 4 $5,500 $22,000
16 S STORM DRAIN (8 %) LS 1 $662,000 $662,000
17 S MINOR AND MISC ITEMS (10%) LS 1 $827,000 $827,000
18 S ROADWAY ADDITIONS (10%) LS 1 $827,000 $827,000
19 S SUPPLEMENTAL ITEMS (10%) LS 1 $827,000 $827,000
$12,300,000
20 UTILITY POLE RELOCATION EA 12 $100,000 $1,200,000
21 770030 S SIGNAL AND LIGHTING-MODIFY WESTBOROUGH INTERSECTIONS LS 1 $500,000 $500,000 22 770030 S SIGNAL AND LIGHTING-NEW JUNIPERO SERRA INTERSECTIONS LS 1 $1,000,000 $1,000,000 23 770030 S SIGNAL AND LIGHTING-AVALON LS 1 $250,000 $250,000 24 S RELOCATE LIGHTING SYSTEMS LS 1 $60,000 $60,000
25 870510 S RAMP METERING SYSTEM-MODIFY LS 1 $300,000 $300,000 $3,400,000
25 PLANTING SF 45244 $13.25 $599,483
26 IRRIGATION SF 45244 $3.50 $158,354
$800,000
$17,000,000
$6,000,000
$23,000,000
GRAND TOTAL
SUBTOTAL=
CONTINGENCY (35%) =
GRAND TOTAL =
ROADWAY
SUBTOTAL=
ELECTRICAL
SUBTOTAL=
LANDSCAPING
SUBTOTAL=
Segment 4C: I- 280/Westborough Boulevard Interchange -
Diverging Diamond Interchange at Junipero Serra Boulevard ITEM No.
BEES
ITEM
NUMBER
STATE (S)
OR
CITY (C)
STANDARD
ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL
J:\DKS-SSF-23-00217-I-280 Westborough Study\Reports\_Alternative Selection Memo\ 9 of 11 1/28/2025 1 999990 S
MOBILIZATION (10%) LS 1 $885,000 $885,000
2 170105 S CLEARING AND GRUBBING AC 2 $10,000 $20,000
3 475010 S RETANING WALL (MASONRY WALL) SF 21900 $300 $6,570,000 4 731521 S MINOR CONCRETE (SIDEWALK) CY 320 $650 $208,000 5 730010 S MINOR CONCRETE (CURB) (LF) LF 2880 $60 $172,800 6 731504 S MINOR CONCRETE (CURB AND GUTTER) CY 180 $950 $171,000 7 390132 S HOT MIX ASPHALT YPE A TON 5220 $120 $626,400 8 260203 S CLASS II AGGREGATE BASE CY 5630 $90 $506,700 9 839640 S CONCRETE BARRIER (TYPE 60M) LF 0 $140 $0
10 190137 S ROADWAY EXCAVATION (CITY STREET) (ASSUME DEPTH 24") CY 7860 $40 $314,400 11 731710 S REMOVE CONCRETE (CURB) LF 3500 $20 $70,000
12 731840 S REMOVE CONCRETE (CURB AND GUTTER) LF 3100 $40 $124,000 13 803050 S REMOVE CHAIN LINK FENCE LF 2200 $15 $33,000 14 710150 S REMOVE INLET EA 4 $1,500 $6,000
15 710240 S MODIFY INLET EA 4 $5,500 $22,000
16 S STORM DRAIN (8 %) LS 1 $708,000 $708,000
17 S MINOR AND MISC ITEMS (10%) LS 1 $885,000 $885,000
18 S ROADWAY ADDITIONS (10%) LS 1 $885,000 $885,000
19 S SUPPLEMENTAL ITEMS (10%) LS 1 $885,000 $885,000
$13,100,000
20 UTILITY POLE RELOCATION EA 12 $100,000 $1,200,000
21 770030 S SIGNAL AND LIGHTING-MODIFY WESTBOROUGH INTERSECTIONS LS 1 $500,000 $500,000 22 770030 S SIGNAL AND LIGHTING-NEW JUNIPERO SERRA INTERSECTIONS LS 1 $1,000,000 $1,000,000 23 770030 S SIGNAL AND LIGHTING-AVALON LS 1 $250,000 $250,000 24 S RELOCATE LIGHTING SYSTEMS LS 1 $60,000 $60,000
25 870510 S RAMP METERING SYSTEM-MODIFY LS 1 $300,000 $300,000 $3,400,000
26 PLANTING SF 45542 $13.25 $603,432
27 IRRIGATION SF 45542 $3.50 $159,397
$800,000
$18,000,000
$7,000,000
$25,000,000
GRAND TOTAL
SUBTOTAL=
CONTINGENCY (35%) =
GRAND TOTAL =
ROADWAY
SUBTOTAL=
ELECTRICAL
SUBTOTAL=
LANDSCAPING
SUBTOTAL=
Segment 4D: I- 280/Westborough Boulevard Interchange -
Diverging Diamond Interchange at Junipero Serra Boulevard ITEM No.
BEES
ITEM
NUMBER
STATE (S)
OR
CITY (C)
STANDARD
ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL
J:\DKS-SSF-23-00217-I-280 Westborough Study\Reports\_Alternative Selection Memo\ 10 of 11 1/28/2025 1 999990 S
MOBILIZATION (10%) LS 1 $137,000 $137,000
2 170105 S CLEARING AND GRUBBING AC 1 $10,000 $10,000
3 731521 S MINOR CONCRETE (SIDEWALK) CY 270 $650 $175,500 4 730010 S MINOR CONCRETE (CURB) (LF) LF 1500 $60 $90,000 5 731504 S MINOR CONCRETE (CURB AND GUTTER) CY 140 $950 $133,000 6 390132 S HOT MIX ASPHALT YPE A TON 20 $120 $2,400
7 260203 S CLASS II AGGREGATE BASE CY 3170 $90 $285,300 8 839640 S CONCRETE BARRIER (TYPE 60M) LF 2900 $140 $406,000 9 731710 S REMOVE CONCRETE (CURB) LF 3500 $20 $70,000
10 731840 S REMOVE CONCRETE (CURB AND GUTTER) LF 4800 $40 $192,000 11 S STORM DRAIN (8 %) LS 1 $110,000 $110,000
12 S MINOR AND MISC ITEMS (10%) LS 1 $137,000 $137,000
13 S ROADWAY ADDITIONS (10%) LS 1 $137,000 $137,000
14 S SUPPLEMENTAL ITEMS (10%) LS 1 $137,000 $137,000
$2,023,000
15 770030 S SIGNAL AND LIGHTING GELLERT LS 1 $250,000 $250,000 16 770030 S SIGNAL AND LIGHTING-I-280 SB LS 1 $250,000 $250,000 17 770030 S SIGNAL AND LIGHTING-JUNIPERO SERRA LS 1 $250,000 $250,000 18 S RELOCATE LIGHTING SYSTEMS LS 1 $20,000 $20,000
$770,000
$3,000,000
$2,000,000
$5,000,000
GRAND TOTAL
SUBTOTAL=
CONTINGENCY (35%) =
GRAND TOTAL =
ROADWAY
SUBTOTAL=
ELECTRICAL
SUBTOTAL=
Segment 4E: I- 280/Westborough Boulevard Interchange -
Median-Running Multi-use Path on Westborough Boulevard
ITEM No.
BEES
ITEM
NUMBER
STATE (S)
OR
CITY (C)
STANDARD
ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL
J:\DKS-SSF-23-00217-I-280 Westborough Study\Reports\_Alternative Selection Memo\ 11 of 11 1/28/2025 WESTBOROUGH BLVD/I -280/JUNIPERO SERRA BLVD PEDESTRIAN AND BICYCLE IMPROVEMENTS FEASIBILITY STUDY • FINAL FEASIBILITY REPORT • JANUARY 2025 APPENDIX F: CONCEPTUAL ALTERNATIVES EVALUATION
TECHNICAL MEMORANDUM
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024 1
CONCEPTUAL ALTERNATIVES EVALUATION
DATE: November 15, 2024
TO: Matthew Ruble, PE | City of South San Francisco
Lawrence Henriquez, PE | City of South San Francisco
FROM: David Mahama, PE | DKS Associates
Haruka Ichikawa, EIT | DKS Associates
Bincy Koshy | DKS Associates
SUBJECT: Junipero Serra Boulevard and Westborough Boulevard Bikeway Feasibility Study: Conceptual Alternatives Evaluation Technical Memorandum
P#20143-014
INTRODUCTION
This memorandum describes the traffic operations analysis conducted for the three conceptual alternatives identified for the Junipero Serra Boulevard and Westborough Boulevard Bikeway Feasibility Study Project in the City of South San Francisco.
STUDY AREA
The study area includes Junipero Serra Boulevard between Hickey Boulevard and Avalon Drive and Westborough Boulevard between Skyline Boulevard and Antoinette Lane. Table 1 lists the study intersections and Figure 1 shows the study corridors and intersections.
The operational analysis was performed for the future (2040) year conditions for the AM and PM peak periods. The performance measures used in the analysis include intersection level of service (LOS), queuing, and corridor travel time.
TABLE 1: LIST OF STUDY INTERSECTIONS
# INTERSECTION NAME CONTROL TYPE
1 Junipero Serra Boulevard/Hickey Boulevard Traffic Signal 2 Junipero Serra Boulevard/King Drive Traffic Signal
3 Junipero Serra Boulevard/Arroyo Drive Side-Street Stop Controlleda
4 Junipero Serra Boulevard/Westborough Boulevard/I-280 NB On-Ramp Traffic Signal 5 Junipero Serra Boulevard/I-280 NB Off-Ramp/Avalon Drive Traffic Signal JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024 2
# INTERSECTION NAME CONTROL TYPE
6 Westborough Boulevard/Skyline Boulevard Traffic Signal 7 Westborough Boulevard/Callan Boulevard/Oakmont Drive Traffic Signal 8 Westborough Boulevard/Galway Drive Traffic Signal
9 Westborough Boulevard/Gellert Boulevard Traffic Signal 10 Westborough Boulevard/I-280 SB Off-Ramp Traffic Signal 11 Westborough Boulevard/Camaritas Avenue/W Orange Avenue Traffic Signal 12 Westborough Boulevard/Chestnut Avenue/El Camino Real Traffic Signal 13 Chestnut Avenue/Antoinette Lane Traffic Signal
a The City of South San Francisco is currently in the design phase of installing a traffic signal at the Junipero Serra Boulevard/Arroyo Drive intersection.
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024 3
FIGURE 1: MAP OF STUDY INTERSECTION AND CORRIDORS
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DESCRIPTION OF CONCEPTUAL ALTERNATIVES
Three conceptual alternatives were selected out of nine alternatives for operational analysis after a screening process, which will be documented in Conceptual Alternatives Selection Memo. There are pedestrian and bicycle improvements common to all three alternatives, as well as interchange improvements unique to each alternative.
IMPROVEMENTS THROUGHOUT ALL ALTERNATIVES
Improvements to the pedestrian and bicycle facilities that are proposed throughout all the conceptual alternatives that were analyzed are summarized below.
Junipero Serra Boulevard
The design on Junipero Serra Boulevard features a Class I multi-use path on the east side of the roadway between Avalon Drive and Hickey Boulevard. Intersection improvements are also proposed at Junipero Serra Boulevard/Hickey Boulevard and Junipero Serra Boulevard/Clay Avenue.
A previous conceptual design done in 2016 for the Junipero Serra Boulevard/Hickey Boulevard and Hickey Boulevard/Longford Drive Intersections Improvements Project was revisited to model the intersection improvements at Junipero Serra Boulevard/Hickey Boulevard. The previous design removed the channelized right turn lanes on all four legs of the intersection and installed Class II bike lanes on the four approaches. Combining the previous design with the conceptual design for this project, the channelized right turn lanes will be removed at the intersection and the Class I multiuse path on the south leg of the intersection would connect to a Class II bike lane on the north leg of the intersection.
The improvements at Junipero Serra Boulevard/Clay Avenue involve the removal of the pedestrian overcrossing and raised median. Instead of the pedestrian overcrossing, crosswalks will be added to all four legs of the intersection. A traffic signal will also be installed at the intersection, which will help control the new traffic movements (northbound/southbound left turns and eastbound/westbound movements) that are allowed due to the removal of the raised median.
Westborough Boulevard
Two potential improvements to Westborough Boulevard were modeled as part of the analysis. The first option is a median multi-use path for pedestrians and bicyclists. The median path is proposed to be installed east of Gellert Boulevard. The proposed median path will continue to the eastern project limit at Antoinette Lane for Alternative A, while it will only continue to the east leg of Junipero Serra Boulevard for Alternative C. For all intersections on Westborough Boulevard where the median multi-use path is present, pedestrian crossings through the median will be added.
Another proposed improvement option is to install a Class IV separated bikeway in each direction between Gellert Boulevard and W. Orange Avenue. This option is modeled in Alternatives B1 and B2.
From west of Gellert Boulevard to Skyline Boulevard, a two-way Class IV cycle path is proposed on the north side of the roadway. At the intersections within this segment, bicycle crossing paths indicated by green paint will be added adjacent to the existing crosswalks. The proposed two-way JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024 5
Class IV cycle path will connect to the median multi-use path or the Class IV separated bikeway east of Gellert Boulevard through the crosswalk at Gellert Boulevard.
ALTERNATIVE A
Alternative A features a standard diverging diamond interchange (DDI) design on Westborough Boulevard. As a result, the Junipero Serra Boulevard/Westborough Boulevard intersection is relocated. There are also additions of an on-ramp from westbound (WB) Westborough Boulevard to southbound (SB) I-280 and an off-ramp from northbound (NB) I-280 directly onto Westborough Boulevard in both directions. Under this alternative, the bicycle and pedestrian path continues through the median through the DDI, with crosswalks provided at both intersections within the DDI where the eastbound (EB) and westbound (WB) movements cross.
FIGURE 2: CONCEPTUAL ILLUSTRATION OF ALTERNATIVE A
ALTERNATIVES B1 AND B2
Alternatives B1 and B2 feature a crossover design on Junipero Serra Boulevard between Avalon Drive and Westborough Boulevard. As opposed to a full diverging diamond interchange, this design only provides an on-ramp to NB I-280 from the crossover segment, which connects to the existing NB I280 loop on-ramp from Westborough Boulevard with a signal. To accommodate two-way Class IV cycle paths through the interchange, these two alternatives eliminate the slip lanes for the SB I-280 on and off-ramps and the NB I-280 loop on-ramp. Vehicles that currently use these slip ramps would need to travel through the signalized intersections to access the ramps. Under these alternatives, the existing NB I-280 on-ramp at the Junipero Serra Boulevard/Westborough Boulevard intersection is removed. The number of WB left turn lanes increases from one to two at the Junipero Serra JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024 6
Boulevard/Westborough Boulevard intersection. In addition, the NB lanes are reduced to four total lanes, with two dedicated left turn lanes onto Westborough Boulevard, one through lane, and one right turn lane.
Alternative B1
Under Alternative B1, access to the existing NB I-280 diagonal on-ramp from the SB direction is maintained, while access to the diagonal on-ramp from the Junipero Serra Boulevard/Westborough Boulevard intersection is eliminated. To access NB I-280 from WB Westborough Boulevard, vehicles must take the WBL turn lanes at the Junipero Serra Boulevard/Westborough Boulevard intersection. To access NB I-280 from NB Junipero Serra Boulevard, vehicles would use the new on-ramp from the middle of the crossover design.
FIGURE 3: CONCEPTURAL ILLUSTRATION OF ALTERNATIVE B1
Alternative B2
Similar to Alternative B1, Alternative B2 removes the entrance to the NB I-280 diagonal on-ramp at the Junipero Serra Boulevard/Westborough Boulevard intersection. Under Alternative B2, the diagonal on-ramp can be accessed from SB Junipero Serra Boulevard (existing) and WB Westborough Boulevard past the Junipero Serra Boulevard/Westborough Boulevard intersection. To access NB I-280 from WB Westborough Boulevard, vehicles can proceed straight through the Junipero Serra Boulevard/Westborough Boulevard intersection and turn right onto the new onramp. To access NB I-280 from NB Junipero Serra Boulevard, vehicles would use the new on-ramp from the middle of the crossover design.
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FIGURE 4: CONCEPTURAL ILLUSTRATION OF ALTERNATIVE B2
ALTERNATIVE C
Alternative C has the least changes to the existing roadway. There are minimal additional improvements beyond the pedestrian and bicycle facilities that are common to all alternatives.
Similar to Alternatives A and B, a median multi-use path for pedestrians and bicyclists on Westborough Boulevard is analyzed. Like Alternative B, the number of WB left turn lanes increased from one to two at the Junipero Serra Boulevard/Westborough Boulevard intersection. In addition, the NB lane configuration at this intersection is changed to have two dedicated left turn lanes onto Westborough Boulevard, one left turn lane onto Westborough Boulevard or the NB I-280 on-ramp, and one through-left turn lane onto the on-ramp. There is also a short NBR turn pocket added to this intersection.
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FIGURE 5: CONCEPTUAL ILLUSTRATION OF ALTERNATIVE C
Appendix A documents all detailed conceptual drawings for Alternatives A, B and C, as well as the conceptual design for the Junipero Serra Boulevard/Hickey Boulevard and Hickey Boulevard/Longford Drive Intersections Improvements Project.
METHODOLOGY AND TRAFFIC VOLUME DATA
OPERATIONAL ANALYSIS METHODOLOGY
The operational analysis focuses on the thirteen study intersections and was conducted using Synchro
11.0 software package. Synchro is a macroscopic analysis and optimization software package used primarily for optimizing and coordinating intersection signal timing.
FUTURE YEAR WITH PROJECT MODEL AND TRAFFIC VOLUMES DEVELOPMENT The future year without project model was used as the initial condition when developing the future year with project models. See Task 4 - Existing and Future No-Build Conditions Traffic Operations Analysis Report for further details on the model and traffic volume development for the future nobuild condition.
Models for the future year with project conditions were created by varying the roadway geometries of the future year without project model. An assumption was made that the signal timing would be optimized for future traffic conditions. The signal timing was optimized for the study intersections while maintaining coordination for Westborough Boulevard, Chestnut Avenue, and Hickey Boulevard.
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Innovative operational improvements, such as twice-per-cycle left turns, were implemented during the optimization process to improve operations at the study intersections.
Forecasted future year (2040) traffic volumes were used in the models for the three alternatives. In cases where changes in the roadway geometry caused traffic volumes at individual intersections to change, the traffic volumes were balanced to maintain the same total volume across the network.
PERFORMANCE MEASURES
The signalized intersection operations in Synchro were analyzed using the Highway Capacity Manual 2000 Edition (HCM 2000), as some of the intersections analyzed have geometries not supported in the HCM 6th Edition. Three performance metrics have been selected for this evaluation. These include:
● Study Intersection Level of Service (LOS) - as quantified by vehicle delay from the Synchro outputs. For signalized intersections, LOS is related to average vehicle delay for all movements. Table 2 relates LOS to delay in seconds per vehicle. The City of South San Francisco considers LOS D to be the threshold level of service for signalized and all-way-stop controlled intersections, and LOS E to be the threshold level of service for unsignalized intersections.
● Queue lengths - 95th percentile queue lengths (in total feet) for turning movements at study intersections.
● Corridor Travel Time - travel times for trips in each direction through the two study corridors.
The travel time is the sum of running time and signal delay.
TABLE 2: LEVEL OF SERVICE CRITERIA FOR SIGNALIZED AND UNSIGNALIZED INTERSECTIONS
GENERAL DESCRIPTION
SIGNALIZED UNSIGNALIZED
LOS Delay (sec/veh) LOS Delay (sec/veh)
FREE FLOW A ≤10 A 0-10
SLIGHT DELAY B >10-20 B >10-15
ACCEPTABLE DELAY C >20-35 C >15-25
APPROACHING UNSTABLE DELAY D >35-55 D >25-35
INTOLERABLE DELAY E >55-80 E >35-50
FORCED FLOW (JAMMED) F >80 F >50
Source: Highway Capacity Manual 2000 Edition
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OPERATIONAL ANALYSIS RESULTS
FUTURE 2040 WITH PROJECT ALTERNATIVE A
The future intersection level of service and vehicle delay at the study intersections for the AM and PM peak hours for Project Alternative A are presented in Table 3. For signal-controlled intersections, the average delay is shown.
Table 4 summarizes the travel times in each direction for the two study corridors.
Appendix B contains the Synchro analysis reports for Alternative A, which includes the intersection LOS, delay, and arterial travel time.
TABLE 3: ALTERNATIVE A LOS/VEHICLE DELAY FOR AM AND PM PEAK HOUR
INTERSECTION
FUTURE NO PROJECT FUTURE BUILD - ALT A
AM PM AM PM
LOS Delay
(sec) LOS Delay (sec) LOS Delay (sec) LOS Delay (sec)
1. JUNIPERO SERRA
BOULEVARD/HICKEY BOULEVARD E 56.8 E 71.0 C 32.4 D 40.5
2. JUNIPERO SERRA
BOULEVARD/KING DRIVE C 24.4 C 27.4 C 24.4 C 27.4
3. JUNIPERO SERRA
BOULEVARD/ARROYO DRIVE A 7.2 A 7.6 A 7.2 A 7.6
4. JUNIPERO SERRA
BOULEVARD/WESTBOROUGH
BOULEVARD/I-280 NB ON-RAMP
D 44.4 D 51.9 D 36.2 D 39.0
5. JUNIPERO SERRA BOULEVARD/I280 NB OFF-RAMP/AVALON DRIVE C 32.7 E 55.4 B 19.3 B 17.2
6. WESTBOROUGH
BOULEVARD/SKYLINE BOULEVARD D 36.9 E 55.2 D 42.3 E 60.6
6.1. WESTBOROUGH
BOULEVARD/SKYLINE BOULEVARD
WITH FEASIBLE MITIGATIONS
N/A D 42.5 D 48.1
7. WESTBOROUGH
BOULEVARD/CALLAN
BOULEVARD/OAKMONT DRIVE
C 28.3 C 26.1 C 29.9 D 30.9
8. WESTBOROUGH
BOULEVARD/GALWAY DRIVE B 17.5 B 11.7 B 17.8 B 13.1
9. WESTBOROUGH
BOULEVARD/GELLERT BOULEVARD C 34.2 C 33.2 D 36.4 C 31.2
10. WESTBOROUGH BOULEVARD/I280 SB OFF-RAMP A 7.4 B 10.2 See Corridor Travel Times Tablea JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024 11
INTERSECTION
FUTURE NO PROJECT FUTURE BUILD - ALT A
AM PM AM PM
LOS Delay
(sec) LOS Delay (sec) LOS Delay (sec) LOS Delay (sec)
11. WESTBOROUGH
BOULEVARD/CAMARITAS
AVENUE/W ORANGE AVENUE
B 16.1 B 18.6 C 31.5 C 22.9
12. WESTBOROUGH
BOULEVARD/CHESTNUT AVENUE/EL
CAMINO REAL
D 36.8 D 37.2 D 37.4 D 35.3
13. CHESTNUT
AVENUE/ANTOINETTE LANE B 12.2 B 13.2 B 13.5 B 16.0
a There are six signalized intersections through the DDI, three in each direction. The LOS and delay at these individual intersections cannot be compared directly to the LOS and delay of the existing intersection.
Note:
BOLD values indicate unacceptable LOS and Delay
TABLE 4: ALTERNATIVE A CORRIDOR TRAVEL TIMES
CORRIDOR/DIRECTION
FUTURE NO PROJECT FUTURE BUILD - ALT A
AM PM AM PM
JUNIPERO SERRA BOULEVARD
NORTHBOUND 5:50 5:55 6:04 6:49
JUNIPERO SERRA BOULEVARD
SOUTHBOUND 5:32 5:29 5:31 5:31
WESTBOROUGH BOULEVARD
EASTBOUND 7:04 7:37 7:41 6:59
WESTBOROUGH BOULEVARD
WESTBOUND 6:59 7:41 7:22 7:36
Under Alternative A, operations at Junipero Serra Boulevard/Hickey Boulevard for both peak periods and Junipero Serra Boulevard/Avalon Drive during the PM peak period are expected to improve from an unacceptable LOS E to an acceptable LOS C, LOS D, and LOS B, respectively. The leading and lagging phases at the Junipero Serra Boulevard/Hickey Boulevard intersection were adjusted for Alternatives A through C, which could explain the improvement. Under Alternative A, there is a new off-ramp from NB I-280 to Westborough Boulevard, which would decrease the number of vehicles traveling northbound through the Junipero Serra Boulevard/Avalon Drive intersection. Operations at Junipero Serra Boulevard/Skyline Boulevard in the PM peak period are expected to remain at an unacceptable level. No intersections had operations that are expected to worsen from an acceptable to an unacceptable level under Alternative A.
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A mitigation measure of installing median pedestrian landings in the EB and WB direction crosswalks was tested at Westborough Boulevard/Skyline Boulevard as a way to improve intersection level of service. Installing a median pedestrian landing allows for the minimum green time in the EB and WB directions to be shorter. This mitigation is expected to improve operations at Junipero Serra Boulevard/Skyline Boulevard in the PM peak period from an unacceptable LOS E to an acceptable LOS D.
On Junipero Serra Boulevard, compared to the future no project condition the corridor travel time is expected to increase by 14 seconds for the NB direction during the AM peak period and about 50 seconds for the PM peak period. The travel time is expected to remain similar for the SB direction during both periods. The increase could be explained by the addition of a signal at the Junipero Serra Boulevard/Clay Avenue intersection, which is currently minor-street stop controlled.
On EB Westborough Boulevard, the corridor travel time is expected to increase by approximately 40 seconds in the AM peak period while it is expected to decrease by about 40 seconds in the PM peak.
For the WB direction, the corridor travel time is expected to increase by 23 seconds in the AM peak period, while it is expected to remain similar in the PM peak. The increased travel time could be due to the increase in the number of signals through the interchange. With the DDI design, there are three signalized intersections in each direction between Gellert Boulevard and Junipero Serra Boulevard as opposed to one in the future no project condition. Another possible reason for the increase could be the addition of the median pedestrian crossings at all intersections between Junipero Serra Boulevard and El Camino Real. Since the median crossing distance is particularly long at El Camino Real (approximately 130 feet), it is recommended to remove the median pedestrian crossing at El Camino Real and to have pedestrians and bicyclists cross this intersection using the existing crosswalks on the north and south legs. The LOS at Westborough Boulevard/El Camino Real is expected to remain at an acceptable level of service without the median pedestrian crossing.
FUTURE 2040 WITH PROJECT ALTERNATIVE B1
The future intersection level of service and vehicle delay at the study intersections for the AM and PM peak hours for Project Alternative B1 are presented in Table 5. For signal-controlled intersections, the average delay is shown.
Table 6 summarizes the travel times in each direction for the two study corridors.
Appendix B contains the Synchro analysis reports for Alternative B1, which includes the intersection LOS, delay, and arterial travel time.
TABLE 5: ALTERNATIVE B1 LOS/VEHICLE DELAY FOR AM AND PM PEAK HOUR
INTERSECTION
FUTURE NO PROJECT FUTURE BUILD - ALT B1
AM PM AM PM
LOS Delay
(sec) LOS Delay (sec) LOS Delay (sec) LOS Delay (sec)
1. JUNIPERO SERRA
BOULEVARD/HICKEY BOULEVARD E 56.8 E 71.0 C 31.3 D 41.6
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INTERSECTION
FUTURE NO PROJECT FUTURE BUILD - ALT B1
AM PM AM PM
LOS Delay
(sec) LOS Delay (sec) LOS Delay (sec) LOS Delay (sec)
2. JUNIPERO SERRA
BOULEVARD/KING DRIVE C 24.4 C 27.4 C 24.4 C 28.1
3. JUNIPERO SERRA
BOULEVARD/ARROYO DRIVE A 7.2 A 7.6 A 7.2 A 7.5
4. JUNIPERO SERRA
BOULEVARD/WESTBOROUGH
BOULEVARD/I-280 NB ON-RAMP
D 44.4 D 51.9 D 53.6 E 56.7
B.1. JUNIPERO SERRA BOULEVARD
CROSSOVER (NORTH) N/A B 18.9 C 24.5
B.2. JUNIPERO SERRA BOULEVARD
CROSSOVER (SOUTH) N/A C 24.0 C 29.9
5. JUNIPERO SERRA BOULEVARD/I280 NB OFF-RAMP/AVALON DRIVE C 32.7 E 55.4 B 18.6 C 21.1
6. WESTBOROUGH
BOULEVARD/SKYLINE BOULEVARD D 36.9 E 55.2 D 41.6 E 60.5
6.1. WESTBOROUGH
BOULEVARD/SKYLINE BOULEVARD
WITH FEASIBLE MITIGATIONS
N/A D 42.1 D 49.3
7. WESTBOROUGH
BOULEVARD/CALLAN
BOULEVARD/OAKMONT DRIVE
C 28.3 C 26.1 C 28.2 C 32.6
8. WESTBOROUGH
BOULEVARD/GALWAY DRIVE B 17.5 B 11.7 B 19.8 B 12.3
9. WESTBOROUGH
BOULEVARD/GELLERT BOULEVARD C 34.2 C 33.2 D 42.4 C 33.7
10. WESTBOROUGH BOULEVARD/I280 SB OFF-RAMP A 7.4 B 10.2 B 10.2 B 19.0
11. WESTBOROUGH
BOULEVARD/CAMARITAS
AVENUE/W ORANGE AVENUE
B 16.1 B 18.6 B 11.0 B 17.8
12. WESTBOROUGH
BOULEVARD/CHESTNUT
AVENUE/EL CAMINO REAL
D 36.8 D 37.2 D 35.5 C 34.4
13. CHESTNUT
AVENUE/ANTOINETTE LANE B 12.2 B 13.2 B 15.4 B 14.8
Note:
BOLD values indicate unacceptable LOS and Delay
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TABLE 6: ALTERNATIVE B1 CORRIDOR TRAVEL TIMES
CORRIDOR/DIRECTION
FUTURE NO PROJECT FUTURE BUILD - ALT B1
AM PM AM PM
JUNIPERO SERRA BOULEVARD
NORTHBOUND 5:50 5:55 6:51 7:53
JUNIPERO SERRA BOULEVARD
SOUTHBOUND 5:32 5:29 7:13 6:17
WESTBOROUGH BOULEVARD
EASTBOUND 7:04 7:37 7:29 6:58
WESTBOROUGH BOULEVARD
WESTBOUND 6:59 7:41 6:42 6:57
Similar to Alternative A, operations at Junipero Serra Boulevard/Hickey Boulevard for AM and PM peak periods and Junipero Serra Boulevard/Avalon Drive during the PM peak period is expected to improve from an unacceptable LOS E to an acceptable LOS C, LOS D, and LOS C, respectively.
Operations at Junipero Serra Boulevard/Skyline Boulevard in the PM peak period is expected to still operate unacceptably at LOS E. Like Alternative A, a mitigation measure of installing median pedestrian landings in the EB and WB direction crosswalks was tested at Junipero Serra Boulevard/Skyline Boulevard. This mitigation is expected to improve operations at Junipero Serra Boulevard/Skyline Boulevard in the PM peak period from an unacceptable LOS E to an acceptable LOS D. Operations at Junipero Serra Boulevard/Westborough Boulevard in the PM peak period is expected to worsen from LOS D to LOS E, likely due to the additional traffic that will be using this intersection from the removal of the slip lanes.
The corridor travel time is expected to increase by about 60 seconds for NB Junipero Serra Boulevard during the AM peak period and by approximately 120 seconds for the PM peak. The travel time is also expected to increase by around 100 seconds for the SB direction in the AM peak and approximately 50 seconds in the PM peak. The increase could be explained by the addition of two crossover signals on Junipero Serra Boulevard south of Westborough Boulevard and signalization of the Junipero Serra Boulevard/Clay Avenue intersection, which was previously minor-street stop controlled.
On EB Westborough Boulevard, the corridor travel time is expected to increase by 25 seconds in the AM peak period, while it is expected to decrease by almost 40 seconds in the PM peak. In the WB direction, the travel time is expected to decrease by 15 seconds in the AM peak and by almost 60 seconds in the PM peak. Travel time along Junipero Serra Boulevard is expected to improve under most scenarios.
FUTURE 2040 WITH PROJECT ALTERNATIVE B2
The future intersection level of service and vehicle delay at the study intersections for the AM and PM peak hours for Project Alternative B2 are presented in Table 7. For signal-controlled intersections, the average delay is shown.
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Table 8 summarizes the travel times in each direction for the two study corridors.
Appendix B contains the Synchro analysis reports for Alternative B2, which includes the intersection LOS, delay, and arterial travel time.
TABLE 7: ALTERNATIVE B2 LOS/VEHICLE DELAY FOR AM AND PM PEAK HOUR
INTERSECTION
FUTURE NO PROJECT FUTURE BUILD - ALT B2
AM PM AM PM
LOS Delay
(sec) LOS Delay (sec) LOS Delay (sec) LOS Delay (sec)
1. JUNIPERO SERRA
BOULEVARD/HICKEY BOULEVARD E 56.8 E 71.0 C 31.3 D 41.6
2. JUNIPERO SERRA
BOULEVARD/KING DRIVE C 24.4 C 27.4 C 24.4 C 27.4
3. JUNIPERO SERRA
BOULEVARD/ARROYO DRIVE A 7.2 A 7.6 A 7.2 A 7.5
4. JUNIPERO SERRA
BOULEVARD/WESTBOROUGH
BOULEVARD/I-280 NB ON-RAMP
D 44.4 D 51.9 D 40.8 D 47.6
B.1. JUNIPERO SERRA BOULEVARD
CROSSOVER (NORTH) N/A B 18.9 C 24.5
B.2. JUNIPERO SERRA BOULEVARD
CROSSOVER (SOUTH) N/A C 24.0 C 29.9
5. JUNIPERO SERRA BOULEVARD/I280 NB OFF-RAMP/AVALON DRIVE C 32.7 E 55.4 B 18.6 C 21.1
6. WESTBOROUGH
BOULEVARD/SKYLINE BOULEVARD D 36.9 E 55.2 D 41.6 E 60.4
6.1. WESTBOROUGH
BOULEVARD/SKYLINE BOULEVARD
WITH FEASIBLE MITIGATIONS
N/A D 41.7 D 49.6
7. WESTBOROUGH
BOULEVARD/CALLAN
BOULEVARD/OAKMONT DRIVE
C 28.3 C 26.1 C 28.3 C 32.2
8. WESTBOROUGH
BOULEVARD/GALWAY DRIVE B 17.5 B 11.7 C 20.2 B 12.4
9. WESTBOROUGH
BOULEVARD/GELLERT BOULEVARD C 34.2 C 33.2 D 39.9 C 34.1
10. WESTBOROUGH BOULEVARD/I280 SB OFF-RAMP A 7.4 B 10.2 B 15.1 B 19.0
11. WESTBOROUGH
BOULEVARD/CAMARITAS
AVENUE/W ORANGE AVENUE
B 16.1 B 18.6 B 11.2 B 15.3
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INTERSECTION
FUTURE NO PROJECT FUTURE BUILD - ALT B2
AM PM AM PM
LOS Delay
(sec) LOS Delay (sec) LOS Delay (sec) LOS Delay (sec)
12. WESTBOROUGH
BOULEVARD/CHESTNUT
AVENUE/EL CAMINO REAL
D 36.8 D 37.2 D 37.2 D 35.5
13. CHESTNUT
AVENUE/ANTOINETTE LANE B 12.2 B 13.2 B 15.4 B 14.7
Note:
BOLD values indicate unacceptable LOS and Delay
TABLE 8: ALTERNATIVE B2 CORRIDOR TRAVEL TIMES
CORRIDOR/DIRECTION
FUTURE NO PROJECT FUTURE BUILD - ALT B2
AM PM AM PM
JUNIPERO SERRA BOULEVARD
NORTHBOUND 5:50 5:55 6:51 7:40
JUNIPERO SERRA BOULEVARD
SOUTHBOUND 5:32 5:29 6:53 6:18
WESTBOROUGH BOULEVARD
EASTBOUND 7:04 7:37 7:19 7:01
WESTBOROUGH BOULEVARD
WESTBOUND 6:59 7:41 6:52 6:59
Similar to Alternatives A and B1, operations at Junipero Serra Boulevard/Hickey Boulevard for AM and PM peak periods and Junipero Serra Boulevard/Avalon Drive during the PM peak period is expected to improve from an unacceptable LOS E to an acceptable LOS C, LOS D, and LOS C, respectively. Operations at Junipero Serra Boulevard/Skyline Boulevard in the PM peak period is expected to still operate unacceptably at LOS E. Like Alternative A, a mitigation measure of installing median pedestrian landings in the EB and WB direction crosswalks was tested at Junipero Serra Boulevard/Skyline Boulevard. This mitigation is expected to improve operations at Junipero Serra Boulevard/Skyline Boulevard in the PM peak period from an unacceptable LOS E to an acceptable LOS D. Compared to Alternative B1, Junipero Serra Boulevard/Westborough Boulevard is still expected to operate at an acceptable LOS D.
The corridor travel time is expected to increase by about 60 seconds for NB Junipero Serra Boulevard during the AM peak period and by approximately 110 seconds for the PM peak. The travel time is also expected to increase by around 80 seconds for the SB direction in the AM peak and approximately 50 seconds in the PM peak. The increase could be explained by the addition of two crossover signals on Junipero Serra Boulevard south of Westborough Boulevard and signalization of JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024 17
the Junipero Serra Boulevard/Clay Avenue intersection, which was previously minor-street stop controlled.
On EB Westborough Boulevard, the corridor travel time is expected to increase by 15 seconds in the AM peak period, while it is expected to decrease by almost 40 seconds in the PM peak. In the WB direction, the travel time is expected to remain similar in the AM peak and decrease by approximately 40 seconds in the PM peak. Travel time along Junipero Serra Boulevard is expected to improve under most scenarios.
Considering the two options for Alternative B, Alternative B2 is expected to operate more favorably, with no intersections operating at an unacceptable level of service. This is due to Alternative B2 including a new entrance to the NB I-280 on-ramp from WB Westborough Boulevard.
FUTURE 2040 WITH PROJECT ALTERNATIVE C
The future intersection level of service and vehicle delay at the study intersections for the AM and PM peak hours for Project Alternative A are presented in Table 9. For signal-controlled intersections, the average delay is shown.
Table 10 summarizes the travel times in each direction for the two study corridors.
Appendix B contains the Synchro analysis reports for Alternative C, which includes the intersection LOS, delay, and arterial travel time.
TABLE 9: ALTERNATIVE C LOS/VEHICLE DELAY FOR AM AND PM PEAK HOUR
INTERSECTION
FUTURE NO PROJECT FUTURE BUILD - ALT C
AM PM AM PM
LOS Delay
(sec) LOS Delay (sec) LOS Delay (sec) LOS Delay (sec)
1. JUNIPERO SERRA
BOULEVARD/HICKEY BOULEVARD E 56.8 E 71.0 C 31.4 D 41.7
2. JUNIPERO SERRA
BOULEVARD/KING DRIVE C 24.4 C 27.4 C 24.4 C 27.4
3. JUNIPERO SERRA
BOULEVARD/ARROYO DRIVE A 7.2 A 7.6 A 7.2 A 7.6
4. JUNIPERO SERRA
BOULEVARD/WESTBOROUGH
BOULEVARD/I-280 NB ON-RAMP
D 44.4 D 51.9 D 45.9 D 48.3
5. JUNIPERO SERRA BOULEVARD/I280 NB OFF-RAMP/AVALON DRIVE C 32.7 E 55.4 B 18.7 C 20.1
6. WESTBOROUGH
BOULEVARD/SKYLINE BOULEVARD D 36.9 E 55.2 D 43.1 E 61.0
6.1. WESTBOROUGH
BOULEVARD/SKYLINE BOULEVARD
WITH FEASIBLE MITIGATIONS
N/A D 42.5 D 50.6
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024 18
INTERSECTION
FUTURE NO PROJECT FUTURE BUILD - ALT C
AM PM AM PM
LOS Delay
(sec) LOS Delay (sec) LOS Delay (sec) LOS Delay (sec)
7. WESTBOROUGH
BOULEVARD/CALLAN
BOULEVARD/OAKMONT DRIVE
C 28.3 C 26.1 C 28.5 C 30.6
8. WESTBOROUGH
BOULEVARD/GALWAY DRIVE B 17.5 B 11.7 B 18.4 B 12.9
9. WESTBOROUGH
BOULEVARD/GELLERT BOULEVARD C 34.2 C 33.2 D 41.5 D 52.3
10. WESTBOROUGH BOULEVARD/I280 SB OFF-RAMP A 7.4 B 10.2 A 7.4 A 8.2
11. WESTBOROUGH
BOULEVARD/CAMARITAS AVENUE/W
ORANGE AVENUE
B 16.1 B 18.6 C 27.7 B 18.7
12. WESTBOROUGH
BOULEVARD/CHESTNUT AVENUE/EL
CAMINO REAL
D 36.8 D 37.2 D 39.7 D 37.2
13. CHESTNUT AVENUE/ANTOINETTE
LANE B 12.2 B 13.2 B 16.4 B 15.9
Note:
BOLD values indicate unacceptable LOS and Delay
TABLE 10: ALTERNATIVE C CORRIDOR TRAVEL TIMES
CORRIDOR/DIRECTION
FUTURE NO PROJECT FUTURE BUILD - ALT C
AM PM AM PM
JUNIPERO SERRA BOULEVARD
NORTHBOUND 5:50 5:55 6:04 6:16
JUNIPERO SERRA BOULEVARD
SOUTHBOUND 5:32 5:29 6:17 5:37
WESTBOROUGH BOULEVARD
EASTBOUND 7:04 7:37 7:30 6:53
WESTBOROUGH BOULEVARD
WESTBOUND 6:59 7:41 6:54 6:55
Similar to the three previous alternatives, operations at Junipero Serra Boulevard/Hickey Boulevard for AM and PM peak periods and Junipero Serra Boulevard/Avalon Drive during the PM peak period are expected to improve from an unacceptable LOS E to an acceptable LOS C, LOS D, and LOS C, respectively. Operations at Junipero Serra Boulevard/Skyline Boulevard in the PM peak period is JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024 19
expected to remain at an unacceptable level. Like Alternatives A and B, a mitigation measure of installing median pedestrian landings in the EB and WB direction crosswalks was tested at Junipero Serra Boulevard/Skyline Boulevard. This mitigation is expected to improve operations at Junipero Serra Boulevard/Skyline Boulevard in the PM peak period from an unacceptable LOS E to an acceptable LOS D.
For NB Junipero Serra Boulevard, the corridor travel time is expected to increase by 14 seconds for the AM peak period and 21 seconds for the PM peak, respectively. The travel time is expected to increase by 45 seconds during the AM peak and by 12 seconds during the PM peak for the SB direction. The increase in both directions could be explained by the addition of a signal at the Junipero Serra Boulevard/Clay Avenue intersection, which was previously minor-street stop controlled.
On EB Westborough Boulevard, the corridor travel time is expected to increase by approximately 30 seconds in the AM peak period, while it is expected to decrease by about 40 seconds in the PM peak.
In the WB direction, the travel time is expected to remain similar in the AM and decrease by almost 50 seconds in the PM peak period. With Alternative C, under most scenarios, the corridor travel time on Westborough Boulevard is expected to improve.
95TH PERCENTILE QUEUEING SUMMARY
The 95th percentile queue lengths for each alternative was also examined compared to the future no project condition. Table 11 reports the 95th percentile queue lengths for future no project and Alternatives A through C. Note that in this table, only the movements where the queue length is above the storage length under any of the alternatives are included. See Appendix B for the full 95th percentile queueing Synchro analysis reports for all alternatives.
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024 20
TABLE 11: 95TH PERCENTILE QUEUE LENGTHS FOR AM AND PM PEAK HOUR FOR ALL ALTERNATIVES
INTERSECTION NAME MOVEME
NT
FUTURE NO BUILD ALTERNATIVE A ALTERNATIVE B1 ALTERNATIVE B2 ALTERNATIVE C
STORAGE
95TH PERCENTILE
QUEUE STORAGE
95TH PERCENTILE
QUEUE STORAGE
95TH PERCENTILE
QUEUE STORAGE
95TH PERCENTILE
QUEUE STORAGE
95TH PERCENTILE
QUEUE
AM PM AM PM AM PM AM PM AM PM
JUNIPERO SERRA
BOULEVARD/HICKEY BOULEVARD
EBL 170 144 291 170 123 132 170 123 132 170 123 132 170 123 132 WBR 250 197 367 450 44 330 450 39 330 450 39 330 450 40 104
JUNIPERO SERRA
BOULEVARD/KING DRIVE
NBL 150 204 341 150 204 341 150 204 341 150 204 341 150 204 341 SBL 120 115 121 120 115 121 120 115 121 120 115 121 120 115 121 EBL 80 160 158 80 160 158 80 160 158 80 160 158 80 160 158 WBL 130 167 87 130 167 87 130 167 87 130 167 87 130 167 87
JUNIPERO SERRA
BOULEVARD/WESTBOROUGH
BOULEVARD/I-280 NB ON-RAMP
NBL 510 516/57
7a
543/608 a 250 231 59 350 434 490 350 375 416 600 306/412a 356/483a NBR 200 70 54 - - - 200 76 89 200 139 76 200 98 116
SBL 500 201 152 150 217 198 500 212 247 500 206 211 500 212 196 SBR 250 173 160 150 172 71 350 60 71 350 58 88 350 183 310 EBL 470 146 213 390 125 260 470 158 227 470 199 252 470 147 310
WESTBOROUGH
BOULEVARD/SKYLINE BOULEVARDB
NBL 350 141 382 350 157 342 350 157 342 350 157 342 350 157 342 EBL 230 249 285 230 223 275 230 224 275 230 224 275 220 224 275 EBR 150 185 143 150 106 86 150 106 84 150 106 84 150 173 154 WBL 250 256 466 250 179 242 250 161 322 250 161 322 250 179 251
WESTBOROUGH
BOULEVARD/CALLAN
BOULEVARD/OAKMONT DRIVE
SBL 130 265 283 130 286 306 130 286 306 130 286 306 130 286 306 EBL 145 153 186 145 154 201 145 153 196 145 153 196 145 171 165 WBL 140 144 58 140 198 106 140 198 123 140 198 124 140 198 113
WESTBOROUGH
BOULEVARD/GELLERT BOULEVARD
SBL 220 383 310 220 457 337 220 394 381 220 394 381 220 457 337 EBL 150 163 138 150 162 259 150 225 166 150 216 170 150 164 170 WBL 300 167 230 300 113 306 300 230 222 300 230 221 300 213 432
WESTBOROUGH
BOULEVARD/CAMARITAS
AVENUE/W ORANGE AVENUE
SBR 40 56 65 40 54 65 40 58 65 40 58 65 40 58 65
WESTBOROUGH
BOULEVARD/CHESTNUT AVENUE/EL
CAMINO REALC
NBL 290 235 370 290 270 258 290 270 258 290 270 258 290 264 344 EBL 250 378 369 250 317 355 250 338 369 250 339 369 250 335 382 EBR 230 42 93 230 262 293 230 295 76 230 345 84 230 154 62 WBL 170 202 162 170 196 159 170 145 156 170 145 155 170 151 154 a NB left turn onto I-280 NB On-Ramp
b 95th percentile queue lengths were checked for both the original and mitigation conditions. This table reports the queue lengths for the mitigation condition, as the queue lengths are expected to improve under the mitigation condition. Full results are in Appendix B. c For Alternatives A and B, 95th percentile queue lengths were checked for both the original design and the median pedestrian crossing removed at this intersection. This table reports the queue lengths for the no median pedestrian crossing condition, as the queue lengths are expected to improve without the median crossing. Full results are in Appendix B.
BOLD values indicate the 95th percentile queue exceeds the available storage Underlined values indicate the 95th percentile volume exceeds capacity, the queue may be longer JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024
Comparing the 95th percentile queue lengths for all build alternatives to the future no build condition, the EBL queue at Junipero Serra Boulevard/Hickey Boulevard during the PM peak period is expected to improve significantly. The geometric changes and signal timing changes implemented at this intersection are likely to have affected the operations. On the other hand, the SBL and WBL queues at Westborough Boulevard/Gellert Boulevard in the PM peak period is expected to worsen under all alternatives. This could possibly be due to the reduction in number of lanes on WB Westborough Boulevard.
The NBL queue at Junipero Serra Boulevard/Westborough Boulevard is expected to improve significantly under all alternatives due to geometric changes. The NBL queue length is expected to improve for Alternative A since a direct off-ramp from NB I-280 to Westborough Boulevard will be added as part of the DDI design. For Alternatives B1 and B2, the NBL queue lengths are expected to improve due to the NB I-280 on-ramp being added further south on Junipero Serra Boulevard.
However, note for Alternatives B1 and B2, the queue is still expected to exceed the storage length, since the geometric changes result in a shorter storage length for the NBL turn lanes. For Alternative C, the NBL queue lengths are expected to improve due to there being two dedicated NB left turn lanes onto Westborough Boulevard proposed in the design. Under Alternative A, the SBL queue at this intersection is expected to exceed the storage length because of the shorter storage length required as part of the intersection realignment for the DDI.
At some intersections such as Junipero Serra Boulevard/King Drive and Westborough Boulevard/Callan Boulevard/ Oakmont Drive, queueing under future conditions for the alternatives are similar to the future no build scenario and hence no significant increase in queueing is expected at these locations compared to future no build conditions.
SUMMARY AND CONCLUSIONS
Junipero Serra Boulevard and Westborough Boulevard are corridors that present a high level of traffic stress for bicyclists and lack continuous sidewalks for pedestrians. The bicycle and pedestrian infrastructure improvements presented in the three alternatives can help serve the need for better infrastructure for bicyclists and pedestrians in the South San Francisco community.
The future build conditions operational analyses show that even with geometric changes to the corridors and intersections and installation of additional signalized intersections under the future build conditions, the impact to traffic operations is moderate, with some intersections experiencing improved operations. Among the two options for Alternative B, Alternative B2 was shown to have more favorable operational results and should be used for further evaluation. To further evaluate the three conceptual alternatives in a more comprehensive manner, additional components such as the pedestrian and bicyclist experience and cost of implementation would need to be examined.
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024
APPENDIX
CONTENTS
APPENDIX A: CONCEPTUAL DRAWINGS
APPENDIX B: SYNCHRO REPORTS
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024
APPENDIX A: CONCEPTUAL DRAWINGS
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024
ALTERNATIVE A
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024
ALTERNATIVE B1
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024
ALTERNATIVE B2
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024
ALTERNATIVE C
Xref ..\..\GV\Exhibits\Aerial Westborough Blvd & 280\Parcels - Westborough Blvd & 280.dwg Xref ..\..\GV\Exhibits\Aerial\Westborough Aerial.dwg
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024
JUNIPERO SERRA
BOULEVARD/HICKEY BOULEVARD
INTERSECTION IMPROVEMENTS
EXHIBIT 1
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024
APPENDIX B: SYNCHRO REPORTS
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024
ALTERNATIVE A - AM
HCM Signalized Intersection Capacity Analysis
1: Junipero Serra Blvd #2/Junipero Serra Blvd & Hickey Blvd 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (vph) 283 642 56 129 324 375 35 49 188 78 205 283 Future Volume (vph) 283 642 56 129 324 375 35 49 188 78 205 283 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 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 3493 3433 3539 1583 1770 3539 1559 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 3493 3433 3539 1583 1770 3539 1559 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) 298 676 59 136 341 395 37 52 198 82 216 298 RTOR Reduction (vph) 0 5 0 0 0 339 0 0 0 74 0 0
Lane Group Flow (vph) 298 730 0 136 341 56 0 89 198 8 216 298 Confl. Peds. (#/hr) 1 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) 51.3 51.3 17.1 17.1 17.1 11.6 11.4 11.4 18.7 18.5 Effective Green, g (s) 51.3 51.3 17.1 17.1 17.1 11.6 11.4 11.4 18.7 18.5 Actuated g/C Ratio 0.43 0.43 0.14 0.14 0.14 0.10 0.10 0.10 0.16 0.15 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) 1467 1493 489 504 225 171 336 148 275 545 v/s Ratio Prot 0.09 c0.21 0.04 c0.10 0.05 c0.06 c0.12 0.08 v/s Ratio Perm 0.04 0.00
v/c Ratio 0.20 0.49 0.28 0.68 0.25 0.52 0.59 0.05 0.79 0.55 Uniform Delay, d1 21.5 24.9 45.9 48.8 45.7 51.6 52.1 49.4 48.7 46.9 Progression Factor 0.33 0.41 0.92 0.91 0.53 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 1.1 0.1 2.8 0.2 1.3 1.7 0.1 12.7 0.6 Delay (s) 7.3 11.3 42.3 47.2 24.3 52.9 53.8 49.4 61.4 47.5 Level of Service A B D D C D D D E D
Approach Delay (s) 10.1 36.1 52.6 51.3
Approach LOS B D D D
Intersection Summary
HCM 2000 Control Delay 32.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 21.5 Intersection Capacity Utilization 69.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
1: Junipero Serra Blvd #2/Junipero Serra Blvd & Hickey Blvd 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement SBR
Lane Configurations
Traffic Volume (vph) 127
Future Volume (vph) 127
Ideal Flow (vphpl) 1900
Total Lost time (s) 6.2
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) 1561
Flt Permitted 1.00
Satd. Flow (perm) 1561
Peak-hour factor, PHF 0.95
Adj. Flow (vph) 134
RTOR Reduction (vph) 113
Lane Group Flow (vph) 21
Confl. Peds. (#/hr) 1
Turn Type Perm
Protected Phases
Permitted Phases 2
Actuated Green, G (s) 18.5
Effective Green, g (s) 18.5
Actuated g/C Ratio 0.15
Clearance Time (s) 6.2
Vehicle Extension (s) 2.0
Lane Grp Cap (vph) 240
v/s Ratio Prot
v/s Ratio Perm 0.01
v/c Ratio 0.09
Uniform Delay, d1 43.5
Progression Factor 1.00
Incremental Delay, d2 0.1
Delay (s) 43.6
Level of Service D
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis
2: Junipero Serra Blvd #2 & King Dr 11/08/2024
Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 195 103 243 206 101 116 154 186 126 96 259 164 Future Volume (vph) 195 103 243 206 101 116 154 186 126 96 259 164 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 0.92 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 1713 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 1713 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) 205 108 256 217 106 122 162 196 133 101 273 173 RTOR Reduction (vph) 0 0 212 0 49 0 0 0 98 0 0 134
Lane Group Flow (vph) 205 108 44 217 179 0 162 196 35 101 273 39 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) 12.1 11.0 11.0 12.5 11.4 8.3 16.9 16.9 6.0 14.6 14.6 Effective Green, g (s) 12.1 11.0 11.0 12.5 11.4 8.3 16.9 16.9 6.0 14.6 14.6 Actuated g/C Ratio 0.19 0.17 0.17 0.19 0.18 0.13 0.26 0.26 0.09 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) 332 318 270 343 303 228 928 415 164 802 358 v/s Ratio Prot 0.12 0.06 c0.12 c0.10 c0.09 0.06 0.06 c0.08 v/s Ratio Perm 0.03 0.02 0.02
v/c Ratio 0.62 0.34 0.16 0.63 0.59 0.71 0.21 0.08 0.62 0.34 0.11 Uniform Delay, d1 24.0 23.5 22.8 23.8 24.4 26.9 18.5 17.9 28.1 20.9 19.7 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 2.4 0.2 0.1 2.8 1.9 8.4 0.2 0.2 4.8 0.5 0.3 Delay (s) 26.4 23.7 22.9 26.6 26.2 35.3 18.8 18.1 32.9 21.4 20.0 Level of Service C C C C C D B B C C C
Approach Delay (s) 24.3 26.4 24.0 23.1
Approach LOS C C C C
Intersection Summary
HCM 2000 Control Delay 24.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 64.4 Sum of lost time (s) 18.0 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
3: Junipero Serra Blvd #2 & Arroyo Dr 11/08/2024
Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 155 56 414 81 63 651
Future Volume (vph) 155 56 414 81 63 651
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 0.98 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 3453 1770 3539
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 1583 3453 1770 3539
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 163 59 436 85 66 685
RTOR Reduction (vph) 0 48 22 0 0 0
Lane Group Flow (vph) 163 11 499 0 66 685
Turn Type Prot Perm NA Prot NA
Protected Phases 4 6 5 2
Permitted Phases 4
Actuated Green, G (s) 6.8 6.8 15.1 2.3 21.4
Effective Green, g (s) 6.8 6.8 15.1 2.3 21.4
Actuated g/C Ratio 0.19 0.19 0.42 0.06 0.59
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) 332 297 1440 112 2092
v/s Ratio Prot c0.09 0.14 c0.04 c0.19
v/s Ratio Perm 0.01
v/c Ratio 0.49 0.04 0.35 0.59 0.33
Uniform Delay, d1 13.2 12.0 7.2 16.5 3.8
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.4 0.0 0.1 5.0 0.0
Delay (s) 13.6 12.0 7.2 21.5 3.8
Level of Service B B A C A
Approach Delay (s) 13.2 7.2 5.3
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 7.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 36.2 Sum of lost time (s) 12.0 Intersection Capacity Utilization 36.8% 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 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 117 1235 192 71 801 133 399 224 132 21 140 360 Future Volume (vph) 117 1235 192 71 801 133 399 224 132 21 140 360 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.0 4.0 5.3 5.7 5.7 5.2 5.2
Lane Util. Factor 1.00 0.95 1.00 0.95 0.97 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.98 1.00 0.94 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 3462 1770 3457 3433 3324 1770 3539 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1770 3462 1770 3457 3433 3324 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) 123 1300 202 75 843 140 420 236 139 22 147 379 RTOR Reduction (vph) 0 9 0 0 10 0 0 68 0 0 0 0
Lane Group Flow (vph) 123 1493 0 75 973 0 420 307 0 0 169 379 Confl. Bikes (#/hr) 2 1 2
Turn Type Prot NA Prot NA Split NA Split Split NA
Protected Phases 5 2 9 1 6 9 7 7 8 8 8
Permitted Phases
Actuated Green, G (s) 12.6 65.1 8.0 57.2 19.7 19.7 17.3 17.3 Effective Green, g (s) 12.6 61.1 8.0 57.2 19.7 19.7 17.3 17.3 Actuated g/C Ratio 0.10 0.47 0.06 0.44 0.15 0.15 0.13 0.13 Clearance Time (s) 3.0 4.0 5.7 5.7 5.2 5.2
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 171 1627 108 1521 520 503 235 470
v/s Ratio Prot 0.07 c0.43 0.04 c0.28 c0.12 0.09 0.10 c0.11 v/s Ratio Perm
v/c Ratio 0.72 0.92 0.69 0.64 0.81 0.61 0.72 0.81
Uniform Delay, d1 57.0 32.1 59.8 28.4 53.3 51.6 54.0 54.7 Progression Factor 0.87 0.37 0.83 0.75 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.6 5.8 13.6 0.7 8.5 1.5 8.5 9.2
Delay (s) 57.0 17.7 63.6 21.8 61.8 53.1 62.5 64.0
Level of Service E B E C E D E E
Approach Delay (s) 20.7 24.8 57.7 60.0
Approach LOS C C E E
Intersection Summary
HCM 2000 Control Delay 36.2 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) 23.9 Intersection Capacity Utilization 82.3% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
4: Junipero Serra Blvd #2 & Westborough Blvd #1 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement SBR
Lane Configurations
Traffic Volume (vph) 285
Future Volume (vph) 285
Ideal Flow (vphpl) 1900
Total Lost time (s) 5.2
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) 300
RTOR Reduction (vph) 189
Lane Group Flow (vph) 111
Confl. Bikes (#/hr)
Turn Type Perm
Protected Phases
Permitted Phases 8
Actuated Green, G (s) 17.3
Effective Green, g (s) 17.3
Actuated g/C Ratio 0.13
Clearance Time (s) 5.2
Vehicle Extension (s) 2.0
Lane Grp Cap (vph) 210
v/s Ratio Prot
v/s Ratio Perm 0.07
v/c Ratio 0.53
Uniform Delay, d1 52.5
Progression Factor 1.00
Incremental Delay, d2 1.1
Delay (s) 53.7
Level of Service D
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis
5: Junipero Serra Blvd/Junipero Serra Blvd #2 & Avalon Dr 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 71 63 0 0 180 330 109 354 96 200 0 423 Future Volume (vph) 71 63 0 0 180 330 109 354 96 200 0 423 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 0.97 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 3426 3433 1583 Flt Permitted 0.48 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 896 1863 1863 1583 1770 3426 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) 75 66 0 0 189 347 115 373 101 211 0 445 RTOR Reduction (vph) 0 0 0 0 0 292 0 20 0 0 0 390
Lane Group Flow (vph) 75 66 0 0 189 55 115 454 0 211 0 55 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) 9.7 9.7 9.7 9.7 43.9 30.2 7.5 7.5 Effective Green, g (s) 9.7 9.7 9.7 9.7 43.9 30.2 7.5 7.5 Actuated g/C Ratio 0.16 0.16 0.16 0.16 0.72 0.50 0.12 0.12 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) 142 297 297 252 1278 1701 423 195
v/s Ratio Prot 0.04 c0.10 0.06 c0.13 c0.06
v/s Ratio Perm 0.08 0.03 0.03
v/c Ratio 0.53 0.22 0.64 0.22 0.09 0.27 0.50 0.28
Uniform Delay, d1 23.4 22.3 23.9 22.3 2.5 8.9 24.9 24.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.1 3.3 0.2 0.0 0.0 0.3 0.3
Delay (s) 25.1 22.4 27.2 22.4 2.5 8.9 25.2 24.5
Level of Service C C C C A A C C
Approach Delay (s) 23.8 24.1 7.7 24.7
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 19.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38
Actuated Cycle Length (s) 60.8 Sum of lost time (s) 13.4 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
6: Oakmont Dr/Callan Blvd & Westborough Blvd #1 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (vph) 119 649 40 86 46 664 342 57 95 41 244 109 Future Volume (vph) 119 649 40 86 46 664 342 57 95 41 244 109 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
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.95 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.98 1.00 0.95 1.00
Satd. Flow (prot) 1770 3504 1770 3256 1828 1539 1770 1863 Flt Permitted 0.95 1.00 0.95 1.00 0.98 1.00 0.95 1.00
Satd. Flow (perm) 1770 3504 1770 3256 1828 1539 1770 1863 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) 125 683 42 91 48 699 360 60 100 43 257 115 RTOR Reduction (vph) 0 3 0 0 0 42 0 0 0 38 0 0
Lane Group Flow (vph) 125 722 0 0 139 1017 0 0 160 5 257 115 Confl. Peds. (#/hr) 1 35 4 12 12
Turn Type Prot NA Prot Prot NA Split NA Perm Split NA
Protected Phases 1 6 5 5 2 3 3 4 4
Permitted Phases 3
Actuated Green, G (s) 14.2 56.9 14.6 57.3 15.8 15.8 23.4 23.4 Effective Green, g (s) 14.2 56.9 14.6 57.3 15.8 15.8 23.4 23.4 Actuated g/C Ratio 0.11 0.44 0.11 0.44 0.12 0.12 0.18 0.18 Clearance Time (s) 4.5 5.1 4.5 5.1 4.9 4.9 4.8 4.8
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 193 1533 198 1435 222 187 318 335
v/s Ratio Prot c0.07 0.21 0.08 c0.31 c0.09 c0.15 0.06
v/s Ratio Perm 0.00
v/c Ratio 0.65 0.47 0.70 0.71 0.72 0.03 0.81 0.34
Uniform Delay, d1 55.5 25.9 55.6 29.6 55.0 50.3 51.1 46.6 Progression Factor 1.18 0.82 0.60 0.30 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.5 0.9 7.4 2.5 9.3 0.0 13.2 0.2
Delay (s) 70.2 22.2 40.5 11.4 64.3 50.4 64.4 46.8
Level of Service E C D B E D E D
Approach Delay (s) 29.2 14.8 61.4 55.7
Approach LOS C B E E
Intersection Summary
HCM 2000 Control Delay 29.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.3 Intersection Capacity Utilization 74.3% 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 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement SBR
Lane Configurations
Traffic Volume (vph) 102
Future Volume (vph) 102
Ideal Flow (vphpl) 1900
Total Lost time (s) 4.8
Lane Util. Factor 1.00
Frpb, ped/bikes 0.98
Flpb, ped/bikes 1.00
Frt 0.85
Flt Protected 1.00
Satd. Flow (prot) 1556
Flt Permitted 1.00
Satd. Flow (perm) 1556
Peak-hour factor, PHF 0.95
Adj. Flow (vph) 107
RTOR Reduction (vph) 88
Lane Group Flow (vph) 19
Confl. Peds. (#/hr) 4
Turn Type Perm
Protected Phases
Permitted Phases 4
Actuated Green, G (s) 23.4
Effective Green, g (s) 23.4
Actuated g/C Ratio 0.18
Clearance Time (s) 4.8
Vehicle Extension (s) 2.0
Lane Grp Cap (vph) 280
v/s Ratio Prot
v/s Ratio Perm 0.01
v/c Ratio 0.07
Uniform Delay, d1 44.3
Progression Factor 1.00
Incremental Delay, d2 0.0
Delay (s) 44.3
Level of Service D
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis
7: Galway Dr & Westborough Blvd #1 11/08/2024
Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 17 979 24 59 934 147 40 28 61 188 30 164 Future Volume (vph) 17 979 24 59 934 147 40 28 61 188 30 164 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 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.98 1.00 0.85 0.94
Flt Protected 0.95 1.00 0.95 1.00 0.97 1.00 0.98
Satd. Flow (prot) 1770 3527 1770 3467 1807 1562 1700
Flt Permitted 0.95 1.00 0.95 1.00 0.69 1.00 0.81
Satd. Flow (perm) 1770 3527 1770 3467 1286 1562 1407
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) 18 1031 25 62 983 155 42 29 64 198 32 173 RTOR Reduction (vph) 0 1 0 0 8 0 0 0 44 0 24 0
Lane Group Flow (vph) 18 1055 0 62 1130 0 0 71 20 0 379 0 Confl. Peds. (#/hr) 4 1 1 4
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) 3.4 67.9 7.6 72.1 39.7 39.7 39.9
Effective Green, g (s) 3.4 67.9 7.6 72.1 39.7 39.7 39.9 Actuated g/C Ratio 0.03 0.52 0.06 0.55 0.31 0.31 0.31
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) 46 1842 103 1922 392 477 431
v/s Ratio Prot 0.01 c0.30 0.04 c0.33
v/s Ratio Perm 0.06 0.01 c0.27
v/c Ratio 0.39 0.57 0.60 0.59 0.18 0.04 0.88
Uniform Delay, d1 62.3 21.2 59.7 19.1 33.2 31.8 42.8
Progression Factor 0.65 0.39 1.44 0.17 1.00 1.00 1.00
Incremental Delay, d2 1.7 1.1 4.4 0.9 0.1 0.0 18.0
Delay (s) 42.2 9.4 90.4 4.2 33.3 31.8 60.8
Level of Service D A F A C C E
Approach Delay (s) 9.9 8.6 32.6 60.8
Approach LOS A A C E
Intersection Summary
HCM 2000 Control Delay 17.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 14.8 Intersection Capacity Utilization 78.2% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
8: Gellert Blvd & Westborough Blvd #1 11/08/2024
Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 113 1000 115 68 1031 284 25 54 263 628 27 84 Future Volume (vph) 113 1000 115 68 1031 284 25 54 263 628 27 84 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 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 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 1.00 Satd. Flow (prot) 1770 3480 1770 3539 1526 1770 1863 1583 1610 3241 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 1.00 Satd. Flow (perm) 1770 3480 1770 3539 1526 1770 1863 1583 1610 3241 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) 119 1053 121 72 1085 299 26 57 277 661 28 88 RTOR Reduction (vph) 0 5 0 0 0 184 0 0 130 0 0 68
Lane Group Flow (vph) 119 1169 0 72 1085 115 26 57 147 330 359 20 Confl. Peds. (#/hr) 1 9
Confl. Bikes (#/hr) 1
Turn Type Prot NA Prot NA Perm Split NA Perm Split NA Perm Protected Phases 1 6 5 2 7 7 8 8
Permitted Phases 2 7 8
Actuated Green, G (s) 14.2 56.6 7.6 50.0 50.0 16.4 16.4 16.4 29.6 29.6 29.6 Effective Green, g (s) 14.2 56.6 7.6 50.0 50.0 16.4 16.4 16.4 29.6 29.6 29.6 Actuated g/C Ratio 0.11 0.44 0.06 0.38 0.38 0.13 0.13 0.13 0.23 0.23 0.23 Clearance Time (s) 4.5 5.1 4.5 5.1 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 2.0 Lane Grp Cap (vph) 193 1515 103 1361 586 223 235 199 366 737 360 v/s Ratio Prot 0.07 c0.34 0.04 c0.31 0.01 0.03 c0.20 0.11 v/s Ratio Perm 0.08 c0.09 0.01
v/c Ratio 0.62 0.77 0.70 0.80 0.20 0.12 0.24 0.74 0.90 0.86dl 0.06 Uniform Delay, d1 55.3 31.2 60.1 35.5 26.6 50.4 51.2 54.7 48.8 43.6 39.3 Progression Factor 0.67 1.03 0.64 0.45 0.41 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.4 3.2 13.5 4.3 0.6 0.1 0.2 11.6 24.0 0.2 0.0 Delay (s) 40.2 35.3 52.0 20.4 11.6 50.5 51.4 66.3 72.8 43.8 39.3 Level of Service D D D C B D D E E D D
Approach Delay (s) 35.7 20.2 62.8 55.6
Approach LOS D C E E
Intersection Summary
HCM 2000 Control Delay 36.4 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 77.7% ICU Level of Service D Analysis Period (min) 15
dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
9: Westborough Blvd #1 11/08/2024
Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations
Traffic Volume (vph) 0 1311 0 0 0 0 0 0 0 0 1186 0
Future Volume (vph) 0 1311 0 0 0 0 0 0 0 0 1186 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.95 0.91
Frt 1.00 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 3539 5085
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3539 5085
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1380 0 0 0 0 0 0 0 0 1248 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0
Lane Group Flow (vph) 0 1380 0 0 0 0 0 0 0 0 1248 0
Turn Type NA NA
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 65.0 57.0
Effective Green, g (s) 65.0 57.0
Actuated g/C Ratio 0.50 0.44
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1769 2229
v/s Ratio Prot c0.39 c0.25
v/s Ratio Perm
v/c Ratio 0.78 0.56
Uniform Delay, d1 26.6 27.2
Progression Factor 0.90 0.69
Incremental Delay, d2 2.5 0.9
Delay (s) 26.5 19.7
Level of Service C B
Approach Delay (s) 26.5 0.0 0.0 19.7
Approach LOS C A A B
Intersection Summary
HCM 2000 Control Delay 23.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
10: W. Orange Avenue/Camaritas Avenue & Westborough Blvd/Chestnut Ave #1 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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 3346 1770 3438 1564 1770 1686 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 3346 1770 3438 1564 1770 1686 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 3 0 0 0 43 0 17 0 0 0 113
Lane Group Flow (vph) 96 1488 0 40 908 256 26 14 0 76 79 10 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 13 2 9 1 15 6 9 4 12 4 12 3 11 3 11
Permitted Phases 6 9 3 11
Actuated Green, G (s) 22.7 171.5 19.3 169.1 169.1 12.2 12.2 21.4 21.4 21.4 Effective Green, g (s) 22.7 171.5 19.3 169.1 169.1 12.2 12.2 21.4 21.4 21.4 Actuated g/C Ratio 0.09 0.66 0.07 0.65 0.65 0.05 0.05 0.08 0.08 0.08 Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph) 154 2207 131 2236 1017 83 79 138 142 128 v/s Ratio Prot c0.05 c0.44 0.02 0.26 c0.01 0.01 0.05 c0.05 v/s Ratio Perm 0.16 0.01
v/c Ratio 0.62 0.67 0.31 0.41 0.25 0.31 0.18 0.55 0.56 0.08 Uniform Delay, d1 114.5 27.1 114.0 21.6 19.0 119.8 119.1 114.7 114.7 110.2 Progression Factor 1.01 0.45 0.93 0.99 1.22 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.3 0.4 0.9 0.0 0.0 2.2 1.1 4.7 4.7 0.3 Delay (s) 119.6 12.5 106.6 21.4 23.2 122.0 120.1 119.4 119.4 110.5 Level of Service F B F C C F F F F F
Approach Delay (s) 19.0 24.6 121.0 115.4
Approach LOS B C F F
Intersection Summary
HCM 2000 Control Delay 31.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 260.0 Sum of lost time (s) 35.6 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 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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 0 277 0 0 81 0 0 225 0 0 47
Lane Group Flow (vph) 246 694 202 331 739 28 441 562 124 187 533 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) 21.6 32.7 32.7 20.8 32.9 32.9 19.5 46.1 46.1 12.8 39.4 39.4 Effective Green, g (s) 21.6 32.7 32.7 20.8 32.9 32.9 19.5 46.1 46.1 12.8 39.4 39.4 Actuated g/C Ratio 0.17 0.25 0.25 0.16 0.25 0.25 0.15 0.35 0.35 0.10 0.30 0.30 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) 294 890 392 549 895 395 514 1207 550 338 1482 473 v/s Ratio Prot c0.14 0.20 0.10 c0.21 c0.13 c0.17 c0.05 0.11 v/s Ratio Perm 0.13 0.02 0.08 0.01
v/c Ratio 0.84 0.78 0.52 0.60 0.83 0.07 0.86 0.47 0.23 0.55 0.36 0.04 Uniform Delay, d1 52.5 45.3 41.8 50.8 45.8 36.9 53.9 32.4 29.4 55.9 35.4 32.0 Progression Factor 0.91 0.55 0.57 0.78 0.63 0.10 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.0 3.2 0.7 1.2 5.9 0.1 13.0 1.3 1.0 1.3 0.7 0.2 Delay (s) 61.5 28.1 24.4 40.6 35.0 3.7 66.9 33.7 30.4 57.2 36.1 32.2 Level of Service E C C D C A E C C E D C
Approach Delay (s) 32.6 33.7 43.7 40.8
Approach LOS C C D D
Intersection Summary
HCM 2000 Control Delay 37.4 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) 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 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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 1466
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) 8.5 69.7 22.9 80.0 22.4 22.4
Effective Green, g (s) 8.5 69.7 22.9 80.0 22.4 22.4
Actuated g/C Ratio 0.07 0.54 0.18 0.62 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) 115 1793 311 3032 228 252
v/s Ratio Prot 0.01 c0.36 c0.05 c0.21
v/s Ratio Perm c0.13 0.00
v/c Ratio 0.19 0.67 0.27 0.34 0.75 0.03
Uniform Delay, d1 57.5 21.8 46.3 12.2 51.1 44.7
Progression Factor 1.49 0.26 1.03 0.52 1.00 1.00
Incremental Delay, d2 0.7 1.7 0.2 0.3 12.9 0.1
Delay (s) 86.2 7.5 47.8 6.6 64.0 44.8
Level of Service F A D A E D
Approach Delay (s) 8.9 9.6 64.0 44.8
Approach LOS A A E D
Intersection Summary
HCM 2000 Control Delay 13.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64
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
16: Westborough Blvd #1 & I-280 SB Off-Ramp (WB) 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement SBL SBR NEL NET SWT SWR
Lane Configurations
Traffic Volume (vph) 0 197 0 0 1186 0
Future Volume (vph) 0 197 0 0 1186 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0
Lane Util. Factor 1.00 0.91
Frt 0.86 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 1611 5085
Flt Permitted 1.00 1.00
Satd. Flow (perm) 1611 5085
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 0 207 0 0 1248 0
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 0 207 0 0 1248 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 65.0 57.0
Effective Green, g (s) 65.0 57.0
Actuated g/C Ratio 0.50 0.44
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 805 2229
v/s Ratio Prot c0.13 c0.25
v/s Ratio Perm
v/c Ratio 0.26 0.56
Uniform Delay, d1 18.6 27.2
Progression Factor 1.00 0.05
Incremental Delay, d2 0.8 0.9
Delay (s) 19.4 2.2
Level of Service B A
Approach Delay (s) 19.4 0.0 2.2
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 4.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
18: I-280 NB Off-Ramp (WB) & Westborough Blvd #1 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 0 0 0 755 480 0
Future Volume (vph) 0 0 0 755 480 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.91 1.00
Frt 1.00 1.00
Flt Protected 1.00 0.95
Satd. Flow (prot) 5085 1770
Flt Permitted 1.00 0.95
Satd. Flow (perm) 5085 1770
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 0 0 0 795 505 0
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 0 0 0 795 505 0
Turn Type NA Prot
Protected Phases 2 1
Permitted Phases
Actuated Green, G (s) 57.0 65.0
Effective Green, g (s) 57.0 65.0
Actuated g/C Ratio 0.44 0.50
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 2229 885
v/s Ratio Prot c0.16 c0.29
v/s Ratio Perm
v/c Ratio 0.36 0.57
Uniform Delay, d1 24.3 22.7
Progression Factor 0.04 1.00
Incremental Delay, d2 0.4 2.7
Delay (s) 1.3 25.4
Level of Service A C
Approach Delay (s) 0.0 1.3 25.4
Approach LOS A A C
Intersection Summary
HCM 2000 Control Delay 10.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 79.1% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
29: Westborough Blvd #1 & I-280 SB Off-Ramp (EB) 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBL EBT WBT WBR SEL SER
Lane Configurations
Traffic Volume (vph) 0 1311 0 0 412 0
Future Volume (vph) 0 1311 0 0 412 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.95 1.00
Frt 1.00 1.00
Flt Protected 1.00 0.95
Satd. Flow (prot) 3539 1770
Flt Permitted 1.00 0.95
Satd. Flow (perm) 3539 1770
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 0 1380 0 0 434 0
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 0 1380 0 0 434 0
Turn Type NA Prot
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 65.0 57.0
Effective Green, g (s) 65.0 57.0
Actuated g/C Ratio 0.50 0.44
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1769 776
v/s Ratio Prot c0.39 c0.25
v/s Ratio Perm
v/c Ratio 0.78 0.56
Uniform Delay, d1 26.6 27.2
Progression Factor 0.03 1.00
Incremental Delay, d2 2.1 2.9
Delay (s) 2.9 30.1
Level of Service A C
Approach Delay (s) 2.9 0.0 30.1
Approach LOS A A C
Intersection Summary
HCM 2000 Control Delay 9.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
31: Westborough Blvd #1 11/08/2024
Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (vph) 0 1354 0 0 0 0 0 0 0 0 755 0
Future Volume (vph) 0 1354 0 0 0 0 0 0 0 0 755 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.95 0.91
Frt 1.00 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 3539 5085
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3539 5085
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1425 0 0 0 0 0 0 0 0 795 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0
Lane Group Flow (vph) 0 1425 0 0 0 0 0 0 0 0 795 0
Turn Type NA NA
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 65.0 57.0
Effective Green, g (s) 65.0 57.0
Actuated g/C Ratio 0.50 0.44
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1769 2229
v/s Ratio Prot c0.40 c0.16
v/s Ratio Perm
v/c Ratio 0.81 0.36
Uniform Delay, d1 27.2 24.3
Progression Factor 0.48 0.84
Incremental Delay, d2 2.7 0.3
Delay (s) 15.9 20.8
Level of Service B C
Approach Delay (s) 15.9 0.0 0.0 20.8
Approach LOS B A A C
Intersection Summary
HCM 2000 Control Delay 17.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
32: I-280 NB Off-Ramp (EB) & Westborough Blvd #1 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1354 0 0 0 0 190
Future Volume (vph) 1354 0 0 0 0 190
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.95 1.00
Frt 1.00 0.86
Flt Protected 1.00 1.00
Satd. Flow (prot) 3539 1611
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3539 1611
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 1425 0 0 0 0 200
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 1425 0 0 0 0 200
Turn Type NA Prot
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 65.0 57.0
Effective Green, g (s) 65.0 57.0
Actuated g/C Ratio 0.50 0.44
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1769 706
v/s Ratio Prot c0.40 c0.12
v/s Ratio Perm
v/c Ratio 0.81 0.28
Uniform Delay, d1 27.2 23.4
Progression Factor 0.03 1.00
Incremental Delay, d2 2.3 1.0
Delay (s) 3.1 24.4
Level of Service A C
Approach Delay (s) 3.1 0.0 24.4
Approach LOS A A C
Intersection Summary
HCM 2000 Control Delay 5.8 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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 39 0 0 27 0
Lane Group Flow (vph) 179 672 261 164 673 0 275 489 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) 18.1 48.2 68.3 15.3 45.4 20.1 23.2 26.8 29.5 Effective Green, g (s) 18.1 48.2 68.3 15.3 45.4 20.1 23.2 26.8 29.5 Actuated g/C Ratio 0.14 0.37 0.53 0.12 0.35 0.15 0.18 0.21 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) 246 1193 750 208 1184 530 603 364 769 v/s Ratio Prot c0.10 0.21 0.05 c0.09 c0.20 0.08 0.14 c0.12 c0.20 v/s Ratio Perm 0.13
v/c Ratio 0.73 0.56 0.35 0.79 0.57 0.52 0.81 0.57 0.88
Uniform Delay, d1 53.6 32.5 17.9 55.8 34.3 50.5 51.3 46.5 48.5 Progression Factor 1.00 1.00 1.00 0.63 0.53 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.8 1.9 0.1 13.1 1.5 0.4 7.8 1.4 10.9 Delay (s) 62.3 34.5 18.0 48.5 19.9 50.9 59.1 47.8 59.4
Level of Service E C B D B D E D E
Approach Delay (s) 34.3 25.3 56.2 56.7
Approach LOS C C E E
Intersection Summary
HCM 2000 Control Delay 42.3 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 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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) 17.0 47.2 67.2 15.9 46.1 20.0 31.3 19.1 30.0 Effective Green, g (s) 17.0 47.2 67.2 15.9 46.1 20.0 31.3 19.1 30.0 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) 231 1168 737 216 1203 528 814 260 782 v/s Ratio Prot c0.10 c0.21 0.05 0.09 0.20 0.08 c0.15 0.12 c0.20 v/s Ratio Perm 0.12
v/c Ratio 0.77 0.58 0.33 0.76 0.56 0.52 0.61 0.80 0.86
Uniform Delay, d1 54.6 33.4 18.3 55.2 33.8 50.6 43.9 53.6 48.0 Progression Factor 1.00 1.00 1.00 1.30 0.46 1.00 1.00 1.00 1.00 Incremental Delay, d2 13.7 2.1 0.1 10.0 1.5 0.4 0.9 15.5 9.4 Delay (s) 68.4 35.4 18.4 81.6 17.0 51.0 44.7 69.1 57.5
Level of Service E D B F B D D E E
Approach Delay (s) 35.8 29.2 46.9 60.1
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 0.69
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 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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 0.68 0.70 0.52 0.59 0.27 0.79 0.55 0.36 Control Delay 8.0 12.0 42.5 50.8 9.3 63.1 59.6 2.2 68.2 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 42.5 50.8 9.3 63.1 59.6 2.2 68.2 50.1 7.2 Queue Length 50th (ft) 38 210 40 103 0 67 78 0 162 113 0 Queue Length 95th (ft) 123 318 55 120 44 121 118 0 237 152 39 Internal Link Dist (ft) 115 884 703 513
Turn Bay Length (ft) 330 450 280 200 550 150
Base Capacity (vph) 1468 1498 749 772 654 185 353 308 358 698 432 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 0.44 0.60 0.48 0.56 0.27 0.60 0.43 0.31 Intersection Summary
Queues
2: Junipero Serra Blvd #2 & King Dr 11/08/2024
Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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 & Arroyo Dr 11/08/2024
Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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) 120
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 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 123 1502 75 983 420 375 169 379 300 v/c Ratio 0.72 0.85 0.60 0.66 0.81 0.66 0.72 0.81 0.75
Control Delay 65.5 15.7 67.6 16.6 65.7 46.0 71.5 68.5 28.2 Queue Delay 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.5 16.2 67.6 16.6 65.7 46.0 71.5 68.5 28.2 Queue Length 50th (ft) 91 110 66 304 176 123 136 162 63 Queue Length 95th (ft) m125 #641 115 273 231 176 217 220 172 Internal Link Dist (ft) 110 574 498 637
Turn Bay Length (ft) 300 250 150 150
Base Capacity (vph) 177 1763 136 1497 588 636 256 513 416 Starvation Cap Reductn 0 52 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 0.88 0.55 0.66 0.71 0.59 0.66 0.74 0.72 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
5: Junipero Serra Blvd/Junipero Serra Blvd #2 & Avalon Dr 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBL EBT WBT WBR NBL NBT SBL SBR
Lane Group Flow (vph) 75 66 189 347 115 474 211 445
v/c Ratio 0.53 0.22 0.64 0.64 0.09 0.28 0.50 0.76
Control Delay 38.1 24.6 34.6 9.2 3.0 9.4 29.5 12.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 38.1 24.6 34.6 9.2 3.0 9.4 29.5 12.6
Queue Length 50th (ft) 25 21 64 0 9 41 37 0
Queue Length 95th (ft) 67 55 132 63 26 93 70 76
Internal Link Dist (ft) 112 81 603
Turn Bay Length (ft) 1000 500
Base Capacity (vph) 562 1170 1170 1123 1456 1785 703 678 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 0.27 0.30 0.66 Intersection Summary
Queues
6: Oakmont Dr/Callan Blvd & Westborough Blvd #1 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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 78.8 23.8 50.4 13.0 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 78.8 23.8 50.4 13.0 72.3 1.0 69.6 47.8 4.4
Queue Length 50th (ft) 102 153 118 76 132 0 211 86 0
Queue Length 95th (ft) 154 292 m#198 #563 198 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 11/08/2024
Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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 40.4 10.2 93.1 4.3 31.6 2.0 59.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.4 10.2 93.1 4.3 31.6 2.0 59.9
Queue Length 50th (ft) 16 139 48 23 44 0 298
Queue Length 95th (ft) m24 232 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 11/08/2024
Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 119 1174 72 1085 299 26 57 277 330 359 88 v/c Ratio 0.62 0.76 0.56 0.80 0.39 0.12 0.24 0.84 0.90 0.86dl 0.19 Control Delay 48.3 37.3 52.5 23.9 2.9 47.8 50.8 46.4 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 48.3 37.3 52.5 23.9 2.9 47.8 50.8 46.4 76.0 45.4 1.7 Queue Length 50th (ft) 97 509 62 483 1 20 44 109 290 141 0 Queue Length 95th (ft) m162 #708 m113 #698 114 44 80 197 #457 192 7 Internal Link Dist (ft) 1301 560 233 336
Turn Bay Length (ft) 145 280 370 90 155 155
Base Capacity (vph) 193 1543 129 1358 769 441 464 506 401 807 500 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 0.76 0.56 0.80 0.39 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 11/08/2024
Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBT NWT
Lane Group Flow (vph) 1380 1248
v/c Ratio 0.78 0.56
Control Delay 26.9 19.7
Queue Delay 0.0 0.4
Total Delay 26.9 20.1
Queue Length 50th (ft) 423 165
Queue Length 95th (ft) 475 179
Internal Link Dist (ft) 275 72
Turn Bay Length (ft)
Base Capacity (vph) 1769 2229
Starvation Cap Reductn 0 426
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.78 0.69
Intersection Summary
Queues
10: W. Orange Avenue/Camaritas Avenue & Westborough Blvd/Chestnut Ave #1 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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 0.64 0.68 0.31 0.40 0.28 0.27 0.28 0.57 0.57 0.52 Control Delay 68.7 7.8 57.6 11.8 7.9 71.0 39.0 80.9 80.6 15.4 Queue Delay 0.0 0.0 0.0 0.2 0.2 0.0 0.0 0.0 0.0 0.0
Total Delay 68.7 7.8 57.6 12.0 8.1 71.0 39.0 80.9 80.6 15.4 Queue Length 50th (ft) 82 160 36 163 81 28 14 91 94 0
Queue Length 95th (ft) m104 497 m51 242 m107 56 45 141 145 54 Internal Link Dist (ft) 1072 535 411 745
Turn Bay Length (ft) 140 160 190 130 120
Base Capacity (vph) 183 2206 136 2246 1064 359 356 249 257 336 Starvation Cap Reductn 0 0 0 513 268 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 0.52 0.68 0.29 0.52 0.38 0.07 0.09 0.31 0.31 0.37 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
Queues
11: El Camino Real & Westborough Blvd/Chestnut Ave #1 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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 0.84 0.78 0.72 0.60 0.82 0.22 0.86 0.47 0.45 0.55 0.36 0.13 Control Delay 66.9 29.7 10.0 44.0 36.9 1.2 70.4 35.6 5.5 62.6 38.1 7.4 Queue Delay 0.0 0.0 0.8 0.5 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.9 29.7 10.8 44.5 37.9 1.2 70.4 35.6 5.5 62.6 38.1 7.4 Queue Length 50th (ft) 220 234 100 137 316 1 185 196 1 78 134 0 Queue Length 95th (ft) #317 291 262 196 110 1 #270 270 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) 313 1124 748 571 1097 579 532 1207 775 338 1481 526 Starvation Cap Reductn 0 0 83 54 150 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 0.79 0.62 0.72 0.64 0.78 0.19 0.83 0.47 0.45 0.55 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 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 22 1209 83 1029 176 39
v/c Ratio 0.12 0.64 0.32 0.33 0.75 0.11
Control Delay 46.1 6.8 54.4 7.0 67.7 0.6
Queue Delay 0.0 0.3 0.0 0.0 0.0 0.0
Total Delay 46.1 7.1 54.4 7.0 67.7 0.6
Queue Length 50th (ft) 18 67 71 87 137 0
Queue Length 95th (ft) m30 110 128 265 205 0
Internal Link Dist (ft) 225 471 499 255
Turn Bay Length (ft) 140 165
Base Capacity (vph) 245 1886 295 3162 363 489
Starvation Cap Reductn 0 212 0 0 0 0
Spillback Cap Reductn 0 0 0 197 0 4
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.09 0.72 0.28 0.35 0.48 0.08
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
Queues
16: Westborough Blvd #1 & I-280 SB Off-Ramp (WB) 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group SBR SWT
Lane Group Flow (vph) 207 1248
v/c Ratio 0.26 0.56
Control Delay 19.7 2.2
Queue Delay 0.0 0.0
Total Delay 19.7 2.2
Queue Length 50th (ft) 97 4
Queue Length 95th (ft) 151 16
Internal Link Dist (ft) 106
Turn Bay Length (ft)
Base Capacity (vph) 805 2229
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.26 0.56
Intersection Summary
Queues
18: I-280 NB Off-Ramp (WB) & Westborough Blvd #1 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group WBT NBL
Lane Group Flow (vph) 795 505
v/c Ratio 0.36 0.57
Control Delay 1.3 25.9
Queue Delay 0.2 0.0
Total Delay 1.5 25.9
Queue Length 50th (ft) 5 290
Queue Length 95th (ft) 3 401
Internal Link Dist (ft) 35 90
Turn Bay Length (ft)
Base Capacity (vph) 2229 885
Starvation Cap Reductn 630 0
Spillback Cap Reductn 88 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.50 0.57
Intersection Summary
Queues
29: Westborough Blvd #1 & I-280 SB Off-Ramp (EB) 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBT SEL
Lane Group Flow (vph) 1380 434
v/c Ratio 0.78 0.56
Control Delay 2.9 30.6
Queue Delay 0.4 0.0
Total Delay 3.2 30.6
Queue Length 50th (ft) 6 268
Queue Length 95th (ft) 16 374
Internal Link Dist (ft) 97 281
Turn Bay Length (ft)
Base Capacity (vph) 1769 776
Starvation Cap Reductn 0 0
Spillback Cap Reductn 86 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.82 0.56
Intersection Summary
Queues
31: Westborough Blvd #1 11/08/2024
Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBT SWT
Lane Group Flow (vph) 1425 795
v/c Ratio 0.81 0.36
Control Delay 16.1 20.9
Queue Delay 3.3 0.0
Total Delay 19.4 20.9
Queue Length 50th (ft) 191 128
Queue Length 95th (ft) 281 169
Internal Link Dist (ft) 78 1
Turn Bay Length (ft)
Base Capacity (vph) 1769 2229
Starvation Cap Reductn 249 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.94 0.36
Intersection Summary
Queues
32: I-280 NB Off-Ramp (EB) & Westborough Blvd #1 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBT NBR
Lane Group Flow (vph) 1425 200
v/c Ratio 0.81 0.28
Control Delay 3.2 24.8
Queue Delay 0.4 0.0
Total Delay 3.6 24.8
Queue Length 50th (ft) 7 106
Queue Length 95th (ft) 17 165
Internal Link Dist (ft) 1
Turn Bay Length (ft)
Base Capacity (vph) 1769 706
Starvation Cap Reductn 0 0
Spillback Cap Reductn 75 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.84 0.28
Intersection Summary
Queues
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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 0.73 0.57 0.39 0.79 0.58 0.52 0.82 0.57 0.88
Control Delay 71.7 33.3 7.8 56.6 19.1 54.4 57.7 53.7 59.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 71.7 33.3 7.8 56.6 19.1 54.4 57.7 53.7 59.6 Queue Length 50th (ft) 147 246 59 115 261 111 208 159 288 Queue Length 95th (ft) #251 330 113 m#179 344 157 260 249 354 Internal Link Dist (ft) 499 256 697 681
Turn Bay Length (ft) 220 100 250 330 270
Base Capacity (vph) 245 1228 821 232 1218 541 896 364 892 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 0.58 0.51 0.59 0.57 0.79 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 11/08/2024 Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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 0.76 0.57 0.52 0.62 0.81 0.87
Control Delay 76.5 34.8 7.1 88.6 16.9 54.6 43.7 76.0 57.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 76.5 34.8 7.1 88.6 16.9 54.6 43.7 76.0 57.4 Queue Length 50th (ft) 147 246 49 117 188 111 193 172 287 Queue Length 95th (ft) 223 348 106 m179 284 157 253 252 345 Internal Link Dist (ft) 499 256 697 681
Turn Bay Length (ft) 220 100 250 330 270
Base Capacity (vph) 286 1200 824 259 1232 541 869 326 944 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 0.63 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
11/08/2024
Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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 23.8 63.7 0.33 18.8 C
Galway Dr III 33 33.7 10.2 43.9 0.28 23.0 C
Gellert Blvd III 35 31.4 37.3 68.7 0.26 13.7 E
I-280 SB Off-Ramp (E III 35 4.9 2.9 7.8 0.03 15.5 D
Westborough Blvd #1 III 30 10.9 16.1 27.0 0.07 9.4 F
Junipero Serra Blvd III 32 11.6 15.7 27.3 0.07 9.8 F
W. Orange Avenue III 33 97.9 7.8 105.7 0.89 30.2 A
El Camino Real III 30 16.4 29.7 46.1 0.12 9.1 F
Antoinette Lane III 30 9.0 6.8 15.8 0.06 13.2 E
Total III 255.7 150.3 406.0 2.12 18.8 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 36.9 45.9 0.06 4.5 F
Camaritas Avenue III 30 16.4 11.8 28.2 0.12 14.9 D
Junipero Serra Blvd III 33 95.7 16.6 112.3 0.89 28.5 B
Westborough Blvd #1 III 30 2.1 20.9 23.0 0.01 2.1 F
I-280 SB Off-Ramp (W III 30 5.5 2.2 7.7 0.04 16.5 D
Gellert Blvd III 35 22.6 23.9 46.5 0.19 14.6 D
Galway Dr III 35 31.4 4.3 35.7 0.26 26.4 B
Callan Blvd III 32 35.6 13.0 48.6 0.28 20.8 C
Skyline Blvd III 34 39.9 19.1 59.0 0.33 20.3 C
Total III 258.2 148.7 406.9 2.17 19.2 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 III 32 63.2 46.0 109.2 0.57 18.8 C
Arroyo Dr III 36 27.1 9.0 36.1 0.23 22.6 C
King Dr III 50 37.3 22.8 60.1 0.45 27.3 B
Clay Ave III 30 68.5 0.8 69.3 0.57 29.6 B
Hickey Blvd III 35 30.1 59.6 89.7 0.25 10.1 E
Total III 226.2 138.2 364.4 2.07 20.5 C
Arterial Level of Service
11/08/2024
Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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
Westborough Blvd #1 II 39 24.9 68.5 93.4 0.23 8.7 F
Avalon Dr II 47 43.2 29.5 72.7 0.57 28.2 B
Total II 202.2 128.8 331.0 2.07 22.5 C
Arterial Level of Service
11/08/2024
Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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 23.8 63.7 0.33 18.8 C
Galway Dr III 33 33.7 10.2 43.9 0.28 23.0 C
Gellert Blvd III 35 31.4 37.3 68.7 0.26 13.7 E
Westborough Blvd #1 III 35 22.6 26.9 49.5 0.19 13.7 E
Junipero Serra Blvd III 32 11.6 15.7 27.3 0.07 9.8 F
W. Orange Avenue III 33 97.9 7.8 105.7 0.89 30.2 A
El Camino Real III 30 16.4 29.7 46.1 0.12 9.1 F
Antoinette Lane III 30 9.0 6.8 15.8 0.06 13.2 E
Total III 262.5 158.2 420.7 2.20 18.8 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 36.9 45.9 0.06 4.5 F
Camaritas Avenue III 30 16.4 11.8 28.2 0.12 14.9 D
Junipero Serra Blvd III 33 95.7 16.6 112.3 0.89 28.5 B
Westborough Blvd #1 III 30 2.1 20.9 23.0 0.01 2.1 F
I-280 NB Off-Ramp (W III 30 3.4 1.3 4.7 0.02 16.7 D
Westborough Blvd #1 III 30 11.1 19.7 30.8 0.07 8.4 F
Gellert Blvd III 35 22.6 23.9 46.5 0.19 14.6 D
Galway Dr III 35 31.4 4.3 35.7 0.26 26.4 B
Callan Blvd III 32 35.6 13.0 48.6 0.28 20.8 C
Skyline Blvd III 34 39.9 19.1 59.0 0.33 20.3 C
Total III 267.2 167.5 434.7 2.23 18.5 C
Arterial Level of Service
11/08/2024
Alt A AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt A Synchro 11 Report
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 23.8 63.7 0.33 18.8 C
Galway Dr III 33 33.7 10.2 43.9 0.28 23.0 C
Gellert Blvd III 35 31.4 37.3 68.7 0.26 13.7 E
Westborough Blvd #1 III 35 22.6 26.9 49.5 0.19 13.7 E
I-280 NB Off-Ramp (E III 30 2.4 3.2 5.6 0.02 9.9 F
Junipero Serra Blvd III 32 11.6 15.7 27.3 0.07 9.8 F
W. Orange Avenue III 33 97.9 7.8 105.7 0.89 30.2 A
El Camino Real III 30 16.4 29.7 46.1 0.12 9.1 F
Antoinette Lane III 30 9.0 6.8 15.8 0.06 13.2 E
Total III 264.9 161.4 426.3 2.22 18.7 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 36.9 45.9 0.06 4.5 F
Camaritas Avenue III 30 16.4 11.8 28.2 0.12 14.9 D
Junipero Serra Blvd III 33 95.7 16.6 112.3 0.89 28.5 B
I-280 NB Off-Ramp (W III 30 3.4 1.3 4.7 0.02 16.7 D
Westborough Blvd #1 III 30 11.1 19.7 30.8 0.07 8.4 F
Gellert Blvd III 35 22.6 23.9 46.5 0.19 14.6 D
Galway Dr III 35 31.4 4.3 35.7 0.26 26.4 B
Callan Blvd III 32 35.6 13.0 48.6 0.28 20.8 C
Skyline Blvd III 34 39.9 19.1 59.0 0.33 20.3 C
Total III 265.1 146.6 411.7 2.22 19.4 C
Westborough Boulevard Travel Time Calculation
Eastbound
Running Signal Delay Travel Time Running Signal Delay Travel Time Oakmont Dr 39.9 23.8 63.7 39.9 12.4 52.3
Galway Dr 33.7 10.2 43.9 33.7 14.4 48.1
Gellert Blvd 31.4 37.3 68.7 31.4 12.5 43.9
Crossover Node 9 22.6 26.9 49.5 22.6 17.7 40.3
I-280 SB Off-Ramp (EB) 4.9 2.9 7.8 5.2 1.4 6.6
Crossover Node 31 10.9 16.1 27 10.2 19.2 29.4
I-280 NB Off-Ramp (EB) 2.4 3.2 5.6 2.2 1.6 3.8
Junipero Serra Blvd 11.6 15.7 27.3 10.8 17.4 28.2
W. Orange Ave 97.9 7.8 105.7 97.9 1.1 99
El Camino Real 16.4 29.7 46.1 16.4 31.2 47.6
Antoinette Ln 9 6.8 15.8 9 10.3 19.3
Total 280.7 180.4 461.1 279.3 139.2 418.5
Westbound
Running Signal Delay Travel Time Running Signal Delay Travel Time El Camino Real 9 36.9 45.9 9 43.8 52.8
Camaritas Ave 16.4 11.8 28.2 16.4 15.2 31.6
Junipero Serra Blvd 95.7 16.6 112.3 95.7 13.1 108.8
Crossover Node 31 2.1 20.9 23 2.1 27.7 29.8
I-280 NB Off-Ramp (WB) 3.4 1.3 4.7 3.4 1.4 4.8
Crossover Node 9 11.1 19.7 30.8 11.1 33.5 44.6
I-280 SB Off-Ramp (WB) 5.5 2.2 7.7 5.5 1.6 7.1
Gellert Blvd 22.6 23.9 46.5 22.6 15.6 38.2
Galway Dr 31.4 4.3 35.7 31.4 2 33.4
Oakmont Dr 35.6 13 48.6 35.6 12.9 48.5
Skyline Blvd 39.9 19.1 59 39.9 16.9 56.8
Total 272.7 169.7 442.4 272.7 183.7 456.4
AM PM
AM PM
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024
ALTERNATIVE A - PM
HCM Signalized Intersection Capacity Analysis
1: Junipero Serra Blvd #2/Junipero Serra Blvd & Hickey Blvd 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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 1562 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 1562 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 0 401 0 0 0 87 0 0
Lane Group Flow (vph) 269 798 0 146 565 262 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) 42.6 42.6 28.7 28.7 28.7 14.2 11.0 11.0 26.2 23.0 Effective Green, g (s) 42.6 42.6 28.7 28.7 28.7 14.2 11.0 11.0 26.2 23.0 Actuated g/C Ratio 0.33 0.33 0.22 0.22 0.22 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) 1124 1144 757 781 344 193 299 133 356 626 v/s Ratio Prot 0.08 c0.23 0.04 0.16 c0.07 0.06 c0.18 0.11 v/s Ratio Perm c0.17 0.01
v/c Ratio 0.24 0.70 0.19 0.72 0.76 0.68 0.72 0.06 0.90 0.61 Uniform Delay, d1 31.9 38.1 41.2 47.0 47.4 55.7 58.0 54.7 50.6 49.3 Progression Factor 0.45 0.54 0.85 0.86 0.50 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 3.3 0.0 2.6 8.0 7.7 6.6 0.1 23.3 1.1 Delay (s) 14.9 24.0 35.1 43.0 31.9 63.5 64.6 54.8 73.9 50.5 Level of Service B C D D C E E D E D
Approach Delay (s) 21.7 36.8 62.2 56.8
Approach LOS C D E E
Intersection Summary
HCM 2000 Control Delay 40.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78
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 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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) 23.0
Effective Green, g (s) 23.0
Actuated g/C Ratio 0.18
Clearance Time (s) 6.2
Vehicle Extension (s) 2.0
Lane Grp Cap (vph) 280
v/s Ratio Prot
v/s Ratio Perm 0.03
v/c Ratio 0.17
Uniform Delay, d1 45.4
Progression Factor 1.00
Incremental Delay, d2 0.1
Delay (s) 45.5
Level of Service D
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis
2: Junipero Serra Blvd #2 & King Dr 11/08/2024
Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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 & Arroyo Dr 11/08/2024
Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 166 941 215 167 608 293 87 540 7 146 292 195 Future Volume (vph) 166 941 215 167 608 293 87 540 7 146 292 195 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.0 4.0 5.3 5.7 5.7 5.2 5.2 5.2 Lane Util. Factor 1.00 0.95 1.00 0.95 0.97 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.95 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3433 1770 3367 3433 3532 1770 3539 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3433 1770 3367 3433 3532 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) 175 991 226 176 640 308 92 568 7 154 307 205 RTOR Reduction (vph) 0 15 0 0 41 0 0 1 0 0 0 180
Lane Group Flow (vph) 175 1202 0 176 907 0 92 574 0 154 307 25 Confl. Bikes (#/hr) 1 1
Turn Type Prot NA Prot NA Split NA Split NA Perm
Protected Phases 5 2 9 1 6 9 7 7 8 8
Permitted Phases 8
Actuated Green, G (s) 15.1 57.6 14.0 53.2 22.8 22.8 15.7 15.7 15.7 Effective Green, g (s) 15.1 53.6 14.0 53.2 22.8 22.8 15.7 15.7 15.7 Actuated g/C Ratio 0.12 0.41 0.11 0.41 0.18 0.18 0.12 0.12 0.12 Clearance Time (s) 3.0 4.0 5.7 5.7 5.2 5.2 5.2
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 205 1415 190 1377 602 619 213 427 191 v/s Ratio Prot 0.10 c0.35 c0.10 0.27 0.03 c0.16 c0.09 0.09 v/s Ratio Perm 0.02
v/c Ratio 0.85 0.85 0.93 0.66 0.15 0.93 0.72 0.72 0.13
Uniform Delay, d1 56.4 34.5 57.5 31.1 45.4 52.8 55.1 55.0 51.0 Progression Factor 0.63 0.44 0.80 0.54 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 23.0 4.0 41.8 0.8 0.0 19.8 9.8 4.8 0.1 Delay (s) 58.3 19.1 87.8 17.4 45.5 72.6 64.9 59.8 51.2
Level of Service E B F B D E E E D
Approach Delay (s) 24.0 28.5 68.9 58.3
Approach LOS C C E E
Intersection Summary
HCM 2000 Control Delay 39.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.86
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 23.9 Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
5: Junipero Serra Blvd/Junipero Serra Blvd #2 & Avalon Dr 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 65 25 0 0 126 172 180 397 135 233 0 441 Future Volume (vph) 65 25 0 0 126 172 180 397 135 233 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 0.96 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 3405 3433 1583 Flt Permitted 0.63 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1181 1863 1863 1583 1770 3405 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 0 133 181 189 418 142 245 0 464 RTOR Reduction (vph) 0 0 0 0 0 155 0 22 0 0 0 404
Lane Group Flow (vph) 68 26 0 0 133 26 189 538 0 245 0 60 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) 8.6 8.6 8.6 8.6 44.0 30.1 7.7 7.7 Effective Green, g (s) 8.6 8.6 8.6 8.6 44.0 30.1 7.7 7.7 Actuated g/C Ratio 0.14 0.14 0.14 0.14 0.74 0.50 0.13 0.13 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) 169 267 267 227 1302 1713 442 203
v/s Ratio Prot 0.01 c0.07 0.11 c0.16 c0.07
v/s Ratio Perm 0.06 0.02 0.04
v/c Ratio 0.40 0.10 0.50 0.11 0.15 0.31 0.55 0.29
Uniform Delay, d1 23.3 22.2 23.6 22.3 2.3 8.8 24.4 23.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.1 0.5 0.1 0.0 0.0 0.9 0.3
Delay (s) 23.8 22.3 24.1 22.4 2.4 8.8 25.3 23.9
Level of Service C C C C A A C C
Approach Delay (s) 23.4 23.1 7.2 24.4
Approach LOS C C A C
Intersection Summary
HCM 2000 Control Delay 17.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.39
Actuated Cycle Length (s) 59.8 Sum of lost time (s) 13.4 Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
6: Oakmont Dr/Callan Blvd & Westborough Blvd #1 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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 31 0 0 0 52 0 0 135
Lane Group Flow (vph) 143 438 0 85 1142 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) 10.5 58.3 10.8 58.6 16.3 16.3 25.3 25.3 25.3 Effective Green, g (s) 10.5 58.3 10.8 58.6 16.3 16.3 25.3 25.3 25.3 Actuated g/C Ratio 0.08 0.45 0.08 0.45 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) 142 1562 147 1511 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 1.01 0.28 0.58 0.76 0.73 0.04 0.82 0.26 0.11
Uniform Delay, d1 59.8 22.6 57.4 29.7 54.7 50.0 50.2 44.4 43.1 Progression Factor 0.64 0.48 1.03 0.27 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 65.2 0.3 2.8 2.9 9.4 0.0 13.4 0.1 0.1 Delay (s) 103.6 11.2 62.1 10.9 64.1 50.0 63.6 44.6 43.1 Level of Service F B E B E D E D D
Approach Delay (s) 33.8 14.4 60.4 54.0
Approach LOS C B E D
Intersection Summary
HCM 2000 Control Delay 30.9 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 11/08/2024
Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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) 7.0 81.0 14.3 88.3 19.9 19.9 20.1 Effective Green, g (s) 7.0 81.0 14.3 88.3 19.9 19.9 20.1 Actuated g/C Ratio 0.05 0.62 0.11 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) 95 2204 194 2343 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 0.43 0.32 0.43 0.60 0.07 0.03 0.78
Uniform Delay, d1 59.6 11.5 54.1 11.3 47.1 46.8 52.9
Progression Factor 0.95 1.17 0.56 0.10 1.00 1.00 1.00
Incremental Delay, d2 1.1 0.4 0.4 0.8 0.0 0.0 15.5
Delay (s) 57.6 13.9 30.6 1.9 47.1 46.8 68.3
Level of Service E B C A D D E
Approach Delay (s) 16.3 3.5 46.9 68.3
Approach LOS B A D E
Intersection Summary
HCM 2000 Control Delay 13.1 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 11/08/2024
Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 126 612 87 168 1239 438 45 55 185 514 52 140 Future Volume (vph) 126 612 87 168 1239 438 45 55 185 514 52 140 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 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 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 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 Frt 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 1.00 Satd. Flow (prot) 1770 3467 1770 3539 1529 1770 1863 1583 1610 3255 1562 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 1.00 Satd. Flow (perm) 1770 3467 1770 3539 1529 1770 1863 1583 1610 3255 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) 133 644 92 177 1304 461 47 58 195 541 55 147 RTOR Reduction (vph) 0 6 0 0 0 203 0 0 166 0 0 118
Lane Group Flow (vph) 133 730 0 177 1304 258 47 58 29 270 326 29 Confl. Peds. (#/hr) 8 1
Confl. Bikes (#/hr) 1
Turn Type Prot NA Prot NA Perm Split NA Perm Split NA Perm Protected Phases 1 6 5 2 7 7 8 8
Permitted Phases 2 7 8
Actuated Green, G (s) 9.5 61.0 13.5 65.0 65.0 9.8 9.8 9.8 25.9 25.9 25.9 Effective Green, g (s) 9.5 61.0 13.5 65.0 65.0 9.8 9.8 9.8 25.9 25.9 25.9 Actuated g/C Ratio 0.07 0.47 0.10 0.50 0.50 0.08 0.08 0.08 0.20 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 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 2.0 Lane Grp Cap (vph) 129 1626 183 1769 764 133 140 119 320 648 311 v/s Ratio Prot 0.08 0.21 c0.10 c0.37 0.03 c0.03 c0.17 0.10 v/s Ratio Perm 0.17 0.02 0.02
v/c Ratio 1.03 0.45 0.97 0.74 0.34 0.35 0.41 0.24 0.84 0.50 0.09 Uniform Delay, d1 60.2 23.2 58.0 25.7 19.6 57.1 57.4 56.6 50.1 46.3 42.5 Progression Factor 0.86 0.47 0.78 0.47 0.08 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 86.2 0.9 48.4 2.2 0.9 0.6 0.7 0.4 17.3 0.2 0.0 Delay (s) 137.7 11.9 93.5 14.3 2.4 57.7 58.1 57.0 67.4 46.5 42.5 Level of Service F B F B A E E E E D D
Approach Delay (s) 31.1 18.7 57.3 53.3
Approach LOS C B E D
Intersection Summary
HCM 2000 Control Delay 31.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.78
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
9: Westborough Blvd #1 11/08/2024
Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR SEL SET SER NWL NWT NWR Lane Configurations
Traffic Volume (vph) 0 822 0 0 0 0 0 0 0 0 1261 0
Future Volume (vph) 0 822 0 0 0 0 0 0 0 0 1261 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.95 0.91
Frt 1.00 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 3539 5085
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3539 5085
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 865 0 0 0 0 0 0 0 0 1327 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0
Lane Group Flow (vph) 0 865 0 0 0 0 0 0 0 0 1327 0
Turn Type NA NA
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 70.0 52.0
Effective Green, g (s) 70.0 52.0
Actuated g/C Ratio 0.54 0.40
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1905 2034
v/s Ratio Prot c0.24 c0.26
v/s Ratio Perm
v/c Ratio 0.45 0.65
Uniform Delay, d1 18.3 31.7
Progression Factor 0.92 1.01
Incremental Delay, d2 0.7 1.2
Delay (s) 17.5 33.3
Level of Service B C
Approach Delay (s) 17.5 0.0 0.0 33.3
Approach LOS B A A C
Intersection Summary
HCM 2000 Control Delay 27.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
10: W. Orange Avenue/Camaritas Avenue & Westborough Blvd/Chestnut Ave #1 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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 0 116 0 25 0 0 0 155
Lane Group Flow (vph) 53 1096 0 45 906 297 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 9 1 6 9 4 4 3 3
Permitted Phases 6 9 3
Actuated Green, G (s) 7.5 78.6 8.4 76.5 76.5 8.1 8.1 15.3 15.3 15.3 Effective Green, g (s) 7.5 74.6 8.4 76.5 76.5 8.1 8.1 15.3 15.3 15.3 Actuated g/C Ratio 0.06 0.57 0.06 0.59 0.59 0.06 0.06 0.12 0.12 0.12 Clearance Time (s) 4.5 4.5 4.6 4.6 4.7 4.7 4.7
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 102 1934 114 2023 920 110 103 197 201 183 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 0.52 0.57 0.39 0.45 0.32 0.43 0.15 0.64 0.64 0.11 Uniform Delay, d1 59.5 17.5 58.4 14.9 13.6 58.7 57.7 54.8 54.7 51.3 Progression Factor 0.52 0.03 0.97 1.50 2.46 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.8 0.1 1.7 0.0 0.1 2.7 0.7 7.0 6.8 0.3 Delay (s) 33.9 0.7 58.5 22.5 33.5 61.4 58.4 61.8 61.6 51.6 Level of Service C A E C C E E E E D
Approach Delay (s) 2.2 27.0 60.0 57.6
Approach LOS A C E E
Intersection Summary
HCM 2000 Control Delay 22.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.57
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 23.6 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 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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 0 246 0 0 108 0 0 0 198 0
Lane Group Flow (vph) 0 237 548 214 324 608 43 0 581 631 157 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) 18.5 31.0 31.0 14.9 28.4 28.4 27.1 50.7 50.7 Effective Green, g (s) 18.5 31.0 31.0 14.9 28.4 28.4 27.1 50.7 50.7 Actuated g/C Ratio 0.14 0.24 0.24 0.11 0.22 0.22 0.21 0.39 0.39 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) 251 843 369 393 773 341 715 1328 606 v/s Ratio Prot c0.13 c0.15 0.09 c0.17 c0.17 0.19
v/s Ratio Perm 0.14 0.03 0.10
v/c Ratio 0.94 0.65 0.58 0.82 0.79 0.13 0.81 0.48 0.26
Uniform Delay, d1 55.2 44.6 43.7 56.3 47.9 40.8 49.0 29.7 26.9 Progression Factor 1.01 0.63 0.63 0.81 0.76 0.83 0.73 0.45 0.17 Incremental Delay, d2 38.2 1.4 1.7 12.3 5.0 0.1 5.8 1.0 0.9 Delay (s) 94.2 29.5 29.4 57.6 41.3 34.1 41.6 14.3 5.4
Level of Service F C C E D C D B A
Approach Delay (s) 41.8 45.2 22.4
Approach LOS D D C
Intersection Summary
HCM 2000 Control Delay 35.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73
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 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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) 15.8 39.4 39.4
Effective Green, g (s) 15.8 39.4 39.4
Actuated g/C Ratio 0.12 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) 417 1482 473
v/s Ratio Prot 0.07 c0.17
v/s Ratio Perm 0.03
v/c Ratio 0.59 0.57 0.11
Uniform Delay, d1 54.1 38.1 32.7
Progression Factor 0.92 0.89 0.56
Incremental Delay, d2 1.7 1.6 0.5
Delay (s) 51.5 35.6 18.9
Level of Service D D B
Approach Delay (s) 36.4
Approach LOS D
Intersection Summary
HCM Signalized Intersection Capacity Analysis
12: Antoinette Lane & Westborough Blvd/Chestnut Ave #1/Westborough Blvd/Chestnut Ave 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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 1057 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 82 0 0 82 0
Lane Group Flow (vph) 16 1112 0 115 871 0 0 89 0 0 47 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) 3.4 84.1 13.1 94.2 17.3 17.3
Effective Green, g (s) 3.4 84.1 13.1 94.2 17.3 17.3
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) 46 2151 178 3574 140 194
v/s Ratio Prot 0.01 c0.33 c0.06 0.18
v/s Ratio Perm c0.08 0.03
v/c Ratio 0.35 0.52 0.65 0.24 0.63 0.24
Uniform Delay, d1 62.2 12.2 56.2 6.0 53.3 50.5
Progression Factor 0.96 0.72 1.07 0.38 1.00 1.00
Incremental Delay, d2 4.0 0.8 5.5 0.2 9.4 0.8
Delay (s) 63.7 9.6 65.7 2.5 62.8 51.2
Level of Service E A E A E D
Approach Delay (s) 10.3 9.8 62.8 51.2
Approach LOS B A E D
Intersection Summary
HCM 2000 Control Delay 16.0 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
16: Westborough Blvd #1 & I-280 SB Off-Ramp (WB) 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement SBL SBR NEL NET SWT SWR
Lane Configurations
Traffic Volume (vph) 0 539 0 0 1261 0
Future Volume (vph) 0 539 0 0 1261 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0
Lane Util. Factor 1.00 0.91
Frt 0.86 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 1611 5085
Flt Permitted 1.00 1.00
Satd. Flow (perm) 1611 5085
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 0 567 0 0 1327 0
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 0 567 0 0 1327 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 70.0 52.0
Effective Green, g (s) 70.0 52.0
Actuated g/C Ratio 0.54 0.40
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 867 2034
v/s Ratio Prot c0.35 c0.26
v/s Ratio Perm
v/c Ratio 0.65 0.65
Uniform Delay, d1 21.4 31.7
Progression Factor 1.00 0.01
Incremental Delay, d2 3.8 1.2
Delay (s) 25.2 1.6
Level of Service C A
Approach Delay (s) 25.2 0.0 1.6
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 8.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
18: I-280 NB Off-Ramp (WB) & Westborough Blvd #1 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 0 0 0 464 839 0
Future Volume (vph) 0 0 0 464 839 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.91 1.00
Frt 1.00 1.00
Flt Protected 1.00 0.95
Satd. Flow (prot) 5085 1770
Flt Permitted 1.00 0.95
Satd. Flow (perm) 5085 1770
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 0 0 0 488 883 0
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 0 0 0 488 883 0
Turn Type NA Prot
Protected Phases 2 1
Permitted Phases
Actuated Green, G (s) 52.0 70.0
Effective Green, g (s) 52.0 70.0
Actuated g/C Ratio 0.40 0.54
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 2034 953
v/s Ratio Prot c0.10 c0.50
v/s Ratio Perm
v/c Ratio 0.24 0.93
Uniform Delay, d1 25.9 27.6
Progression Factor 0.04 1.00
Incremental Delay, d2 0.3 16.0
Delay (s) 1.4 43.7
Level of Service A D
Approach Delay (s) 0.0 1.4 43.7
Approach LOS A A D
Intersection Summary
HCM 2000 Control Delay 28.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 114.3% ICU Level of Service H Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
29: Westborough Blvd #1 & I-280 SB Off-Ramp (EB) 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBL EBT WBT WBR SEL SER
Lane Configurations
Traffic Volume (vph) 0 822 0 0 553 0
Future Volume (vph) 0 822 0 0 553 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.95 1.00
Frt 1.00 1.00
Flt Protected 1.00 0.95
Satd. Flow (prot) 3539 1770
Flt Permitted 1.00 0.95
Satd. Flow (perm) 3539 1770
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 0 865 0 0 582 0
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 0 865 0 0 582 0
Turn Type NA Prot
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 70.0 52.0
Effective Green, g (s) 70.0 52.0
Actuated g/C Ratio 0.54 0.40
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1905 708
v/s Ratio Prot c0.24 c0.33
v/s Ratio Perm
v/c Ratio 0.45 0.82
Uniform Delay, d1 18.3 34.9
Progression Factor 0.04 1.00
Incremental Delay, d2 0.7 10.4
Delay (s) 1.4 45.3
Level of Service A D
Approach Delay (s) 1.4 0.0 45.3
Approach LOS A A D
Intersection Summary
HCM 2000 Control Delay 19.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 60.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
31: Westborough Blvd #1 11/08/2024
Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (vph) 0 1111 0 0 0 0 0 0 0 0 464 0
Future Volume (vph) 0 1111 0 0 0 0 0 0 0 0 464 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.95 0.91
Frt 1.00 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 3539 5085
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3539 5085
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 0 1169 0 0 0 0 0 0 0 0 488 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0
Lane Group Flow (vph) 0 1169 0 0 0 0 0 0 0 0 488 0
Turn Type NA NA
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 70.0 52.0
Effective Green, g (s) 70.0 52.0
Actuated g/C Ratio 0.54 0.40
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1905 2034
v/s Ratio Prot c0.33 c0.10
v/s Ratio Perm
v/c Ratio 0.61 0.24
Uniform Delay, d1 20.7 25.9
Progression Factor 0.86 1.06
Incremental Delay, d2 1.2 0.2
Delay (s) 19.0 27.6
Level of Service B C
Approach Delay (s) 19.0 0.0 0.0 27.6
Approach LOS B A A C
Intersection Summary
HCM 2000 Control Delay 21.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.45
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
32: I-280 NB Off-Ramp (EB) & Westborough Blvd #1 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1111 0 0 0 0 211
Future Volume (vph) 1111 0 0 0 0 211
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.95 1.00
Frt 1.00 0.86
Flt Protected 1.00 1.00
Satd. Flow (prot) 3539 1611
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3539 1611
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 1169 0 0 0 0 222
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 1169 0 0 0 0 222
Turn Type NA Prot
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 70.0 52.0
Effective Green, g (s) 70.0 52.0
Actuated g/C Ratio 0.54 0.40
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1905 644
v/s Ratio Prot c0.33 c0.14
v/s Ratio Perm
v/c Ratio 0.61 0.34
Uniform Delay, d1 20.7 27.1
Progression Factor 0.02 1.00
Incremental Delay, d2 1.2 1.5
Delay (s) 1.6 28.6
Level of Service A C
Approach Delay (s) 1.6 0.0 28.6
Approach LOS A A C
Intersection Summary
HCM 2000 Control Delay 5.9 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 50.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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) 0 115 57 0 60 0 0 12 0 0 17 0
Lane Group Flow (vph) 185 409 182 266 735 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 42.4 63.9 17.0 43.6 21.5 39.4 14.7 32.2 Effective Green, g (s) 15.8 42.4 63.9 17.0 43.6 21.5 39.4 14.7 32.2 Actuated g/C Ratio 0.12 0.33 0.49 0.13 0.34 0.17 0.30 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 1022 700 231 1116 567 1045 200 849 v/s Ratio Prot c0.10 0.13 0.04 c0.15 c0.22 c0.17 0.28 0.10 c0.23 v/s Ratio Perm 0.08
v/c Ratio 0.86 0.40 0.26 1.15 0.66 1.05 0.93 0.91 0.93
Uniform Delay, d1 56.0 34.0 19.3 56.5 36.9 54.2 43.9 57.0 47.8 Progression Factor 1.00 1.00 1.00 0.63 0.43 1.00 1.00 1.00 1.00 Incremental Delay, d2 27.0 1.2 0.1 98.5 2.3 53.0 13.2 37.5 16.3 Delay (s) 83.0 35.1 19.3 134.2 18.3 107.3 57.0 94.4 64.1 Level of Service F D B F B F E F E
Approach Delay (s) 40.5 47.3 76.1 69.6
Approach LOS D D E E
Intersection Summary
HCM 2000 Control Delay 60.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.91
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 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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 1427 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 1427 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) 0 113 50 0 58 0 0 12 0 0 18 0
Lane Group Flow (vph) 185 411 189 266 737 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 31.4 56.5 24.0 39.6 25.1 42.4 15.7 32.6 Effective Green, g (s) 15.8 31.4 56.5 24.0 39.6 25.1 42.4 15.7 32.6 Actuated g/C Ratio 0.12 0.24 0.43 0.18 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) 215 756 620 326 1014 662 1124 213 860 v/s Ratio Prot c0.10 0.13 0.06 c0.15 c0.22 c0.17 c0.28 0.10 0.23 v/s Ratio Perm 0.07
v/c Ratio 0.86 0.54 0.30 0.82 0.73 0.90 0.86 0.85 0.92
Uniform Delay, d1 56.0 43.0 23.9 50.9 40.4 51.3 41.0 56.0 47.4 Progression Factor 1.00 1.00 1.00 0.50 0.38 1.00 1.00 1.00 1.00 Incremental Delay, d2 27.0 2.8 0.1 9.6 3.1 15.4 6.7 24.9 14.1 Delay (s) 83.0 45.8 24.0 35.3 18.6 66.7 47.7 80.9 61.5
Level of Service F D C D B E D F E
Approach Delay (s) 47.6 22.8 54.9 65.1
Approach LOS D C D E
Intersection Summary
HCM 2000 Control Delay 48.1 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) 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 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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 0.24 0.70 0.19 0.72 0.89 0.69 0.72 0.31 0.90 0.61 0.54 Control Delay 15.8 25.2 34.6 45.2 19.9 73.7 72.0 2.5 78.2 54.0 9.6 Queue Delay 0.6 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.4 25.5 34.6 45.2 19.9 73.7 72.0 2.5 78.2 54.0 9.6 Queue Length 50th (ft) 87 314 35 213 60 109 94 0 258 153 0 Queue Length 95th (ft) 132 #427 52 243 #330 174 #144 0 #406 214 79 Internal Link Dist (ft) 115 884 703 513
Turn Bay Length (ft) 330 450 280 200 550 150
Base Capacity (vph) 1126 1151 905 933 791 242 299 311 390 636 504 Starvation Cap Reductn 533 55 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 0.45 0.73 0.16 0.61 0.84 0.55 0.72 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 & King Dr 11/08/2024
Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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 & Arroyo Dr 11/08/2024
Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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) 120
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 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 175 1217 176 948 92 575 154 307 205 v/c Ratio 0.85 0.79 0.93 0.68 0.15 0.93 0.72 0.72 0.55
Control Delay 65.8 17.4 93.5 13.1 45.9 75.0 74.0 64.7 12.6 Queue Delay 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.8 18.0 93.5 13.1 45.9 75.0 74.0 64.7 12.6 Queue Length 50th (ft) 128 123 156 204 34 252 127 133 0 Queue Length 95th (ft) #260 142 #283 254 59 #358 198 179 71 Internal Link Dist (ft) 110 574 498 637
Turn Bay Length (ft) 300 250 150 150
Base Capacity (vph) 217 1535 190 1386 615 633 255 511 404 Starvation Cap Reductn 0 82 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 0.81 0.84 0.93 0.68 0.15 0.91 0.60 0.60 0.51 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 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBL EBT WBT WBR NBL NBT SBL SBR
Lane Group Flow (vph) 68 26 133 181 189 560 245 464
v/c Ratio 0.40 0.10 0.50 0.47 0.15 0.32 0.56 0.76
Control Delay 31.6 24.0 31.1 9.2 2.8 9.2 29.6 12.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.6 24.0 31.1 9.2 2.8 9.2 29.6 12.2
Queue Length 50th (ft) 22 8 44 0 14 49 42 0
Queue Length 95th (ft) 60 28 98 48 33 103 76 75
Internal Link Dist (ft) 112 81 603
Turn Bay Length (ft) 1000 500
Base Capacity (vph) 751 1185 1185 1073 1732 1801 1288 883 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 0.09 0.02 0.11 0.17 0.11 0.31 0.19 0.53 Intersection Summary
Queues
6: Oakmont Dr/Callan Blvd & Westborough Blvd #1 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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 1.01 0.28 0.58 0.76 0.73 0.19 0.82 0.26 0.38
Control Delay 106.5 12.4 71.9 12.9 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 106.5 12.4 71.9 12.9 72.6 1.3 68.4 44.3 8.2 Queue Length 50th (ft) ~113 52 62 232 137 0 231 69 0
Queue Length 95th (ft) m#201 m114 m106 #647 204 0 306 110 56 Internal Link Dist (ft) 633 516 713 608
Turn Bay Length (ft) 145 125 80 125 125
Base Capacity (vph) 142 1566 166 1542 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 1.01 0.28 0.51 0.76 0.40 0.13 0.69 0.22 0.34 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
7: Galway Dr & Westborough Blvd #1 11/08/2024
Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBL EBT WBL WBT NBT NBR SBT
Lane Group Flow (vph) 41 703 84 1414 18 45 180
v/c Ratio 0.35 0.32 0.46 0.60 0.07 0.14 0.79
Control Delay 62.6 14.4 37.0 2.0 44.0 0.9 72.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 62.6 14.4 37.0 2.0 44.0 0.9 72.1
Queue Length 50th (ft) 35 143 66 15 13 0 138
Queue Length 95th (ft) m51 299 m95 40 34 0 207
Internal Link Dist (ft) 805 1301 226 482
Turn Bay Length (ft) 130 125 40
Base Capacity (vph) 121 2226 183 2372 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 0.34 0.32 0.46 0.60 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 11/08/2024
Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 133 736 177 1304 461 47 58 195 270 326 147 v/c Ratio 1.03 0.45 0.97 0.74 0.48 0.36 0.42 0.68 0.84 0.50 0.34 Control Delay 137.3 12.5 97.2 15.6 1.6 63.7 65.7 22.9 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 137.3 12.5 97.2 15.6 1.6 63.7 65.7 22.9 72.0 48.2 8.3 Queue Length 50th (ft) ~123 107 158 185 0 39 48 12 240 134 0 Queue Length 95th (ft) #259 97 #306 286 0 76 91 87 337 175 54 Internal Link Dist (ft) 1301 560 233 336
Turn Bay Length (ft) 145 280 370 90 155 155
Base Capacity (vph) 129 1631 183 1768 967 441 464 529 401 811 499 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 1.03 0.45 0.97 0.74 0.48 0.11 0.13 0.37 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 11/08/2024
Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBT NWT
Lane Group Flow (vph) 865 1327
v/c Ratio 0.45 0.65
Control Delay 17.7 33.5
Queue Delay 0.0 4.2
Total Delay 17.7 37.8
Queue Length 50th (ft) 214 415
Queue Length 95th (ft) 273 m457
Internal Link Dist (ft) 275 72
Turn Bay Length (ft)
Base Capacity (vph) 1905 2034
Starvation Cap Reductn 0 615
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.45 0.94
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 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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 0.42 0.53 0.32 0.44 0.39 0.35 0.27 0.64 0.64 0.52 Control Delay 36.9 1.1 60.1 15.2 8.8 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 36.9 1.1 60.1 15.2 8.8 64.1 32.2 68.8 68.6 12.6 Queue Length 50th (ft) 44 3 30 194 112 39 11 109 110 0
Queue Length 95th (ft) m53 52 m51 m290 m175 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) 129 2088 142 2076 1056 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 0.41 0.53 0.32 0.44 0.39 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 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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 0.94 0.65 0.75 0.82 0.79 0.34 0.81 0.48 0.44 0.59 0.57 0.30 Control Delay 96.4 31.2 15.5 62.6 43.8 8.5 44.3 14.9 2.3 56.2 36.9 4.4 Queue Delay 0.0 0.1 0.5 0.0 0.6 0.2 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 96.4 31.3 15.9 62.6 44.4 8.7 44.3 14.9 2.3 56.2 36.9 4.4 Queue Length 50th (ft) 181 211 140 112 260 39 201 142 15 104 190 0 Queue Length 95th (ft) #355 215 205 #159 313 95 258 109 1 150 293 27 Internal Link Dist (ft) 535 225 2015 643
Turn Bay Length (ft) 250 230 110 290 415 255
Base Capacity (vph) 255 1151 721 417 1097 579 715 1328 804 417 1483 597 Starvation Cap Reductn 0 0 53 0 199 103 0 0 0 0 0 0
Spillback Cap Reductn 0 88 0 0 0 0 0 0 8 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.93 0.52 0.69 0.78 0.68 0.32 0.81 0.48 0.45 0.59 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 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 16 1118 115 872 171 129
v/c Ratio 0.14 0.52 0.65 0.24 0.77 0.47
Control Delay 58.0 10.3 75.3 2.5 46.4 21.5
Queue Delay 0.0 0.5 0.0 0.0 0.1 0.0
Total Delay 58.0 10.8 75.3 2.5 46.5 21.6
Queue Length 50th (ft) 14 146 81 14 64 27
Queue Length 95th (ft) m27 473 119 60 141 83
Internal Link Dist (ft) 225 471 499 255
Turn Bay Length (ft) 140 165
Base Capacity (vph) 115 2157 239 3679 370 486
Starvation Cap Reductn 0 562 0 0 0 0
Spillback Cap Reductn 0 0 0 351 6 6
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.14 0.70 0.48 0.26 0.47 0.27
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
Queues
16: Westborough Blvd #1 & I-280 SB Off-Ramp (WB) 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group SBR SWT
Lane Group Flow (vph) 567 1327
v/c Ratio 0.65 0.65
Control Delay 25.9 1.6
Queue Delay 0.0 0.0
Total Delay 25.9 1.6
Queue Length 50th (ft) 328 1
Queue Length 95th (ft) 460 1
Internal Link Dist (ft) 106
Turn Bay Length (ft)
Base Capacity (vph) 867 2034
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.65 0.65
Intersection Summary
Queues
18: I-280 NB Off-Ramp (WB) & Westborough Blvd #1 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group WBT NBL
Lane Group Flow (vph) 488 883
v/c Ratio 0.24 0.93
Control Delay 1.4 44.5
Queue Delay 0.4 3.4
Total Delay 1.8 47.9
Queue Length 50th (ft) 0 661
Queue Length 95th (ft) 4 #962
Internal Link Dist (ft) 35 90
Turn Bay Length (ft)
Base Capacity (vph) 2034 953
Starvation Cap Reductn 1024 0
Spillback Cap Reductn 469 34
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.48 0.96
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Queues
29: Westborough Blvd #1 & I-280 SB Off-Ramp (EB) 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBT SEL
Lane Group Flow (vph) 865 582
v/c Ratio 0.45 0.82
Control Delay 1.4 46.1
Queue Delay 0.1 0.1
Total Delay 1.6 46.2
Queue Length 50th (ft) 1 434
Queue Length 95th (ft) 14 #601
Internal Link Dist (ft) 97 281
Turn Bay Length (ft)
Base Capacity (vph) 1905 708
Starvation Cap Reductn 160 0
Spillback Cap Reductn 244 2
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.52 0.82
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Queues
31: Westborough Blvd #1 11/08/2024
Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBT SWT
Lane Group Flow (vph) 1169 488
v/c Ratio 0.61 0.24
Control Delay 19.2 27.7
Queue Delay 0.6 0.0
Total Delay 19.8 27.7
Queue Length 50th (ft) 292 124
Queue Length 95th (ft) 467 135
Internal Link Dist (ft) 78 1
Turn Bay Length (ft)
Base Capacity (vph) 1905 2034
Starvation Cap Reductn 353 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.75 0.24
Intersection Summary
Queues
32: I-280 NB Off-Ramp (EB) & Westborough Blvd #1 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
Lane Group EBT NBR
Lane Group Flow (vph) 1169 222
v/c Ratio 0.61 0.34
Control Delay 1.6 29.1
Queue Delay 0.1 0.0
Total Delay 1.7 29.1
Queue Length 50th (ft) 6 129
Queue Length 95th (ft) 5 197
Internal Link Dist (ft) 1
Turn Bay Length (ft)
Base Capacity (vph) 1905 644
Starvation Cap Reductn 0 0
Spillback Cap Reductn 65 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.64 0.34
Intersection Summary
Queues
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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 0.46 0.31 1.15 0.68 1.05 0.93 0.91 0.93
Control Delay 89.7 24.5 6.6 133.4 16.9 104.6 58.1 99.9 64.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 89.7 24.5 6.6 133.4 16.9 104.6 58.1 99.9 64.2 Queue Length 50th (ft) 153 129 38 ~267 176 ~283 406 154 339 Queue Length 95th (ft) #275 186 74 m#407 130 #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 1137 768 231 1175 567 1101 200 893 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 0.46 0.31 1.15 0.68 1.05 0.89 0.91 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 11/08/2024 Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report
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 0.60 0.35 0.82 0.74 0.90 0.86 0.85 0.92
Control Delay 89.7 34.9 9.2 41.1 17.7 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 34.9 9.2 41.1 17.7 68.9 49.0 87.8 62.1 Queue Length 50th (ft) 153 159 48 191 215 252 391 150 335 Queue Length 95th (ft) #275 226 86 m#242 221 #342 479 #265 #441 Internal Link Dist (ft) 499 256 697 681
Turn Bay Length (ft) 220 100 250 330 270
Base Capacity (vph) 231 869 695 326 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 0.60 0.34 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
11/08/2024
Alt A PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report