South San Francisco City Council
May 28, 2025

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 12.4 52.3 0.33 22.9 C
Galway Dr III 33 33.7 14.4 48.1 0.28 21.0 C
Gellert Blvd III 35 31.4 12.5 43.9 0.26 21.4 C
I-280 SB Off-Ramp (E III 30 5.2 1.4 6.6 0.03 18.3 C
Westborough Blvd #1 III 35 10.2 19.2 29.4 0.07 8.6 F
Junipero Serra Blvd III 35 10.8 17.4 28.2 0.07 9.5 F
W. Orange Avenue III 33 97.9 1.1 99.0 0.89 32.3 A
El Camino Real III 30 16.4 31.2 47.6 0.12 8.8 F
Antoinette Lane III 30 9.0 10.3 19.3 0.06 10.8 E
Total III 254.5 119.9 374.4 2.12 20.3 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 43.8 52.8 0.06 3.9 F
Camaritas Avenue III 30 16.4 15.2 31.6 0.12 13.3 E
Junipero Serra Blvd III 33 95.7 13.1 108.8 0.89 29.4 B
Westborough Blvd #1 III 30 2.1 27.7 29.8 0.01 1.6 F
I-280 SB Off-Ramp (W III 30 5.5 1.6 7.1 0.04 17.9 D
Gellert Blvd III 35 22.6 15.6 38.2 0.19 17.8 D
Galway Dr III 35 31.4 2.0 33.4 0.26 28.2 B
Callan Blvd III 32 35.6 12.9 48.5 0.28 20.8 C
Skyline Blvd III 34 39.9 16.9 56.8 0.33 21.1 C
Total III 258.2 148.8 407.0 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 75.0 138.2 0.57 14.9 D
Arroyo Dr III 36 27.1 10.0 37.1 0.23 21.9 C
King Dr III 50 37.3 21.3 58.6 0.45 27.9 B
Clay Ave III 30 68.5 4.2 72.7 0.57 28.2 B
Hickey Blvd III 35 30.1 72.0 102.1 0.25 8.8 F
Total III 226.2 182.5 408.7 2.07 18.3 C
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

Arterial Level of Service: SB #2
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Clay Ave II 30 31.8 4.8 36.6 0.25 24.7 C
King Dr II 32 65.0 23.6 88.6 0.57 23.2 C
Arroyo Dr II 50 37.3 3.4 40.7 0.45 40.2 A
Westborough Blvd #1 II 39 24.9 64.7 89.6 0.23 9.1 F
Avalon Dr II 44 46.3 29.6 75.9 0.57 27.0 C
Total II 205.3 126.1 331.4 2.07 22.5 C
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

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 12.4 52.3 0.33 22.9 C
Galway Dr III 33 33.7 14.4 48.1 0.28 21.0 C
Gellert Blvd III 35 31.4 12.5 43.9 0.26 21.4 C
Westborough Blvd #1 III 33 22.6 17.7 40.3 0.19 16.8 D
Junipero Serra Blvd III 35 10.8 17.4 28.2 0.07 9.5 F
W. Orange Avenue III 33 97.9 1.1 99.0 0.89 32.3 A
El Camino Real III 30 16.4 31.2 47.6 0.12 8.8 F
Antoinette Lane III 30 9.0 10.3 19.3 0.06 10.8 E
Total III 261.7 117.0 378.7 2.20 20.9 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 43.8 52.8 0.06 3.9 F
Camaritas Avenue III 30 16.4 15.2 31.6 0.12 13.3 E
Junipero Serra Blvd III 33 95.7 13.1 108.8 0.89 29.4 B
Westborough Blvd #1 III 30 2.1 27.7 29.8 0.01 1.6 F
I-280 NB Off-Ramp (W III 30 3.4 1.4 4.8 0.02 16.3 D
Westborough Blvd #1 III 30 11.1 33.5 44.6 0.07 5.8 F
Gellert Blvd III 35 22.6 15.6 38.2 0.19 17.8 D
Galway Dr III 35 31.4 2.0 33.4 0.26 28.2 B
Callan Blvd III 32 35.6 12.9 48.5 0.28 20.8 C
Skyline Blvd III 34 39.9 16.9 56.8 0.33 21.1 C
Total III 267.2 182.1 449.3 2.23 17.9 D
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

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 12.4 52.3 0.33 22.9 C
Galway Dr III 33 33.7 14.4 48.1 0.28 21.0 C
Gellert Blvd III 35 31.4 12.5 43.9 0.26 21.4 C
Westborough Blvd #1 III 33 22.6 17.7 40.3 0.19 16.8 D
I-280 NB Off-Ramp (E III 35 2.2 1.6 3.8 0.02 14.5 D
Junipero Serra Blvd III 35 10.8 17.4 28.2 0.07 9.5 F
W. Orange Avenue III 33 97.9 1.1 99.0 0.89 32.3 A
El Camino Real III 30 16.4 31.2 47.6 0.12 8.8 F
Antoinette Lane III 30 9.0 10.3 19.3 0.06 10.8 E
Total III 263.9 118.6 382.5 2.22 20.9 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 43.8 52.8 0.06 3.9 F
Camaritas Avenue III 30 16.4 15.2 31.6 0.12 13.3 E
Junipero Serra Blvd III 33 95.7 13.1 108.8 0.89 29.4 B
I-280 NB Off-Ramp (W III 30 3.4 1.4 4.8 0.02 16.3 D
Westborough Blvd #1 III 30 11.1 33.5 44.6 0.07 5.8 F
Gellert Blvd III 35 22.6 15.6 38.2 0.19 17.8 D
Galway Dr III 35 31.4 2.0 33.4 0.26 28.2 B
Callan Blvd III 32 35.6 12.9 48.5 0.28 20.8 C
Skyline Blvd III 34 39.9 16.9 56.8 0.33 21.1 C
Total III 265.1 154.4 419.5 2.22 19.0 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 B1 - AM
HCM Signalized Intersection Capacity Analysis
1: Junipero Serra Blvd #2/Junipero Serra Blvd & Hickey Blvd 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0 338 0 0 0 74 0 0
Lane Group Flow (vph) 298 730 0 136 341 57 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 17.2 17.2 17.2 11.5 11.3 11.3 18.7 18.5 Effective Green, g (s) 51.3 51.3 17.2 17.2 17.2 11.5 11.3 11.3 18.7 18.5 Actuated g/C Ratio 0.43 0.43 0.14 0.14 0.14 0.10 0.09 0.09 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 492 507 226 169 333 146 275 545 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 0.67 0.25 0.53 0.59 0.05 0.79 0.55 Uniform Delay, d1 21.5 24.9 45.8 48.7 45.7 51.7 52.2 49.5 48.7 46.9 Progression Factor 0.33 0.41 0.89 0.89 0.38 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 1.1 0.1 2.7 0.2 1.4 1.9 0.1 12.7 0.6 Delay (s) 7.3 11.3 40.7 45.9 17.7 53.0 54.1 49.5 61.4 47.5 Level of Service A B D D B D D D E D
Approach Delay (s) 10.2 32.3 52.8 51.3
Approach LOS B C D D
Intersection Summary
HCM 2000 Control Delay 31.3 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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 117 1094 561 459 413 133 688 224 273 21 140 500 Future Volume (vph) 117 1094 561 459 413 133 688 224 273 21 140 500 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 4.0 5.3 5.3 5.2 5.2 5.2 5.2 5.2 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 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 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 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3539 1583 3433 3539 1563 3433 1863 1583 1770 3539 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 3539 1583 3433 3539 1563 3433 1863 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) 123 1152 591 483 435 140 724 236 287 22 147 526 RTOR Reduction (vph) 0 0 297 0 0 89 0 0 216 0 0 0
Lane Group Flow (vph) 123 1152 294 483 435 51 724 236 71 0 169 526 Confl. Bikes (#/hr) 1
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot Prot NA Protected Phases 5 2 1 6 7 4 3 3 8
Permitted Phases 2 6 4
Actuated Green, G (s) 16.0 44.0 44.0 18.3 47.0 47.0 28.5 32.1 32.1 16.2 19.8 Effective Green, g (s) 16.0 44.0 44.0 18.3 47.0 47.0 28.5 32.1 32.1 16.2 19.8 Actuated g/C Ratio 0.12 0.34 0.34 0.14 0.36 0.36 0.22 0.25 0.25 0.12 0.15 Clearance Time (s) 3.0 5.0 5.0 4.0 5.3 5.3 5.2 5.2 5.2 5.2 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) 217 1197 535 483 1279 565 752 460 390 220 539 v/s Ratio Prot 0.07 c0.33 c0.14 0.12 c0.21 c0.13 0.10 c0.15 v/s Ratio Perm 0.19 0.03 0.04
v/c Ratio 0.57 0.96 0.55 1.00 0.34 0.09 0.96 0.51 0.18 0.77 0.98 Uniform Delay, d1 53.7 42.2 34.9 55.9 30.2 27.4 50.2 42.2 38.6 55.1 54.9 Progression Factor 0.89 0.83 0.85 0.50 0.61 1.15 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 15.9 3.2 39.7 0.7 0.3 23.8 0.4 0.1 13.4 32.2 Delay (s) 49.4 51.0 32.9 67.9 19.1 31.8 74.0 42.6 38.7 68.5 87.1 Level of Service D D C E B C E D D E F
Approach Delay (s) 45.1 43.0 59.9 76.6
Approach LOS D D E E
Intersection Summary
HCM 2000 Control Delay 53.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.97
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.4 Intersection Capacity Utilization 93.0% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
4: Junipero Serra Blvd #2 & Westborough Blvd #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement SBR
Lane Configurations
Traffic Volume (vph) 134
Future Volume (vph) 134
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) 141
RTOR Reduction (vph) 120
Lane Group Flow (vph) 21
Confl. Bikes (#/hr)
Turn Type Perm
Protected Phases
Permitted Phases 8
Actuated Green, G (s) 19.8
Effective Green, g (s) 19.8
Actuated g/C Ratio 0.15
Clearance Time (s) 5.2
Vehicle Extension (s) 2.0
Lane Grp Cap (vph) 241
v/s Ratio Prot
v/s Ratio Perm 0.01
v/c Ratio 0.09
Uniform Delay, d1 47.4
Progression Factor 1.00
Incremental Delay, d2 0.1
Delay (s) 47.4
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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 71 63 0 0 180 330 109 975 96 200 0 563 Future Volume (vph) 71 63 0 0 180 330 109 975 96 200 0 563 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 4.0 4.0
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 3492 3433 1583 Flt Permitted 0.49 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 909 1863 1863 1583 1770 3492 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 1026 101 211 0 593 RTOR Reduction (vph) 0 0 0 0 0 222 0 6 0 0 0 513
Lane Group Flow (vph) 75 66 0 0 189 125 115 1121 0 211 0 80 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) 10.2 10.2 10.2 10.2 44.0 30.1 8.3 8.3 Effective Green, g (s) 10.2 10.2 10.2 10.2 44.0 30.1 8.3 8.3 Actuated g/C Ratio 0.17 0.17 0.17 0.17 0.72 0.49 0.14 0.14 Clearance Time (s) 3.6 3.6 3.6 3.6 3.6 5.2 4.0 4.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 2.0 2.0
Lane Grp Cap (vph) 151 309 309 262 1268 1711 464 213
v/s Ratio Prot 0.04 c0.10 0.06 c0.32 c0.06
v/s Ratio Perm 0.08 0.08 0.05
v/c Ratio 0.50 0.21 0.61 0.48 0.09 0.66 0.45 0.38
Uniform Delay, d1 23.3 22.1 23.8 23.2 2.6 11.8 24.5 24.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.1 2.5 0.5 0.0 0.7 0.3 0.4
Delay (s) 24.2 22.3 26.3 23.7 2.6 12.4 24.7 24.6
Level of Service C C C C A B C C
Approach Delay (s) 23.3 24.6 11.5 24.6
Approach LOS C C B C
Intersection Summary
HCM 2000 Control Delay 18.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 61.4 Sum of lost time (s) 12.8 Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
6: Oakmont Dr/Callan Blvd & Westborough Blvd #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0.83 0.72 0.61 0.28 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.4 0.8 7.4 2.5 9.3 0.0 13.2 0.2
Delay (s) 50.6 19.4 41.1 10.8 64.3 50.4 64.4 46.8
Level of Service D B D B E D E D
Approach Delay (s) 24.0 14.3 61.4 55.7
Approach LOS C B E E
Intersection Summary
HCM 2000 Control Delay 28.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0.76 0.62 1.37 0.24 1.00 1.00 1.00
Incremental Delay, d2 1.7 1.1 4.3 0.8 0.1 0.0 18.0
Delay (s) 49.3 14.2 85.8 5.5 33.3 31.8 60.8
Level of Service D B F A C C E
Approach Delay (s) 14.8 9.6 32.6 60.8
Approach LOS B A C E
Intersection Summary
HCM 2000 Control Delay 20.0 HCM 2000 Level of Service C 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 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (vph) 113 1000 115 49 68 1031 284 25 54 263 628 27 Future Volume (vph) 113 1000 115 49 68 1031 284 25 54 263 628 27 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.1 4.5 5.1 5.1 5.1 5.1 5.1 5.1 5.1 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.91 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 Satd. Flow (prot) 1770 3480 1770 3539 1526 1770 1863 1583 1610 3241 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 3480 1770 3539 1526 1770 1863 1583 1610 3241 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 52 72 1085 299 26 57 277 661 28 RTOR Reduction (vph) 0 5 0 0 0 0 138 0 0 123 0 0
Lane Group Flow (vph) 119 1169 0 0 124 1085 161 26 57 154 330 359 Confl. Peds. (#/hr) 1 9
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) 13.0 52.0 9.5 48.5 48.5 17.0 17.0 17.0 31.7 31.7 Effective Green, g (s) 13.0 52.0 9.5 48.5 48.5 17.0 17.0 17.0 31.7 31.7 Actuated g/C Ratio 0.10 0.40 0.07 0.37 0.37 0.13 0.13 0.13 0.24 0.24 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) 177 1392 129 1320 569 231 243 207 392 790 v/s Ratio Prot 0.07 c0.34 0.07 c0.31 0.01 0.03 c0.20 0.11 v/s Ratio Perm 0.11 c0.10
v/c Ratio 0.67 0.84 0.96 0.82 0.28 0.11 0.23 0.75 0.84 0.45 Uniform Delay, d1 56.4 35.2 60.1 36.8 28.6 49.8 50.7 54.4 46.8 41.8 Progression Factor 0.68 1.04 0.76 0.61 0.70 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.4 5.3 60.6 5.0 1.1 0.1 0.2 12.0 14.5 0.2 Delay (s) 44.9 42.0 106.0 27.6 21.0 49.9 50.8 66.4 61.2 41.9 Level of Service D D F C C D D E E D
Approach Delay (s) 42.3 32.7 62.8 49.7
Approach LOS D C E D
Intersection Summary
HCM 2000 Control Delay 41.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.8 Intersection Capacity Utilization 89.0% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
8: Gellert Blvd & Westborough Blvd #1 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement SBR
Lane Configurations
Traffic Volume (vph) 84
Future Volume (vph) 84
Ideal Flow (vphpl) 1900
Total Lost time (s) 5.1
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) 88
RTOR Reduction (vph) 67
Lane Group Flow (vph) 21
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Turn Type Perm
Protected Phases
Permitted Phases 8
Actuated Green, G (s) 31.7
Effective Green, g (s) 31.7
Actuated g/C Ratio 0.24
Clearance Time (s) 5.1
Vehicle Extension (s) 2.0
Lane Grp Cap (vph) 386
v/s Ratio Prot
v/s Ratio Perm 0.01
v/c Ratio 0.06
Uniform Delay, d1 37.7
Progression Factor 1.00
Incremental Delay, d2 0.0
Delay (s) 37.7
Level of Service D
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis
9: I-280 SB On Ramp/I-280 SB Off Ramp & Westborough Blvd #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1360 580 0 1235 0 0 0 0 412 10 197 Future Volume (vph) 0 1360 580 0 1235 0 0 0 0 412 10 197 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.6 4.6 4.6
Lane Util. Factor 0.95 1.00 0.95 0.95 0.95 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 3539 1583 3539 1681 1689 1583
Flt Permitted 1.00 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 3539 1583 3539 1681 1689 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) 0 1432 611 0 1300 0 0 0 0 434 11 207
RTOR Reduction (vph) 0 0 211 0 0 0 0 0 0 0 0 53
Lane Group Flow (vph) 0 1432 400 0 1300 0 0 0 0 221 224 154 Turn Type NA Perm NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 2 4
Actuated Green, G (s) 42.6 42.6 42.6 13.3 13.3 13.3
Effective Green, g (s) 42.6 42.6 42.6 13.3 13.3 13.3
Actuated g/C Ratio 0.66 0.66 0.66 0.20 0.20 0.20
Clearance Time (s) 4.5 4.5 4.5 4.6 4.6 4.6
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 2319 1037 2319 343 345 323
v/s Ratio Prot c0.40 0.37 0.13 c0.13
v/s Ratio Perm 0.25 0.10
v/c Ratio 0.62 0.39 0.56 0.64 0.65 0.48
Uniform Delay, d1 6.5 5.2 6.1 23.7 23.7 22.8
Progression Factor 0.77 1.38 1.23 1.00 1.00 1.00
Incremental Delay, d2 0.8 0.7 0.7 3.1 3.1 0.4
Delay (s) 5.8 7.9 8.2 26.8 26.9 23.2
Level of Service A A A C C C
Approach Delay (s) 6.4 8.2 0.0 25.7
Approach LOS A A A C
Intersection Summary
HCM 2000 Control Delay 10.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 65.0 Sum of lost time (s) 9.1 Intersection Capacity Utilization 56.9% 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 #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 4.0 4.0 4.6 4.6 4.7 4.7 4.7 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 0.95 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 0.91 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.98 1.00 Satd. Flow (prot) 1770 3345 1770 3438 1564 1770 1687 1681 1737 1560 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.98 1.00 Satd. Flow (perm) 1770 3345 1770 3438 1564 1770 1687 1681 1737 1560 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 96 1295 196 40 908 299 26 13 18 106 49 123 RTOR Reduction (vph) 0 5 0 0 0 79 0 17 0 0 0 112
Lane Group Flow (vph) 96 1486 0 40 908 220 26 14 0 76 79 11 Confl. Peds. (#/hr) 1 3 1 1
Confl. Bikes (#/hr) 1 1
Heavy Vehicles (%) 2% 6% 2% 2% 5% 2% 2% 2% 2% 2% 2% 2%
Turn Type Prot NA Prot NA Perm Split NA Split NA Perm
Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 6 3
Actuated Green, G (s) 10.3 82.9 8.4 82.8 82.8 7.4 7.4 11.7 11.7 11.7 Effective Green, g (s) 10.3 82.9 8.4 82.8 82.8 7.4 7.4 11.7 11.7 11.7 Actuated g/C Ratio 0.08 0.64 0.06 0.64 0.64 0.06 0.06 0.09 0.09 0.09 Clearance Time (s) 4.5 5.8 4.5 4.0 4.0 4.6 4.6 4.7 4.7 4.7 Vehicle Extension (s) 3.0 4.0 3.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 140 2133 114 2189 996 100 96 151 156 140 v/s Ratio Prot c0.05 c0.44 0.02 0.26 c0.01 0.01 0.05 c0.05 v/s Ratio Perm 0.14 0.01
v/c Ratio 0.69 0.70 0.35 0.41 0.22 0.26 0.15 0.50 0.51 0.08 Uniform Delay, d1 58.3 15.4 58.2 11.6 10.0 58.7 58.3 56.4 56.4 54.2 Progression Factor 0.89 0.25 0.81 0.04 0.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.0 1.0 1.3 0.4 0.4 1.4 0.7 2.6 2.6 0.2 Delay (s) 58.9 4.9 48.2 0.9 0.4 60.1 59.0 59.0 59.0 54.5 Level of Service E A D A A E E E E D
Approach Delay (s) 8.1 2.3 59.5 57.0
Approach LOS A A E E
Intersection Summary
HCM 2000 Control Delay 11.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 71.5% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
11: El Camino Real & Westborough Blvd/Chestnut Ave #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0 203 0 0 81 0 0 205 0 0 47
Lane Group Flow (vph) 246 694 276 331 739 28 441 562 144 187 533 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 38.0 38.0 15.5 32.9 32.9 19.6 46.3 46.3 12.6 39.3 39.3 Effective Green, g (s) 21.6 38.0 38.0 15.5 32.9 32.9 19.6 46.3 46.3 12.6 39.3 39.3 Actuated g/C Ratio 0.17 0.29 0.29 0.12 0.25 0.25 0.15 0.36 0.36 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 1034 456 409 895 395 517 1213 553 332 1479 472 v/s Ratio Prot c0.14 0.20 0.10 c0.21 c0.13 c0.17 0.05 0.11 v/s Ratio Perm 0.18 0.02 0.09 0.01
v/c Ratio 0.84 0.67 0.61 0.81 0.83 0.07 0.85 0.46 0.26 0.56 0.36 0.04 Uniform Delay, d1 52.5 40.5 39.5 55.8 45.8 36.9 53.8 32.3 29.7 56.1 35.5 32.1 Progression Factor 0.59 0.47 0.45 0.72 0.63 0.29 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.0 1.2 1.5 10.2 5.9 0.1 12.5 1.3 1.1 1.5 0.7 0.2 Delay (s) 45.1 20.1 19.2 50.5 34.6 10.9 66.3 33.5 30.8 57.6 36.2 32.2 Level of Service D C B D C B E C C E D C
Approach Delay (s) 24.2 36.9 43.5 40.9
Approach LOS C D D D
Intersection Summary
HCM 2000 Control Delay 35.6 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 85.1% 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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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) 15.2 67.5 20.6 77.8 22.4 22.4
Effective Green, g (s) 15.2 67.5 20.6 77.8 22.4 22.4
Actuated g/C Ratio 0.12 0.52 0.16 0.60 0.17 0.17
Clearance Time (s) 5.1 4.7 5.9 5.9
Vehicle Extension (s) 3.0 3.0 3.5 3.5
Lane Grp Cap (vph) 206 1736 280 2949 228 252
v/s Ratio Prot c0.01 c0.36 c0.05 c0.21
v/s Ratio Perm c0.13 0.00
v/c Ratio 0.11 0.69 0.30 0.35 0.75 0.03
Uniform Delay, d1 51.3 23.5 48.3 13.2 51.1 44.7
Progression Factor 0.72 0.42 1.22 0.43 1.00 1.00
Incremental Delay, d2 0.2 2.0 0.2 0.3 12.9 0.1
Delay (s) 37.4 11.9 59.3 6.0 64.0 44.8
Level of Service D B E A E D
Approach Delay (s) 12.4 10.0 64.0 44.8
Approach LOS B B E D
Intersection Summary
HCM 2000 Control Delay 15.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.5 Intersection Capacity Utilization 73.0% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
19: I-280 NB On-Ramp 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement WBL WBR SEL SET NWT NWR
Lane Configurations
Traffic Volume (vph) 0 757 0 0 191 0
Future Volume (vph) 0 757 0 0 191 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.88 1.00
Frt 0.85 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 2787 1863
Flt Permitted 1.00 1.00
Satd. Flow (perm) 2787 1863
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 0 797 0 0 201 0
RTOR Reduction (vph) 0 714 0 0 0 0
Lane Group Flow (vph) 0 83 0 0 201 0
Turn Type Perm NA
Protected Phases 2
Permitted Phases 8
Actuated Green, G (s) 5.4 38.6
Effective Green, g (s) 5.4 38.6
Actuated g/C Ratio 0.10 0.74
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 289 1382
v/s Ratio Prot c0.11
v/s Ratio Perm c0.03
v/c Ratio 0.29 0.15
Uniform Delay, d1 21.5 1.9
Progression Factor 1.00 1.00
Incremental Delay, d2 0.2 0.2
Delay (s) 21.7 2.2
Level of Service C A
Approach Delay (s) 21.7 0.0 2.2
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 17.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.16
Actuated Cycle Length (s) 52.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 43.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
30: Junipero Serra Blvd #2 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (vph) 0 1376 0 0 0 0 0 0 0 0 763 0
Future Volume (vph) 0 1376 0 0 0 0 0 0 0 0 763 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 0.95
Frt 1.00 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 3539 3539
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3539 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) 0 1448 0 0 0 0 0 0 0 0 803 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0
Lane Group Flow (vph) 0 1448 0 0 0 0 0 0 0 0 803 0
Turn Type NA NA
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 30.0 22.0
Effective Green, g (s) 30.0 22.0
Actuated g/C Ratio 0.50 0.37
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1769 1297
v/s Ratio Prot c0.41 c0.23
v/s Ratio Perm
v/c Ratio 0.82 0.62
Uniform Delay, d1 12.7 15.6
Progression Factor 1.00 2.24
Incremental Delay, d2 4.4 1.8
Delay (s) 17.1 36.7
Level of Service B D
Approach Delay (s) 17.1 0.0 0.0 36.7
Approach LOS B A A D
Intersection Summary
HCM 2000 Control Delay 24.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 60.0 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
61: Junipero Serra Blvd #2 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement NBL NBR SET SER NWL NWT
Lane Configurations
Traffic Volume (vph) 1185 0 763 0 0 0
Future Volume (vph) 1185 0 763 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.97 0.95
Frt 1.00 1.00
Flt Protected 0.95 1.00
Satd. Flow (prot) 3433 3539
Flt Permitted 0.95 1.00
Satd. Flow (perm) 3433 3539
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 1247 0 803 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 1247 0 803 0 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 30.0 22.0
Effective Green, g (s) 30.0 22.0
Actuated g/C Ratio 0.50 0.37
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1716 1297
v/s Ratio Prot c0.36 c0.23
v/s Ratio Perm
v/c Ratio 0.73 0.62
Uniform Delay, d1 11.8 15.6
Progression Factor 1.53 1.00
Incremental Delay, d2 1.5 2.2
Delay (s) 19.5 17.8
Level of Service B B
Approach Delay (s) 19.5 17.8 0.0
Approach LOS B B A
Intersection Summary
HCM 2000 Control Delay 18.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 61.6% 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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 58 0 29 0 0 36 0 0 27 0
Lane Group Flow (vph) 179 672 259 164 673 0 275 492 0 209 676 0 Confl. Peds. (#/hr) 1
Confl. Bikes (#/hr) 2
Turn Type Prot NA pm+ov Prot NA Prot NA Prot NA
Protected Phases 3 8 1 7 4 1 6 5 2
Permitted Phases 8
Actuated Green, G (s) 18.1 48.2 68.2 15.4 45.5 20.0 31.5 18.4 29.5 Effective Green, g (s) 18.1 48.2 68.2 15.4 45.5 20.0 31.5 18.4 29.5 Actuated g/C Ratio 0.14 0.37 0.52 0.12 0.35 0.15 0.24 0.14 0.23 Clearance Time (s) 3.0 4.6 3.5 3.0 4.6 3.5 5.9 3.0 5.8
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 246 1193 749 209 1187 528 819 250 769 v/s Ratio Prot c0.10 0.21 0.05 c0.09 c0.20 0.08 c0.15 0.12 c0.20 v/s Ratio Perm 0.13
v/c Ratio 0.73 0.56 0.35 0.78 0.57 0.52 0.60 0.84 0.88
Uniform Delay, d1 53.6 32.5 18.0 55.7 34.3 50.6 43.7 54.3 48.5 Progression Factor 1.00 1.00 1.00 0.92 0.40 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.8 1.9 0.1 12.8 1.5 0.4 0.9 20.0 10.9 Delay (s) 62.3 34.5 18.1 64.3 15.3 51.0 44.5 74.4 59.4
Level of Service E C B E B D D E E
Approach Delay (s) 34.3 24.5 46.8 62.8
Approach LOS C C D E
Intersection Summary
HCM 2000 Control Delay 41.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.71
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 B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 29 0 0 38 0 0 28 0
Lane Group Flow (vph) 179 674 246 164 673 0 275 490 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) 21.0 47.2 67.2 15.9 42.1 20.0 23.2 27.2 30.0 Effective Green, g (s) 21.0 47.2 67.2 15.9 42.1 20.0 23.2 27.2 30.0 Actuated g/C Ratio 0.16 0.36 0.52 0.12 0.32 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) 285 1168 737 216 1098 528 603 370 782 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 0.12
v/c Ratio 0.63 0.58 0.33 0.76 0.61 0.52 0.81 0.56 0.86
Uniform Delay, d1 50.9 33.4 18.3 55.2 37.1 50.6 51.3 46.1 48.0 Progression Factor 1.00 1.00 1.00 0.64 0.56 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.1 2.1 0.1 10.0 2.0 0.4 7.8 1.2 9.4 Delay (s) 54.0 35.4 18.4 45.2 22.7 51.0 59.1 47.3 57.5
Level of Service D D B D C D E D E
Approach Delay (s) 33.7 26.9 56.4 55.1
Approach LOS C C E E
Intersection Summary
HCM 2000 Control Delay 42.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.71
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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0.67 0.70 0.52 0.59 0.27 0.79 0.55 0.36 Control Delay 8.0 12.0 41.0 49.6 8.6 63.1 59.9 2.2 67.9 50.1 7.2 Queue Delay 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.4 12.3 41.0 49.6 8.6 63.1 59.9 2.2 67.9 50.1 7.2 Queue Length 50th (ft) 38 210 37 95 0 67 78 0 162 113 0 Queue Length 95th (ft) 123 318 51 131 39 121 119 0 236 152 39 Internal Link Dist (ft) 115 884 703 511
Turn Bay Length (ft) 330 450 280 200 550 150
Base Capacity (vph) 1468 1498 760 784 658 184 348 305 361 701 433 Starvation Cap Reductn 744 246 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.41 0.59 0.18 0.43 0.60 0.48 0.57 0.27 0.60 0.43 0.31 Intersection Summary
Queues
2: Junipero Serra Blvd #2 & King Dr 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 123 1152 591 483 435 140 724 236 287 169 526 141 v/c Ratio 0.57 0.96 0.71 1.00 0.34 0.21 0.96 0.51 0.47 0.76 0.98 0.39 Control Delay 56.7 51.5 11.6 71.2 19.3 5.9 74.8 47.9 7.5 76.6 88.0 11.0 Queue Delay 0.0 4.4 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.7 55.9 12.1 71.2 19.3 5.9 74.8 47.9 7.5 76.6 88.0 11.0 Queue Length 50th (ft) 92 430 52 ~192 143 18 312 173 0 139 235 0 Queue Length 95th (ft) 158 #640 161 #325 187 46 #434 270 76 212 #353 60 Internal Link Dist (ft) 358 826 238 72
Turn Bay Length (ft) 250 350 130 200 500 350
Base Capacity (vph) 217 1197 832 482 1278 654 760 460 607 283 539 360 Starvation Cap Reductn 0 33 47 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.57 0.99 0.75 1.00 0.34 0.21 0.95 0.51 0.47 0.60 0.98 0.39 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
5: Junipero Serra Blvd/Junipero Serra Blvd #2 & Avalon Dr 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Lane Group EBL EBT WBT WBR NBL NBT SBL SBR
Lane Group Flow (vph) 75 66 189 347 115 1127 211 593
v/c Ratio 0.50 0.21 0.61 0.72 0.09 0.66 0.46 0.82
Control Delay 35.8 24.0 33.1 16.0 3.3 14.6 28.4 13.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.8 24.0 33.1 16.0 3.3 14.6 28.4 13.8
Queue Length 50th (ft) 26 21 66 27 9 146 37 0
Queue Length 95th (ft) 64 52 125 103 28 261 71 #143
Internal Link Dist (ft) 112 81 603
Turn Bay Length (ft) 1000 500
Base Capacity (vph) 570 1170 1170 1093 1430 1936 561 754 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 0.32 0.08 0.58 0.38 0.79 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
6: Oakmont Dr/Callan Blvd & Westborough Blvd #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 58.8 20.8 51.0 12.5 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 58.8 20.8 51.0 12.5 72.3 1.0 69.6 47.8 4.4
Queue Length 50th (ft) 81 187 121 77 132 0 211 86 0
Queue Length 95th (ft) m153 331 m#198 #453 198 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 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 47.0 15.6 88.4 5.6 31.6 2.0 59.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.0 15.6 88.4 5.6 31.6 2.0 59.9
Queue Length 50th (ft) 16 195 45 11 44 0 298
Queue Length 95th (ft) m24 270 m53 590 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 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 119 1174 124 1085 299 26 57 277 330 359 88 v/c Ratio 0.67 0.84 0.96 0.82 0.42 0.11 0.23 0.84 0.84 0.46 0.18 Control Delay 56.3 43.4 110.6 31.1 8.8 47.1 50.1 48.1 65.5 42.9 1.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.3 43.4 110.6 31.1 8.8 47.1 50.1 48.1 65.5 42.9 1.5 Queue Length 50th (ft) 104 512 98 347 88 20 44 116 290 141 0 Queue Length 95th (ft) m#222 #788 #230 #674 124 44 79 204 394 180 7 Internal Link Dist (ft) 1301 560 233 336
Turn Bay Length (ft) 145 280 90 155 155
Base Capacity (vph) 177 1399 129 1321 707 441 464 500 426 858 523 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 0.67 0.84 0.96 0.82 0.42 0.06 0.12 0.55 0.77 0.42 0.17 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: I-280 SB On Ramp/I-280 SB Off Ramp & Westborough Blvd #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Lane Group EBT EBR WBT SBL SBT SBR
Lane Group Flow (vph) 1432 611 1300 221 224 207
v/c Ratio 0.62 0.49 0.56 0.64 0.65 0.55
Control Delay 6.1 1.5 8.6 32.6 32.8 21.0
Queue Delay 0.1 0.0 0.0 0.0 0.0 0.0
Total Delay 6.2 1.5 8.6 32.6 32.8 21.0
Queue Length 50th (ft) 120 2 222 84 85 48
Queue Length 95th (ft) m144 m0 m254 147 149 104
Internal Link Dist (ft) 344 84 627
Turn Bay Length (ft)
Base Capacity (vph) 2319 1248 2319 398 400 426
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 92 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.64 0.49 0.56 0.56 0.56 0.49
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
10: W. Orange Avenue/Camaritas Avenue & Westborough Blvd/Chestnut Ave #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0.75 0.68 0.28 0.41 0.27 0.21 0.23 0.50 0.51 0.49 Control Delay 72.2 5.1 49.3 0.8 0.4 61.2 36.4 67.3 67.2 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 72.2 5.1 49.3 0.8 0.4 61.2 36.4 67.3 67.2 15.7 Queue Length 50th (ft) 85 45 36 7 0 21 10 65 68 0
Queue Length 95th (ft) m100 m84 m51 10 m0 52 43 116 120 58 Internal Link Dist (ft) 1072 535 411 745
Turn Bay Length (ft) 140 160 190 130 120
Base Capacity (vph) 129 2184 142 2238 1093 441 434 378 391 447 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.74 0.68 0.28 0.41 0.27 0.06 0.07 0.20 0.20 0.28 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
11: El Camino Real & Westborough Blvd/Chestnut Ave #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0.67 0.73 0.81 0.82 0.22 0.85 0.46 0.46 0.56 0.36 0.12 Control Delay 51.4 21.4 12.1 55.4 36.6 1.9 70.3 35.5 7.5 63.1 38.0 0.4 Queue Delay 0.0 0.0 0.9 0.0 0.8 0.0 0.0 0.0 0.0 0.4 0.0 0.0 Total Delay 51.4 21.4 13.0 55.4 37.4 1.9 70.3 35.5 7.5 63.5 38.0 0.4 Queue Length 50th (ft) 202 225 158 142 317 17 188 196 18 78 131 0 Queue Length 95th (ft) #338 257 302 145 355 1 #270 270 101 119 179 0 Internal Link Dist (ft) 535 225 2015 643
Turn Bay Length (ft) 250 230 110 290 415 255
Base Capacity (vph) 313 1205 720 443 1097 575 522 1213 757 338 1479 580 Starvation Cap Reductn 0 0 73 0 133 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 13 17 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.79 0.58 0.74 0.75 0.77 0.19 0.84 0.46 0.47 0.58 0.36 0.12 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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 22 1209 83 1029 176 39
v/c Ratio 0.10 0.66 0.37 0.33 0.75 0.11
Control Delay 34.6 11.1 40.3 6.6 67.7 0.6
Queue Delay 0.0 0.5 0.0 0.0 0.0 0.0
Total Delay 34.6 11.7 40.3 6.6 67.7 0.6
Queue Length 50th (ft) 17 180 48 50 137 0
Queue Length 95th (ft) m32 248 68 227 205 0
Internal Link Dist (ft) 225 471 499 255
Turn Bay Length (ft) 165
Base Capacity (vph) 211 1829 258 3077 363 489
Starvation Cap Reductn 0 249 0 0 0 0
Spillback Cap Reductn 0 0 0 285 0 7
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.77 0.32 0.37 0.48 0.08
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
19: I-280 NB On-Ramp 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Lane Group WBR NWT
Lane Group Flow (vph) 797 201
v/c Ratio 0.65 0.15
Control Delay 3.0 2.3
Queue Delay 0.0 0.0
Total Delay 3.0 2.3
Queue Length 50th (ft) 0 11
Queue Length 95th (ft) 3 28
Internal Link Dist (ft) 546
Turn Bay Length (ft)
Base Capacity (vph) 1782 1383
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.45 0.15
Intersection Summary
Queues
30: Junipero Serra Blvd #2 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Lane Group NBT SWT
Lane Group Flow (vph) 1448 803
v/c Ratio 0.82 0.62
Control Delay 17.8 37.4
Queue Delay 0.0 0.0
Total Delay 17.8 37.4
Queue Length 50th (ft) 215 168
Queue Length 95th (ft) 300 222
Internal Link Dist (ft) 612 862
Turn Bay Length (ft)
Base Capacity (vph) 1769 1297
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.82 0.62
Intersection Summary
Queues
61: Junipero Serra Blvd #2 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Lane Group NBL SET
Lane Group Flow (vph) 1247 803
v/c Ratio 0.73 0.62
Control Delay 20.1 18.1
Queue Delay 0.0 0.0
Total Delay 20.1 18.1
Queue Length 50th (ft) 176 121
Queue Length 95th (ft) m235 174
Internal Link Dist (ft) 350 88
Turn Bay Length (ft)
Base Capacity (vph) 1716 1297
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.73 0.62
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0.78 0.58 0.52 0.62 0.84 0.88
Control Delay 71.7 33.3 7.7 71.6 14.7 54.6 43.3 81.1 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 7.7 71.6 14.7 54.6 43.3 81.1 59.6 Queue Length 50th (ft) 147 246 58 110 178 111 193 171 288 Queue Length 95th (ft) #251 330 112 m173 64 157 250 #277 354 Internal Link Dist (ft) 499 256 697 681
Turn Bay Length (ft) 220 100 250 330 270
Base Capacity (vph) 245 1228 823 234 1220 541 896 285 892 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 0.70 0.58 0.51 0.59 0.73 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 B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0.63 0.59 0.39 0.76 0.62 0.52 0.82 0.56 0.87
Control Delay 61.6 34.8 7.1 52.4 22.0 54.6 57.9 52.9 57.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 61.6 34.8 7.1 52.4 22.0 54.6 57.9 52.9 57.4 Queue Length 50th (ft) 142 246 49 129 260 111 209 159 287 Queue Length 95th (ft) 224 348 106 m161 361 157 260 246 345 Internal Link Dist (ft) 499 256 697 681
Turn Bay Length (ft) 220 100 250 330 270
Base Capacity (vph) 285 1200 824 259 1128 541 869 370 944 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 0.62 0.51 0.61 0.56 0.74 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

WITH MITIGATION CONDITION
Arterial Level of Service
11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 20.8 60.7 0.33 19.7 C
Galway Dr III 33 33.7 15.6 49.3 0.28 20.5 C
Gellert Blvd III 35 31.4 43.4 74.8 0.26 12.6 E
I-280 SB On Ramp III 35 24.2 6.1 30.3 0.20 23.9 C
Junipero Serra Blvd III 35 15.4 51.5 66.9 0.11 6.1 F
W. Orange Avenue III 33 103.6 5.1 108.7 0.94 31.0 A
El Camino Real III 30 16.4 21.4 37.8 0.12 11.1 E
Antoinette Lane III 30 9.0 11.1 20.1 0.06 10.3 E
Total III 273.6 175.0 448.6 2.30 18.5 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 36.6 45.6 0.06 4.6 F
Camaritas Avenue III 30 16.4 0.8 17.2 0.12 24.4 B
Junipero Serra Blvd III 33 100.6 19.3 119.9 0.94 28.1 B I-280 SB Off Ramp III 35 15.4 8.6 24.0 0.11 17.1 D
Gellert Blvd III 35 24.2 31.1 55.3 0.20 13.1 E
Galway Dr III 35 31.4 5.6 37.0 0.26 25.4 B
Callan Blvd III 32 35.6 12.5 48.1 0.28 21.0 C
Skyline Blvd III 34 39.9 14.7 54.6 0.33 21.9 C
Total III 272.5 129.2 401.7 2.30 20.6 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 Junipero Serra Blvd III 30 37.7 17.8 55.5 0.30 19.3 C
Westborough Blvd #1 III 30 13.0 47.9 60.9 0.09 5.4 F
Arroyo Dr III 37 23.4 9.0 32.4 0.20 21.7 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 59.9 90.0 0.25 10.0 E
Total III 210.0 158.2 368.2 1.86 18.2 C
Arterial Level of Service
11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 III 30 31.8 1.0 32.8 0.25 27.5 B
King Dr III 32 65.0 24.5 89.5 0.57 22.9 C
Arroyo Dr III 50 37.3 5.3 42.6 0.45 38.4 A
Westborough Blvd #1 III 38 22.5 88.0 110.5 0.20 6.4 F
Junipero Serra Blvd III 30 13.0 18.1 31.1 0.09 10.7 E
Junipero Serra Blvd III 30 22.7 37.4 60.1 0.18 10.7 E
Avalon Dr III 30 37.7 28.4 66.1 0.30 16.2 D
Total III 230.0 202.7 432.7 2.04 17.0 D
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024
ALTERNATIVE B1 - PM
HCM Signalized Intersection Capacity Analysis
1: Junipero Serra Blvd #2/Junipero Serra Blvd & Hickey Blvd 11/11/2024 Alt B 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 1563 1770 3539 1583 1770 3539 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 3492 3433 3539 1563 1770 3539 1583 1770 3539 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 269 737 66 146 565 663 33 99 214 95 319 380 RTOR Reduction (vph) 0 5 0 0 0 369 0 0 0 87 0 0
Lane Group Flow (vph) 269 798 0 146 565 294 0 132 214 8 319 380 Confl. Peds. (#/hr) 1 1
Turn Type Split NA Split NA Perm Prot Prot NA Perm Prot NA Protected Phases 4 4 3 3 1 1 6 5 2
Permitted Phases 3 6
Actuated Green, G (s) 34.4 34.4 36.9 36.9 36.9 14.2 11.0 11.0 26.2 23.0 Effective Green, g (s) 34.4 34.4 36.9 36.9 36.9 14.2 11.0 11.0 26.2 23.0 Actuated g/C Ratio 0.26 0.26 0.28 0.28 0.28 0.11 0.08 0.08 0.20 0.18 Clearance Time (s) 5.4 5.4 5.4 5.4 5.4 4.5 6.2 6.2 4.5 6.2 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 908 924 974 1004 443 193 299 133 356 626 v/s Ratio Prot 0.08 c0.23 0.04 0.16 c0.07 0.06 c0.18 0.11 v/s Ratio Perm c0.19 0.01
v/c Ratio 0.30 0.86 0.15 0.56 0.66 0.68 0.72 0.06 0.90 0.61 Uniform Delay, d1 38.1 45.6 34.8 39.7 41.1 55.7 58.0 54.7 50.6 49.3 Progression Factor 0.51 0.60 0.84 0.84 0.50 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 10.0 0.3 2.1 7.1 7.7 6.6 0.1 23.3 1.1 Delay (s) 20.3 37.3 29.4 35.4 27.5 63.5 64.6 54.8 73.9 50.5 Level of Service C D C D C E E D E D
Approach Delay (s) 33.1 31.0 62.2 56.8
Approach LOS C C E E
Intersection Summary
HCM 2000 Control Delay 41.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 21.5 Intersection Capacity Utilization 74.7% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
1: Junipero Serra Blvd #2/Junipero Serra Blvd & Hickey Blvd 11/11/2024 Alt B 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 11/11/2024
Alt B 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 75 323 421 150 141 379 257 Future Volume (vph) 149 84 146 88 79 75 323 421 150 141 379 257 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 79 340 443 158 148 399 271 RTOR Reduction (vph) 0 0 124 0 46 0 0 0 109 0 0 205
Lane Group Flow (vph) 157 88 30 93 116 0 340 443 49 148 399 66 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 21.1 21.1 9.9 16.8 16.8 Effective Green, g (s) 9.6 13.2 13.2 6.5 10.1 14.2 21.1 21.1 9.9 16.8 16.8 Actuated g/C Ratio 0.14 0.19 0.19 0.09 0.15 0.21 0.31 0.31 0.14 0.24 0.24 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) 247 357 304 167 253 365 1086 486 255 865 387 v/s Ratio Prot c0.09 c0.05 0.05 c0.07 c0.19 c0.13 0.08 0.11 v/s Ratio Perm 0.02 0.03 0.04
v/c Ratio 0.64 0.25 0.10 0.56 0.46 0.93 0.41 0.10 0.58 0.46 0.17 Uniform Delay, d1 27.9 23.5 22.8 29.7 26.8 26.8 18.9 17.0 27.5 22.1 20.5 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 3.9 0.1 0.1 2.3 0.5 29.8 0.5 0.2 2.2 0.8 0.4 Delay (s) 31.8 23.7 22.9 32.0 27.3 56.6 19.4 17.2 29.6 22.9 20.9 Level of Service C C C C C E B B C C C
Approach Delay (s) 26.6 29.0 32.5 23.5
Approach LOS C C C C
Intersection Summary
HCM 2000 Control Delay 28.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 68.7 Sum of lost time (s) 18.0 Intersection Capacity Utilization 60.4% 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 11/11/2024
Alt B 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 62 568
Future Volume (vph) 105 45 829 170 62 568
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 65 598
RTOR Reduction (vph) 0 41 19 0 0 0
Lane Group Flow (vph) 111 6 1033 0 65 598
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 0.17
v/s Ratio Perm 0.00
v/c Ratio 0.47 0.03 0.57 0.45 0.24
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 4.4
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 7.5 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 11/11/2024 Alt B 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) 166 730 479 489 291 293 867 540 218 146 292 190 Future Volume (vph) 166 730 479 489 291 293 867 540 218 146 292 190 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 4.0 5.3 5.3 4.0 4.0 4.0 5.2 5.2 5.2 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 1.00 1.00 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 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 1583 3433 3539 1583 3433 1863 1583 1770 3539 1561 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 1583 3433 3539 1583 3433 1863 1583 1770 3539 1561 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) 175 768 504 515 306 308 913 568 229 154 307 200 RTOR Reduction (vph) 0 0 364 0 0 221 0 0 125 0 0 177
Lane Group Flow (vph) 175 768 140 515 306 87 913 568 104 154 307 23 Confl. Bikes (#/hr) 1
Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 5 2 1 6 7 4 3 8
Permitted Phases 2 6 4 8
Actuated Green, G (s) 20.8 36.1 36.1 20.8 36.8 36.8 39.7 41.6 41.6 13.3 15.2 15.2 Effective Green, g (s) 20.8 36.1 36.1 20.8 36.8 36.8 39.7 41.6 41.6 13.3 15.2 15.2 Actuated g/C Ratio 0.16 0.28 0.28 0.16 0.28 0.28 0.31 0.32 0.32 0.10 0.12 0.12 Clearance Time (s) 3.0 5.0 5.0 4.0 5.3 5.3 4.0 4.0 4.0 5.2 5.2 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 2.0 Lane Grp Cap (vph) 283 982 439 549 1001 448 1048 596 506 181 413 182 v/s Ratio Prot 0.10 c0.22 c0.15 0.09 c0.27 c0.30 0.09 0.09 v/s Ratio Perm 0.09 0.06 0.07 0.01
v/c Ratio 0.62 0.78 0.32 0.94 0.31 0.19 0.87 0.95 0.21 0.85 0.74 0.13 Uniform Delay, d1 50.9 43.3 37.2 54.0 36.6 35.4 42.7 43.2 32.2 57.4 55.5 51.5 Progression Factor 1.15 0.95 2.12 0.93 0.54 1.34 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 5.5 1.7 22.5 0.7 0.9 7.8 25.4 0.1 28.9 6.2 0.1 Delay (s) 61.0 46.4 80.6 72.4 20.6 48.2 50.6 68.6 32.2 86.3 61.7 51.6 Level of Service E D F E C D D E C F E D
Approach Delay (s) 60.1 51.8 54.1 64.4
Approach LOS E D D E
Intersection Summary
HCM 2000 Control Delay 56.7 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) 18.2 Intersection Capacity Utilization 86.1% 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 11/11/2024 Alt B 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 1447 135 233 0 441 Future Volume (vph) 65 25 0 0 126 172 180 1447 135 233 0 441 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.6 3.6 3.6 3.6 3.6 5.2 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 0.97 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.99 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1863 1863 1583 1770 3494 3433 1583 Flt Permitted 0.51 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 950 1863 1863 1583 1770 3494 3433 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 68 26 0 0 133 181 189 1523 142 245 0 464 RTOR Reduction (vph) 0 0 0 0 0 160 0 4 0 0 0 409
Lane Group Flow (vph) 68 26 0 0 133 21 189 1661 0 245 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) 9.6 9.6 9.6 9.6 66.9 51.4 9.9 9.9 Effective Green, g (s) 9.6 9.6 9.6 9.6 66.9 51.4 9.9 9.9 Actuated g/C Ratio 0.11 0.11 0.11 0.11 0.80 0.61 0.12 0.12 Clearance Time (s) 3.6 3.6 3.6 3.6 3.6 5.2 4.0 4.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 2.0 2.0
Lane Grp Cap (vph) 108 213 213 181 1414 2145 406 187
v/s Ratio Prot 0.01 0.07 0.11 c0.48 c0.07
v/s Ratio Perm c0.07 0.01 0.03
v/c Ratio 0.63 0.12 0.62 0.11 0.13 0.77 0.60 0.29
Uniform Delay, d1 35.4 33.3 35.3 33.2 1.9 11.9 35.0 33.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.0 0.1 4.1 0.1 0.0 1.6 1.7 0.3
Delay (s) 43.4 33.4 39.4 33.3 1.9 13.5 36.8 34.0
Level of Service D C D C A B D C
Approach Delay (s) 40.6 35.9 12.3 35.0
Approach LOS D D B C
Intersection Summary
HCM 2000 Control Delay 21.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 83.7 Sum of lost time (s) 12.8 Intersection Capacity Utilization 78.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
6: Oakmont Dr/Callan Blvd & Westborough Blvd #1 11/11/2024 Alt B 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 5 0 0 31 0 0 0 53 0 0 135
Lane Group Flow (vph) 143 437 0 85 1142 0 0 166 7 282 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 56.7 12.5 58.7 16.2 16.2 25.3 25.3 25.3 Effective Green, g (s) 10.5 56.7 12.5 58.7 16.2 16.2 25.3 25.3 25.3 Actuated g/C Ratio 0.08 0.44 0.10 0.45 0.12 0.12 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 1519 170 1514 226 194 344 362 303 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 0.29 0.50 0.75 0.73 0.04 0.82 0.26 0.11
Uniform Delay, d1 59.8 23.6 55.8 29.6 54.8 50.0 50.2 44.4 43.1 Progression Factor 0.92 0.96 0.66 0.23 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 64.6 0.3 0.7 2.9 10.2 0.0 13.4 0.1 0.1 Delay (s) 119.3 23.1 37.7 9.8 65.0 50.1 63.6 44.6 43.1
Level of Service F C D A E D E D D
Approach Delay (s) 46.6 11.7 61.0 54.0
Approach LOS D B E D
Intersection Summary
HCM 2000 Control Delay 32.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.3 Intersection Capacity Utilization 73.4% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
7: Galway Dr & Westborough Blvd #1 11/11/2024
Alt B 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) 6.8 84.4 10.9 88.5 19.9 19.9 20.1 Effective Green, g (s) 6.8 84.4 10.9 88.5 19.9 19.9 20.1 Actuated g/C Ratio 0.05 0.65 0.08 0.68 0.15 0.15 0.15
Clearance Time (s) 4.5 5.1 4.5 5.1 5.2 5.2 5.0
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 92 2296 148 2348 270 239 217
v/s Ratio Prot c0.02 0.20 0.05 c0.41
v/s Ratio Perm 0.01 0.00 c0.12
v/c Ratio 0.45 0.31 0.57 0.60 0.07 0.03 0.78
Uniform Delay, d1 59.8 10.0 57.3 11.2 47.1 46.8 52.9
Progression Factor 0.63 0.37 1.41 0.18 1.00 1.00 1.00
Incremental Delay, d2 1.2 0.3 2.0 0.8 0.0 0.0 15.5
Delay (s) 38.6 4.0 82.5 2.7 47.1 46.8 68.3
Level of Service D A F A D D E
Approach Delay (s) 5.9 7.2 46.9 68.3
Approach LOS A A D E
Intersection Summary
HCM 2000 Control Delay 12.3 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 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 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) 126 612 87 42 168 1239 438 45 55 185 514 52 Future Volume (vph) 126 612 87 42 168 1239 438 45 55 185 514 52 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.1 4.5 5.1 5.1 5.1 5.1 5.1 5.1 5.1 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.91 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 Satd. Flow (prot) 1770 3467 1770 3539 1529 1770 1863 1583 1610 3255 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 Satd. Flow (perm) 1770 3467 1770 3539 1529 1770 1863 1583 1610 3255 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 133 644 92 44 177 1304 461 47 58 195 541 55 RTOR Reduction (vph) 0 7 0 0 0 0 170 0 0 181 0 0
Lane Group Flow (vph) 133 729 0 0 221 1304 291 47 58 14 270 326 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) 15.9 56.3 19.5 59.9 59.9 9.5 9.5 9.5 24.9 24.9 Effective Green, g (s) 15.9 56.3 19.5 59.9 59.9 9.5 9.5 9.5 24.9 24.9 Actuated g/C Ratio 0.12 0.43 0.15 0.46 0.46 0.07 0.07 0.07 0.19 0.19 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) 216 1501 265 1630 704 129 136 115 308 623 v/s Ratio Prot c0.08 0.21 0.12 c0.37 0.03 c0.03 c0.17 0.10 v/s Ratio Perm 0.19 0.01
v/c Ratio 0.62 0.49 0.83 0.80 0.41 0.36 0.43 0.12 0.88 0.52 Uniform Delay, d1 54.2 26.5 53.7 29.9 23.3 57.4 57.6 56.4 51.1 47.2 Progression Factor 0.87 0.65 0.82 0.75 0.71 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.5 1.1 10.5 2.2 0.9 0.6 0.8 0.2 22.6 0.4 Delay (s) 50.4 18.3 54.5 24.7 17.6 58.0 58.4 56.5 73.7 47.6 Level of Service D B D C B E E E E D
Approach Delay (s) 23.2 26.4 57.1 56.2
Approach LOS C C E E
Intersection Summary
HCM 2000 Control Delay 33.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.8 Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
8: Gellert Blvd & Westborough Blvd #1 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A 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) 119
Lane Group Flow (vph) 28
Confl. Peds. (#/hr) 1
Confl. Bikes (#/hr)
Turn Type Perm
Protected Phases
Permitted Phases 8
Actuated Green, G (s) 24.9
Effective Green, g (s) 24.9
Actuated g/C Ratio 0.19
Clearance Time (s) 5.1
Vehicle Extension (s) 2.0
Lane Grp Cap (vph) 299
v/s Ratio Prot
v/s Ratio Perm 0.02
v/c Ratio 0.09
Uniform Delay, d1 43.3
Progression Factor 1.00
Incremental Delay, d2 0.1
Delay (s) 43.3
Level of Service D
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis
9: I-280 SB On Ramp/I-280 SB Off Ramp & Westborough Blvd #1 11/11/2024 Alt B 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) 0 822 531 0 1348 0 0 0 0 553 30 539 Future Volume (vph) 0 822 531 0 1348 0 0 0 0 553 30 539 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.6 4.6 4.6
Lane Util. Factor 0.95 1.00 0.95 0.95 0.95 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 0.96 1.00
Satd. Flow (prot) 3539 1583 3539 1681 1694 1583
Flt Permitted 1.00 1.00 1.00 0.95 0.96 1.00
Satd. Flow (perm) 3539 1583 3539 1681 1694 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) 0 865 559 0 1419 0 0 0 0 582 32 567
RTOR Reduction (vph) 0 0 271 0 0 0 0 0 0 0 0 17
Lane Group Flow (vph) 0 865 288 0 1419 0 0 0 0 308 306 550 Turn Type NA Perm NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 2 4
Actuated Green, G (s) 33.5 33.5 33.5 22.4 22.4 22.4
Effective Green, g (s) 33.5 33.5 33.5 22.4 22.4 22.4
Actuated g/C Ratio 0.52 0.52 0.52 0.34 0.34 0.34
Clearance Time (s) 4.5 4.5 4.5 4.6 4.6 4.6
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 1823 815 1823 579 583 545
v/s Ratio Prot 0.24 c0.40 0.18 0.18
v/s Ratio Perm 0.18 c0.35
v/c Ratio 0.47 0.35 0.78 0.53 0.52 1.01
Uniform Delay, d1 10.1 9.3 12.7 17.1 17.0 21.3
Progression Factor 0.49 1.18 0.84 1.00 1.00 1.00
Incremental Delay, d2 0.8 1.0 2.4 0.5 0.4 40.8
Delay (s) 5.7 12.0 13.2 17.6 17.4 62.1
Level of Service A B B B B E
Approach Delay (s) 8.2 13.2 0.0 38.9
Approach LOS A B A D
Intersection Summary
HCM 2000 Control Delay 19.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 65.0 Sum of lost time (s) 9.1 Intersection Capacity Utilization 78.2% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
10: W. Orange Avenue/Camaritas Avenue & Westborough Blvd/Chestnut Ave #1 11/11/2024 Alt B 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 1 6 4 4 3 3
Permitted Phases 6 3
Actuated Green, G (s) 8.4 78.5 8.5 79.6 79.6 8.1 8.1 15.3 15.3 15.3 Effective Green, g (s) 8.4 78.5 8.5 79.6 79.6 8.1 8.1 15.3 15.3 15.3 Actuated g/C Ratio 0.06 0.60 0.07 0.61 0.61 0.06 0.06 0.12 0.12 0.12 Clearance Time (s) 4.5 5.8 4.5 4.8 4.8 4.6 4.6 4.7 4.7 4.7 Vehicle Extension (s) 3.0 4.0 3.0 4.0 4.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 114 2035 115 2105 957 110 103 197 201 183 v/s Ratio Prot 0.03 c0.33 0.03 c0.26 c0.03 0.01 c0.08 0.08 v/s Ratio Perm 0.19 0.01
v/c Ratio 0.46 0.54 0.39 0.43 0.31 0.43 0.15 0.64 0.64 0.11 Uniform Delay, d1 58.6 15.1 58.3 13.3 12.1 58.7 57.7 54.8 54.7 51.3 Progression Factor 1.08 0.64 0.66 0.43 0.37 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.1 0.7 1.7 0.5 0.7 2.7 0.7 7.0 6.8 0.3 Delay (s) 65.2 10.4 40.2 6.2 5.1 61.4 58.4 61.8 61.6 51.6 Level of Service E B D A A E E E E D
Approach Delay (s) 12.9 7.0 60.0 57.6
Approach LOS B A E E
Intersection Summary
HCM 2000 Control Delay 18.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
11: El Camino Real & Westborough Blvd/Chestnut Ave #1 11/11/2024 Alt B 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 1.23 0.45 0.45 0.73 0.78 1.19 0.62 0.41 0.55 Incremental Delay, d2 38.2 1.4 1.7 12.3 5.0 0.1 5.7 1.0 0.9 Delay (s) 106.2 21.6 21.6 53.6 42.6 48.8 36.0 13.3 15.6 Level of Service F C C D D D D B B
Approach Delay (s) 37.7 46.8 22.3
Approach LOS D D C
Intersection Summary
HCM 2000 Control Delay 34.6 HCM 2000 Level of Service C 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 11/11/2024 Alt B 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 0.91 0.89 0.64
Incremental Delay, d2 1.7 1.6 0.5
Delay (s) 51.1 35.5 21.4
Level of Service D D C
Approach Delay (s) 36.6
Approach LOS D
Intersection Summary
HCM Signalized Intersection Capacity Analysis
12: Antoinette Lane & Westborough Blvd/Chestnut Ave #1/Westborough Blvd/Chestnut Ave 11/11/2024 Alt B 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 0.85 0.55 0.85 0.51 1.00 1.00
Incremental Delay, d2 4.0 0.8 5.6 0.2 9.4 0.8
Delay (s) 56.8 7.5 53.6 3.2 62.8 51.2
Level of Service E A D A E D
Approach Delay (s) 8.2 9.1 62.8 51.2
Approach LOS A A E D
Intersection Summary
HCM 2000 Control Delay 14.7 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
19: I-280 NB On-Ramp 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report

Movement WBL WBR SEL SET NWT NWR
Lane Configurations
Traffic Volume (vph) 0 586 0 0 59 0
Future Volume (vph) 0 586 0 0 59 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.88 1.00
Frt 0.85 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 2787 1863
Flt Permitted 1.00 1.00
Satd. Flow (perm) 2787 1863
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 0 617 0 0 62 0
RTOR Reduction (vph) 0 558 0 0 0 0
Lane Group Flow (vph) 0 59 0 0 62 0
Turn Type Perm NA
Protected Phases 2
Permitted Phases 8
Actuated Green, G (s) 5.0 39.0
Effective Green, g (s) 5.0 39.0
Actuated g/C Ratio 0.10 0.75
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 267 1397
v/s Ratio Prot c0.03
v/s Ratio Perm c0.02
v/c Ratio 0.22 0.04
Uniform Delay, d1 21.7 1.7
Progression Factor 1.00 1.00
Incremental Delay, d2 0.2 0.1
Delay (s) 21.9 1.7
Level of Service C A
Approach Delay (s) 21.9 0.0 1.7
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 20.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.06
Actuated Cycle Length (s) 52.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 50.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
30: Junipero Serra Blvd #2 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report

Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (vph) 0 1684 0 0 0 0 0 0 0 0 674 0
Future Volume (vph) 0 1684 0 0 0 0 0 0 0 0 674 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 0.95
Frt 1.00 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 3539 3539
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3539 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) 0 1773 0 0 0 0 0 0 0 0 709 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0
Lane Group Flow (vph) 0 1773 0 0 0 0 0 0 0 0 709 0
Turn Type NA NA
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 30.0 22.0
Effective Green, g (s) 30.0 22.0
Actuated g/C Ratio 0.50 0.37
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1769 1297
v/s Ratio Prot c0.50 c0.20
v/s Ratio Perm
v/c Ratio 1.00 0.55
Uniform Delay, d1 15.0 15.0
Progression Factor 1.00 0.71
Incremental Delay, d2 21.9 1.4
Delay (s) 36.9 12.1
Level of Service D B
Approach Delay (s) 36.9 0.0 0.0 12.1
Approach LOS D A A B
Intersection Summary
HCM 2000 Control Delay 29.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 71.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
61: Junipero Serra Blvd #2 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report

Movement NBL NBR SET SER NWL NWT
Lane Configurations
Traffic Volume (vph) 1625 0 674 0 0 0
Future Volume (vph) 1625 0 674 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.97 0.95
Frt 1.00 1.00
Flt Protected 0.95 1.00
Satd. Flow (prot) 3433 3539
Flt Permitted 0.95 1.00
Satd. Flow (perm) 3433 3539
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 1711 0 709 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 1711 0 709 0 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 30.0 22.0
Effective Green, g (s) 30.0 22.0
Actuated g/C Ratio 0.50 0.37
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1716 1297
v/s Ratio Prot c0.50 c0.20
v/s Ratio Perm
v/c Ratio 1.00 0.55
Uniform Delay, d1 15.0 15.0
Progression Factor 1.47 1.00
Incremental Delay, d2 5.8 1.7
Delay (s) 27.8 16.7
Level of Service C B
Approach Delay (s) 27.8 16.7 0.0
Approach LOS C B A
Intersection Summary
HCM 2000 Control Delay 24.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 71.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 11/11/2024 Alt B 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 32 0 60 0 0 12 0 0 17 0
Lane Group Flow (vph) 185 409 207 266 735 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 40.1 14.0 32.2 Effective Green, g (s) 15.8 42.4 63.9 17.0 43.6 21.5 40.1 14.0 32.2 Actuated g/C Ratio 0.12 0.33 0.49 0.13 0.34 0.17 0.31 0.11 0.25 Clearance Time (s) 3.0 4.6 3.5 3.0 4.6 3.5 5.9 3.0 5.8
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 215 1022 700 231 1116 567 1063 190 849 v/s Ratio Prot c0.10 0.13 0.05 c0.15 c0.22 c0.17 c0.28 0.10 0.23 v/s Ratio Perm 0.10
v/c Ratio 0.86 0.40 0.30 1.15 0.66 1.05 0.91 0.95 0.93
Uniform Delay, d1 56.0 34.0 19.7 56.5 36.9 54.2 43.2 57.7 47.8 Progression Factor 1.00 1.00 1.00 0.66 0.40 1.00 1.00 1.00 1.00 Incremental Delay, d2 27.0 1.2 0.1 98.4 2.3 53.0 11.0 51.1 16.3 Delay (s) 83.0 35.1 19.7 135.5 16.9 107.3 54.2 108.7 64.1 Level of Service F D B F B F D F E
Approach Delay (s) 40.6 46.7 74.3 72.2
Approach LOS D D E E
Intersection Summary
HCM 2000 Control Delay 60.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.92
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 B 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 1426 1770 3329 3433 3448 1770 3431 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 3132 1426 1770 3329 3433 3448 1770 3431 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 185 285 478 266 507 288 598 824 155 181 643 164 RTOR Reduction (vph) 0 111 52 0 59 0 0 12 0 0 18 0
Lane Group Flow (vph) 185 413 187 266 736 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) 17.0 33.4 58.5 22.0 38.4 25.1 42.4 15.7 32.6 Effective Green, g (s) 17.0 33.4 58.5 22.0 38.4 25.1 42.4 15.7 32.6 Actuated g/C Ratio 0.13 0.26 0.45 0.17 0.30 0.19 0.33 0.12 0.25 Clearance Time (s) 3.0 4.6 3.5 3.0 4.6 3.5 5.9 3.0 5.8
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 231 804 641 299 983 662 1124 213 860 v/s Ratio Prot c0.10 0.13 0.06 c0.15 c0.22 c0.17 0.28 0.10 c0.23 v/s Ratio Perm 0.07
v/c Ratio 0.80 0.51 0.29 0.89 0.75 0.90 0.86 0.85 0.92
Uniform Delay, d1 54.9 41.4 22.6 52.8 41.4 51.3 41.0 56.0 47.4 Progression Factor 1.00 1.00 1.00 0.71 0.45 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.9 2.3 0.1 20.0 3.9 15.4 6.7 24.9 14.1 Delay (s) 71.7 43.7 22.7 57.5 22.5 66.7 47.7 80.9 61.5
Level of Service E D C E C E D F E
Approach Delay (s) 43.9 31.3 54.9 65.1
Approach LOS D C D E
Intersection Summary
HCM 2000 Control Delay 49.3 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) 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 11/11/2024 Alt B 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 0.30 0.86 0.15 0.56 0.82 0.69 0.72 0.31 0.90 0.61 0.54 Control Delay 20.4 37.4 30.4 36.3 13.9 73.7 72.0 2.5 78.2 54.0 9.6 Queue Delay 1.5 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.9 39.2 30.4 36.3 13.9 73.7 72.0 2.5 78.2 54.0 9.6 Queue Length 50th (ft) 93 337 31 191 54 109 94 0 258 153 0 Queue Length 95th (ft) 132 #427 52 243 #330 174 #144 0 #406 214 79 Internal Link Dist (ft) 115 884 703 511
Turn Bay Length (ft) 330 450 280 200 550 150
Base Capacity (vph) 911 932 973 1003 812 242 299 311 390 636 504 Starvation Cap Reductn 459 46 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.60 0.91 0.15 0.56 0.82 0.55 0.72 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 11/11/2024
Alt B 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 93 162 340 443 158 148 399 271 v/c Ratio 0.63 0.24 0.36 0.46 0.58 0.92 0.40 0.26 0.57 0.46 0.46 Control Delay 42.6 28.7 8.0 37.7 28.3 62.5 21.0 5.3 37.3 23.7 5.9 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 42.6 28.7 8.0 37.7 28.3 62.5 21.0 5.3 37.3 23.7 5.9 Queue Length 50th (ft) 62 33 0 37 43 141 75 0 58 73 0
Queue Length 95th (ft) #158 77 48 87 103 #341 134 41 121 121 53 Internal Link Dist (ft) 157 116 2322 306
Turn Bay Length (ft) 100 200 200 200
Base Capacity (vph) 263 860 814 263 826 369 1160 625 369 1160 701 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 0.60 0.10 0.19 0.35 0.20 0.92 0.38 0.25 0.40 0.34 0.39 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 11/11/2024
Alt B 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 65 598
v/c Ratio 0.35 0.15 0.52 0.24 0.23
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 25
Queue Length 95th (ft) 73 22 197 50 51
Internal Link Dist (ft) 98 397 2322
Turn Bay Length (ft) 60
Base Capacity (vph) 960 880 2225 436 3089
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.12 0.05 0.47 0.15 0.19
Intersection Summary
Queues
4: Junipero Serra Blvd #2 & Westborough Blvd #1 11/11/2024 Alt B 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) 175 768 504 515 306 308 913 568 229 154 307 200 v/c Ratio 0.62 0.78 0.63 0.94 0.30 0.46 0.87 0.95 0.36 0.86 0.75 0.56 Control Delay 68.1 47.3 10.4 75.3 21.1 7.6 53.0 70.3 9.4 95.3 66.9 13.1 Queue Delay 0.0 0.0 0.2 0.0 0.0 0.0 8.6 46.4 0.0 0.0 0.0 0.0 Total Delay 68.1 47.3 10.6 75.3 21.1 7.6 61.6 116.7 9.4 95.3 66.9 13.1 Queue Length 50th (ft) 146 301 77 237 89 58 368 460 26 129 133 0 Queue Length 95th (ft) 227 385 153 #330 151 174 #490 #681 89 #247 181 71 Internal Link Dist (ft) 358 826 238 72
Turn Bay Length (ft) 250 350 130 200 500 350
Base Capacity (vph) 285 985 804 554 1004 670 1065 616 646 188 484 386 Starvation Cap Reductn 0 0 35 0 0 0 130 116 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 0.61 0.78 0.66 0.93 0.30 0.46 0.98 1.14 0.35 0.82 0.63 0.52 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 11/11/2024 Alt B 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 1665 245 464
v/c Ratio 0.63 0.12 0.63 0.53 0.13 0.78 0.60 0.78
Control Delay 61.7 35.2 49.5 11.9 2.3 15.5 42.2 14.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 61.7 35.2 49.5 11.9 2.3 15.5 42.2 14.1
Queue Length 50th (ft) 36 13 70 0 15 301 64 0
Queue Length 95th (ft) #81 36 127 57 36 455 106 #127
Internal Link Dist (ft) 112 81 603
Turn Bay Length (ft) 1000 500
Base Capacity (vph) 437 857 857 826 1471 2214 452 611
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 0.16 0.03 0.16 0.22 0.13 0.75 0.54 0.76 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
6: Oakmont Dr/Callan Blvd & Westborough Blvd #1 11/11/2024 Alt B 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 0.29 0.50 0.76 0.73 0.22 0.82 0.26 0.38
Control Delay 119.4 24.9 45.8 11.9 72.9 4.2 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 119.4 24.9 45.8 11.9 72.9 4.2 68.4 44.3 8.2 Queue Length 50th (ft) ~113 83 75 30 137 0 231 69 0
Queue Length 95th (ft) m#196 m188 m123 #304 205 13 306 110 56 Internal Link Dist (ft) 633 516 713 608
Turn Bay Length (ft) 145 125 80 125 125
Base Capacity (vph) 142 1521 170 1544 406 423 410 432 491 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 0.29 0.50 0.76 0.41 0.14 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 11/11/2024
Alt B 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 0.36 0.31 0.57 0.59 0.07 0.14 0.79
Control Delay 44.8 4.5 89.9 2.9 44.0 0.9 72.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.8 4.5 89.9 2.9 44.0 0.9 72.1
Queue Length 50th (ft) 35 41 69 38 13 0 138
Queue Length 95th (ft) m53 50 m82 38 34 0 207
Internal Link Dist (ft) 805 1301 226 482
Turn Bay Length (ft) 130 125 40
Base Capacity (vph) 115 2297 187 2378 473 489 388
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.36 0.31 0.45 0.59 0.04 0.09 0.46
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
8: Gellert Blvd & Westborough Blvd #1 11/11/2024
Alt B 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) 133 736 221 1304 461 47 58 195 270 326 147 v/c Ratio 0.62 0.49 0.83 0.80 0.53 0.36 0.43 0.66 0.88 0.52 0.35 Control Delay 58.5 18.8 59.4 26.6 7.2 64.7 66.8 18.7 78.7 49.9 8.9 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 58.5 18.8 59.4 26.6 7.2 64.7 66.8 18.7 78.7 49.9 8.9 Queue Length 50th (ft) 88 261 167 337 63 39 48 0 238 133 0 Queue Length 95th (ft) 166 223 m#222 m#668 m126 77 92 74 #381 183 56 Internal Link Dist (ft) 1301 560 233 336
Turn Bay Length (ft) 145 280 90 155 155
Base Capacity (vph) 216 1507 265 1629 874 352 371 471 345 698 450 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 0.49 0.83 0.80 0.53 0.13 0.16 0.41 0.78 0.47 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
9: I-280 SB On Ramp/I-280 SB Off Ramp & Westborough Blvd #1 11/11/2024 Alt B PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report

Lane Group EBT EBR WBT SBL SBT SBR
Lane Group Flow (vph) 865 559 1419 308 306 567
v/c Ratio 0.47 0.51 0.78 0.53 0.52 1.01
Control Delay 5.8 2.3 13.3 21.2 21.0 64.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 5.8 2.3 13.3 21.2 21.0 64.2
Queue Length 50th (ft) 36 9 217 101 100 ~216
Queue Length 95th (ft) 67 m6 305 174 172 #415
Internal Link Dist (ft) 344 84 627
Turn Bay Length (ft)
Base Capacity (vph) 1823 1086 1823 579 583 562
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.47 0.51 0.78 0.53 0.52 1.01
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
10: W. Orange Avenue/Camaritas Avenue & Westborough Blvd/Chestnut Ave #1 11/11/2024 Alt B 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 0.38 0.53 0.32 0.42 0.38 0.35 0.27 0.64 0.64 0.52 Control Delay 66.8 11.4 42.3 6.9 2.5 64.1 32.2 68.8 68.6 12.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.8 11.4 42.3 6.9 2.5 64.1 32.2 68.8 68.6 12.6 Queue Length 50th (ft) 41 472 31 33 0 39 11 109 110 0
Queue Length 95th (ft) m47 544 m52 m152 m69 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) 141 2088 142 2154 1091 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 0.38 0.53 0.32 0.42 0.38 0.11 0.09 0.34 0.34 0.36 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
11: El Camino Real & Westborough Blvd/Chestnut Ave #1 11/11/2024 Alt B 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 107.1 23.5 13.1 58.7 45.1 11.3 38.9 13.9 4.0 55.8 36.9 4.8 Queue Delay 0.0 0.0 0.8 0.0 0.6 0.2 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 107.1 23.5 14.0 58.7 45.7 11.5 38.9 13.9 4.0 55.8 36.9 4.8 Queue Length 50th (ft) 185 131 115 139 260 34 237 193 64 104 172 0 Queue Length 95th (ft) #370 164 67 #155 316 102 258 193 44 150 255 31 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 82 0 199 103 0 0 0 0 0 0
Spillback Cap Reductn 0 23 0 0 0 0 0 0 2 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.93 0.49 0.72 0.78 0.68 0.32 0.81 0.48 0.44 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 11/11/2024 Alt B 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 51.6 8.1 63.4 3.3 46.4 21.5
Queue Delay 0.0 0.5 0.0 0.0 0.1 0.0
Total Delay 51.6 8.6 63.4 3.3 46.5 21.6
Queue Length 50th (ft) 13 142 69 14 64 27
Queue Length 95th (ft) m26 207 m119 125 141 83
Internal Link Dist (ft) 225 471 499 255
Turn Bay Length (ft) 165
Base Capacity (vph) 115 2157 228 3679 370 486
Starvation Cap Reductn 0 565 0 0 0 0
Spillback Cap Reductn 0 0 0 379 6 6
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.14 0.70 0.50 0.26 0.47 0.27
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
19: I-280 NB On-Ramp 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report

Lane Group WBR NWT
Lane Group Flow (vph) 617 62
v/c Ratio 0.36 0.04
Control Delay 0.6 1.8
Queue Delay 0.0 0.0
Total Delay 0.6 1.8
Queue Length 50th (ft) 0 3
Queue Length 95th (ft) 0 8
Internal Link Dist (ft) 546
Turn Bay Length (ft)
Base Capacity (vph) 2098 1397
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.29 0.04
Intersection Summary
Queues
30: Junipero Serra Blvd #2 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report

Lane Group NBT SWT
Lane Group Flow (vph) 1773 709
v/c Ratio 1.00 0.55
Control Delay 39.3 12.4
Queue Delay 0.0 0.0
Total Delay 39.3 12.4
Queue Length 50th (ft) ~313 36
Queue Length 95th (ft) #489 91
Internal Link Dist (ft) 612 862
Turn Bay Length (ft)
Base Capacity (vph) 1769 1297
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 1.00 0.55
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
61: Junipero Serra Blvd #2 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report

Lane Group NBL SET
Lane Group Flow (vph) 1711 709
v/c Ratio 1.00 0.55
Control Delay 29.3 17.0
Queue Delay 0.0 0.0
Total Delay 29.3 17.0
Queue Length 50th (ft) 264 103
Queue Length 95th (ft) m264 151
Internal Link Dist (ft) 350 88
Turn Bay Length (ft)
Base Capacity (vph) 1716 1297
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 1.00 0.55
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 11/11/2024 Alt B 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 0.32 1.15 0.68 1.05 0.91 0.95 0.93
Control Delay 89.7 24.5 8.9 134.3 15.6 104.6 55.6 111.5 64.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 89.7 24.5 8.9 134.3 15.6 104.6 55.6 111.5 64.4 Queue Length 50th (ft) 153 129 56 ~268 223 ~283 406 154 339 Queue Length 95th (ft) #275 186 95 m#413 116 #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 1138 744 231 1176 567 1101 190 893 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.80 0.46 0.32 1.15 0.68 1.05 0.89 0.95 0.90 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

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

Queues
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 11/08/2024 Alt B 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 0.80 0.57 0.34 0.89 0.76 0.90 0.86 0.85 0.92
Control Delay 79.9 33.7 8.7 62.0 21.2 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 79.9 33.7 8.7 62.0 21.2 68.9 49.0 87.8 62.1 Queue Length 50th (ft) 153 159 46 190 284 252 391 150 335 Queue Length 95th (ft) #275 226 84 m#322 259 #342 479 #265 #441 Internal Link Dist (ft) 499 256 697 681
Turn Bay Length (ft) 220 100 250 330 270
Base Capacity (vph) 231 915 718 326 1042 699 1181 231 920 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.80 0.57 0.33 0.82 0.76 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
11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 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 24.9 64.8 0.33 18.5 C
Galway Dr III 33 33.7 4.5 38.2 0.28 26.4 B
Gellert Blvd III 35 31.4 18.8 50.2 0.26 18.8 C
I-280 SB On Ramp III 35 24.2 5.8 30.0 0.20 24.2 B
Junipero Serra Blvd III 33 15.4 47.3 62.7 0.11 6.5 F
W. Orange Avenue III 33 103.6 11.4 115.0 0.94 29.3 B
El Camino Real III 30 16.4 23.5 39.9 0.12 10.5 E
Antoinette Lane III 30 9.0 8.1 17.1 0.06 12.2 E
Total III 273.6 144.3 417.9 2.30 19.8 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 45.1 54.1 0.06 3.8 F
Camaritas Avenue III 30 16.4 6.9 23.3 0.12 18.0 D
Junipero Serra Blvd III 33 100.6 21.1 121.7 0.94 27.7 B I-280 SB Off Ramp III 31 16.1 13.3 29.4 0.11 14.0 E
Gellert Blvd III 35 24.2 26.6 50.8 0.20 14.3 D
Galway Dr III 35 31.4 2.9 34.3 0.26 27.5 B
Callan Blvd III 32 35.6 11.9 47.5 0.28 21.3 C
Skyline Blvd III 34 39.9 15.6 55.5 0.33 21.6 C
Total III 273.2 143.4 416.6 2.30 19.9 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 Junipero Serra Blvd III 30 17.6 39.3 56.9 0.13 8.3 F
Westborough Blvd #1 III 30 13.0 70.4 83.4 0.09 4.0 F
Arroyo Dr III 37 23.4 10.0 33.4 0.20 21.0 C
King Dr III 50 37.3 21.0 58.3 0.45 28.1 B
Clay Ave III 30 68.5 4.8 73.3 0.57 28.0 B
Hickey Blvd III 35 30.1 72.0 102.1 0.25 8.8 F
Total III 189.9 217.5 407.4 1.69 15.0 D
Arterial Level of Service
11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 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 5.4 37.2 0.25 24.3 C
King Dr II 32 65.0 23.7 88.7 0.57 23.2 C
Arroyo Dr II 50 37.3 3.4 40.7 0.45 40.2 A
Westborough Blvd #1 II 32 24.8 66.9 91.7 0.20 7.7 F
Junipero Serra Blvd II 30 13.0 17.0 30.0 0.09 11.0 F
Junipero Serra Blvd II 50 17.8 12.4 30.2 0.18 21.3 D
Avalon Dr II 50 16.6 42.2 58.8 0.17 10.2 F
Total II 206.3 171.0 377.3 1.91 18.2 D
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024
ALTERNATIVE B2 - AM
HCM Signalized Intersection Capacity Analysis
1: Junipero Serra Blvd #2/Junipero Serra Blvd & Hickey Blvd 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0 338 0 0 0 74 0 0
Lane Group Flow (vph) 298 730 0 136 341 57 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 17.2 17.2 17.2 11.5 11.3 11.3 18.7 18.5 Effective Green, g (s) 51.3 51.3 17.2 17.2 17.2 11.5 11.3 11.3 18.7 18.5 Actuated g/C Ratio 0.43 0.43 0.14 0.14 0.14 0.10 0.09 0.09 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 492 507 226 169 333 146 275 545 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 0.67 0.25 0.53 0.59 0.05 0.79 0.55 Uniform Delay, d1 21.5 24.9 45.8 48.7 45.7 51.7 52.2 49.5 48.7 46.9 Progression Factor 0.33 0.41 0.89 0.89 0.38 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 1.1 0.1 2.7 0.2 1.4 1.9 0.1 12.7 0.6 Delay (s) 7.3 11.3 40.7 45.9 17.7 53.0 54.1 49.5 61.4 47.5 Level of Service A B D D B D D D E D
Approach Delay (s) 10.2 32.3 52.8 51.3
Approach LOS B C D D
Intersection Summary
HCM 2000 Control Delay 31.3 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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (vph) 117 1094 561 71 801 133 688 224 273 21 140 500 Future Volume (vph) 117 1094 561 71 801 133 688 224 273 21 140 500 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 4.0 5.3 5.3 5.2 5.2 5.2 5.2 5.2 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 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 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 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3539 1583 3433 3539 1563 3433 1863 1583 1770 3539 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 3539 1583 3433 3539 1563 3433 1863 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) 123 1152 591 75 843 140 724 236 287 22 147 526 RTOR Reduction (vph) 0 0 284 0 0 68 0 0 161 0 0 0
Lane Group Flow (vph) 123 1152 307 75 843 72 724 236 126 0 169 526 Confl. Bikes (#/hr) 1
Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split Split NA Protected Phases 5 2 1 6 7 7 8 8 8
Permitted Phases 2 6 7
Actuated Green, G (s) 12.8 52.6 52.6 4.3 44.8 44.8 31.4 31.4 31.4 22.3 22.3 Effective Green, g (s) 12.8 52.6 52.6 4.3 44.8 44.8 31.4 31.4 31.4 22.3 22.3 Actuated g/C Ratio 0.10 0.40 0.40 0.03 0.34 0.34 0.24 0.24 0.24 0.17 0.17 Clearance Time (s) 3.0 5.0 5.0 4.0 5.3 5.3 5.2 5.2 5.2 5.2 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) 174 1431 640 113 1219 538 829 449 382 303 607 v/s Ratio Prot 0.07 c0.33 0.02 c0.24 c0.21 0.13 0.10 c0.15 v/s Ratio Perm 0.19 0.05 0.08
v/c Ratio 0.71 0.81 0.48 0.66 0.69 0.13 0.87 0.53 0.33 0.56 0.87 Uniform Delay, d1 56.8 34.2 28.6 62.1 36.7 29.3 47.4 42.8 40.6 49.3 52.4 Progression Factor 0.88 0.81 0.73 0.72 0.78 0.92 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.3 4.0 2.1 10.2 3.0 0.5 9.8 0.5 0.2 1.3 12.0 Delay (s) 58.5 31.7 22.9 54.9 31.6 27.5 57.2 43.3 40.8 50.6 64.4 Level of Service E C C D C C E D D D E
Approach Delay (s) 30.7 32.7 50.8 58.4
Approach LOS C C D E
Intersection Summary
HCM 2000 Control Delay 40.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.4 Intersection Capacity Utilization 84.0% 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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement SBR
Lane Configurations
Traffic Volume (vph) 134
Future Volume (vph) 134
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) 141
RTOR Reduction (vph) 117
Lane Group Flow (vph) 24
Confl. Bikes (#/hr)
Turn Type Perm
Protected Phases
Permitted Phases 8
Actuated Green, G (s) 22.3
Effective Green, g (s) 22.3
Actuated g/C Ratio 0.17
Clearance Time (s) 5.2
Vehicle Extension (s) 2.0
Lane Grp Cap (vph) 271
v/s Ratio Prot
v/s Ratio Perm 0.02
v/c Ratio 0.09
Uniform Delay, d1 45.3
Progression Factor 1.00
Incremental Delay, d2 0.1
Delay (s) 45.4
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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 71 63 0 0 180 330 109 975 96 200 0 563 Future Volume (vph) 71 63 0 0 180 330 109 975 96 200 0 563 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 4.0 4.0
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 3492 3433 1583 Flt Permitted 0.49 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 909 1863 1863 1583 1770 3492 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 1026 101 211 0 593 RTOR Reduction (vph) 0 0 0 0 0 222 0 6 0 0 0 513
Lane Group Flow (vph) 75 66 0 0 189 125 115 1121 0 211 0 80 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) 10.2 10.2 10.2 10.2 44.0 30.1 8.3 8.3 Effective Green, g (s) 10.2 10.2 10.2 10.2 44.0 30.1 8.3 8.3 Actuated g/C Ratio 0.17 0.17 0.17 0.17 0.72 0.49 0.14 0.14 Clearance Time (s) 3.6 3.6 3.6 3.6 3.6 5.2 4.0 4.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 2.0 2.0
Lane Grp Cap (vph) 151 309 309 262 1268 1711 464 213
v/s Ratio Prot 0.04 c0.10 0.06 c0.32 c0.06
v/s Ratio Perm 0.08 0.08 0.05
v/c Ratio 0.50 0.21 0.61 0.48 0.09 0.66 0.45 0.38
Uniform Delay, d1 23.3 22.1 23.8 23.2 2.6 11.8 24.5 24.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.1 2.5 0.5 0.0 0.7 0.3 0.4
Delay (s) 24.2 22.3 26.3 23.7 2.6 12.4 24.7 24.6
Level of Service C C C C A B C C
Approach Delay (s) 23.3 24.6 11.5 24.6
Approach LOS C C B C
Intersection Summary
HCM 2000 Control Delay 18.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 61.4 Sum of lost time (s) 12.8 Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
6: Oakmont Dr/Callan Blvd & Westborough Blvd #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0.83 0.72 0.61 0.28 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.4 0.8 7.4 2.5 9.3 0.0 13.2 0.2
Delay (s) 50.6 19.4 41.1 10.8 64.3 50.4 64.4 46.8
Level of Service D B D B E D E D
Approach Delay (s) 24.0 14.3 61.4 55.7
Approach LOS C B E E
Intersection Summary
HCM 2000 Control Delay 28.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0.77 0.62 1.41 0.20 1.00 1.00 1.00
Incremental Delay, d2 1.7 1.1 4.3 0.8 0.1 0.0 18.0
Delay (s) 49.6 14.3 88.3 4.7 33.3 31.8 60.8
Level of Service D B F A C C E
Approach Delay (s) 14.9 9.0 32.6 60.8
Approach LOS B A C E
Intersection Summary
HCM 2000 Control Delay 19.8 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 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (vph) 113 1000 115 49 68 1031 284 25 54 263 628 27 Future Volume (vph) 113 1000 115 49 68 1031 284 25 54 263 628 27 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.1 4.5 5.1 5.1 5.1 5.1 5.1 5.1 5.1 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.91 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 Satd. Flow (prot) 1770 3480 1770 3539 1526 1770 1863 1583 1610 3241 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 3480 1770 3539 1526 1770 1863 1583 1610 3241 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 52 72 1085 299 26 57 277 661 28 RTOR Reduction (vph) 0 5 0 0 0 0 138 0 0 123 0 0
Lane Group Flow (vph) 119 1169 0 0 124 1085 161 26 57 154 330 359 Confl. Peds. (#/hr) 1 9
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) 13.0 52.0 9.5 48.5 48.5 17.0 17.0 17.0 31.7 31.7 Effective Green, g (s) 13.0 52.0 9.5 48.5 48.5 17.0 17.0 17.0 31.7 31.7 Actuated g/C Ratio 0.10 0.40 0.07 0.37 0.37 0.13 0.13 0.13 0.24 0.24 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) 177 1392 129 1320 569 231 243 207 392 790 v/s Ratio Prot 0.07 c0.34 0.07 c0.31 0.01 0.03 c0.20 0.11 v/s Ratio Perm 0.11 c0.10
v/c Ratio 0.67 0.84 0.96 0.82 0.28 0.11 0.23 0.75 0.84 0.45 Uniform Delay, d1 56.4 35.2 60.1 36.8 28.6 49.8 50.7 54.4 46.8 41.8 Progression Factor 0.69 1.05 0.71 0.56 0.50 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.4 5.3 60.6 5.0 1.1 0.1 0.2 12.0 14.5 0.2 Delay (s) 45.5 42.2 103.0 25.5 15.2 49.9 50.8 66.4 61.2 41.9 Level of Service D D F C B D D E E D
Approach Delay (s) 42.5 29.8 62.8 49.7
Approach LOS D C E D
Intersection Summary
HCM 2000 Control Delay 40.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.8 Intersection Capacity Utilization 89.0% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
8: Gellert Blvd & Westborough Blvd #1 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement SBR
Lane Configurations
Traffic Volume (vph) 84
Future Volume (vph) 84
Ideal Flow (vphpl) 1900
Total Lost time (s) 5.1
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) 88
RTOR Reduction (vph) 67
Lane Group Flow (vph) 21
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Turn Type Perm
Protected Phases
Permitted Phases 8
Actuated Green, G (s) 31.7
Effective Green, g (s) 31.7
Actuated g/C Ratio 0.24
Clearance Time (s) 5.1
Vehicle Extension (s) 2.0
Lane Grp Cap (vph) 386
v/s Ratio Prot
v/s Ratio Perm 0.01
v/c Ratio 0.06
Uniform Delay, d1 37.7
Progression Factor 1.00
Incremental Delay, d2 0.0
Delay (s) 37.7
Level of Service D
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis
9: Westborough Blvd #1 & I-280 SB Off Ramp 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1360 580 0 1235 0 0 0 0 412 10 197 Future Volume (vph) 0 1360 580 0 1235 0 0 0 0 412 10 197 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.6 4.6 4.6
Lane Util. Factor 0.95 1.00 0.95 0.95 0.95 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 0.95 1.00
Satd. Flow (prot) 3539 1583 3539 1681 1689 1583
Flt Permitted 1.00 1.00 1.00 0.95 0.95 1.00
Satd. Flow (perm) 3539 1583 3539 1681 1689 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) 0 1432 611 0 1300 0 0 0 0 434 11 207
RTOR Reduction (vph) 0 0 211 0 0 0 0 0 0 0 0 53
Lane Group Flow (vph) 0 1432 400 0 1300 0 0 0 0 221 224 154 Turn Type NA Perm NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 2 4
Actuated Green, G (s) 42.6 42.6 42.6 13.3 13.3 13.3
Effective Green, g (s) 42.6 42.6 42.6 13.3 13.3 13.3
Actuated g/C Ratio 0.66 0.66 0.66 0.20 0.20 0.20
Clearance Time (s) 4.5 4.5 4.5 4.6 4.6 4.6
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 2319 1037 2319 343 345 323
v/s Ratio Prot c0.40 0.37 0.13 c0.13
v/s Ratio Perm 0.25 0.10
v/c Ratio 0.62 0.39 0.56 0.64 0.65 0.48
Uniform Delay, d1 6.5 5.2 6.1 23.7 23.7 22.8
Progression Factor 1.19 5.92 1.22 1.00 1.00 1.00
Incremental Delay, d2 0.8 0.7 0.7 3.1 3.1 0.4
Delay (s) 8.5 31.3 8.1 26.8 26.9 23.2
Level of Service A C A C C C
Approach Delay (s) 15.4 8.1 0.0 25.7
Approach LOS B A A C
Intersection Summary
HCM 2000 Control Delay 14.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 65.0 Sum of lost time (s) 9.1 Intersection Capacity Utilization 56.9% 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 #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 3345 1770 3438 1564 1770 1687 1681 1737 1560 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.98 1.00 Satd. Flow (perm) 1770 3345 1770 3438 1564 1770 1687 1681 1737 1560 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 96 1295 196 40 908 299 26 13 18 106 49 123 RTOR Reduction (vph) 0 5 0 0 0 80 0 17 0 0 0 112
Lane Group Flow (vph) 96 1486 0 40 908 219 26 14 0 76 79 11 Confl. Peds. (#/hr) 1 3 1 1
Confl. Bikes (#/hr) 1 1
Heavy Vehicles (%) 2% 6% 2% 2% 5% 2% 2% 2% 2% 2% 2% 2%
Turn Type Prot NA Prot NA Perm Split NA Split NA Perm
Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 6 3
Actuated Green, G (s) 11.1 82.9 8.4 81.2 81.2 7.4 7.4 11.7 11.7 11.7 Effective Green, g (s) 11.1 82.9 8.4 81.2 81.2 7.4 7.4 11.7 11.7 11.7 Actuated g/C Ratio 0.09 0.64 0.06 0.62 0.62 0.06 0.06 0.09 0.09 0.09 Clearance Time (s) 4.5 5.8 4.5 4.8 4.8 4.6 4.6 4.7 4.7 4.7 Vehicle Extension (s) 3.0 4.0 3.0 4.0 4.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 151 2133 114 2147 976 100 96 151 156 140 v/s Ratio Prot c0.05 c0.44 0.02 0.26 c0.01 0.01 0.05 c0.05 v/s Ratio Perm 0.14 0.01
v/c Ratio 0.64 0.70 0.35 0.42 0.22 0.26 0.15 0.50 0.51 0.08 Uniform Delay, d1 57.5 15.4 58.2 12.4 10.7 58.7 58.3 56.4 56.4 54.2 Progression Factor 0.94 0.29 0.70 0.06 0.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.9 1.3 1.3 0.4 0.4 1.4 0.7 2.6 2.6 0.2 Delay (s) 59.7 5.7 42.2 1.2 0.4 60.1 59.0 59.0 59.0 54.5 Level of Service E A D A A E E E E D
Approach Delay (s) 9.0 2.3 59.5 57.0
Approach LOS A A E E
Intersection Summary
HCM 2000 Control Delay 11.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 71.5% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
11: El Camino Real & Westborough Blvd/Chestnut Ave #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0 203 0 0 81 0 0 205 0 0 47
Lane Group Flow (vph) 246 694 276 331 739 28 441 562 144 187 533 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 38.0 38.0 15.5 32.9 32.9 19.6 46.3 46.3 12.6 39.3 39.3 Effective Green, g (s) 21.6 38.0 38.0 15.5 32.9 32.9 19.6 46.3 46.3 12.6 39.3 39.3 Actuated g/C Ratio 0.17 0.29 0.29 0.12 0.25 0.25 0.15 0.36 0.36 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 1034 456 409 895 395 517 1213 553 332 1479 472 v/s Ratio Prot c0.14 0.20 0.10 c0.21 c0.13 c0.17 0.05 0.11 v/s Ratio Perm 0.18 0.02 0.09 0.01
v/c Ratio 0.84 0.67 0.61 0.81 0.83 0.07 0.85 0.46 0.26 0.56 0.36 0.04 Uniform Delay, d1 52.5 40.5 39.5 55.8 45.8 36.9 53.8 32.3 29.7 56.1 35.5 32.1 Progression Factor 0.71 0.61 0.78 0.72 0.63 0.29 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.0 1.2 1.5 10.2 5.9 0.1 12.5 1.3 1.1 1.5 0.7 0.2 Delay (s) 51.3 26.0 32.2 50.5 34.6 10.9 66.3 33.5 30.8 57.6 36.2 32.2 Level of Service D C C D C B E C C E D C
Approach Delay (s) 32.5 36.9 43.5 40.9
Approach LOS C D D D
Intersection Summary
HCM 2000 Control Delay 38.1 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 85.1% 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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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) 15.2 67.5 20.6 77.8 22.4 22.4
Effective Green, g (s) 15.2 67.5 20.6 77.8 22.4 22.4
Actuated g/C Ratio 0.12 0.52 0.16 0.60 0.17 0.17
Clearance Time (s) 5.1 4.7 5.9 5.9
Vehicle Extension (s) 3.0 3.0 3.5 3.5
Lane Grp Cap (vph) 206 1736 280 2949 228 252
v/s Ratio Prot c0.01 c0.36 c0.05 c0.21
v/s Ratio Perm c0.13 0.00
v/c Ratio 0.11 0.69 0.30 0.35 0.75 0.03
Uniform Delay, d1 51.3 23.5 48.3 13.2 51.1 44.7
Progression Factor 0.73 0.41 1.22 0.43 1.00 1.00
Incremental Delay, d2 0.2 2.0 0.2 0.3 12.9 0.1
Delay (s) 37.5 11.6 59.3 6.0 64.0 44.8
Level of Service D B E A E D
Approach Delay (s) 12.1 10.0 64.0 44.8
Approach LOS B B E D
Intersection Summary
HCM 2000 Control Delay 15.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.5 Intersection Capacity Utilization 73.0% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
19: I-280 NB On-Ramp 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement WBL WBR SEL SET NWT NWR
Lane Configurations
Traffic Volume (vph) 0 369 0 0 191 0
Future Volume (vph) 0 369 0 0 191 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.88 1.00
Frt 0.85 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 2787 1863
Flt Permitted 1.00 1.00
Satd. Flow (perm) 2787 1863
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 0 388 0 0 201 0
RTOR Reduction (vph) 0 351 0 0 0 0
Lane Group Flow (vph) 0 37 0 0 201 0
Turn Type Perm NA
Protected Phases 2
Permitted Phases 8
Actuated Green, G (s) 5.0 39.0
Effective Green, g (s) 5.0 39.0
Actuated g/C Ratio 0.10 0.75
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 267 1397
v/s Ratio Prot c0.11
v/s Ratio Perm c0.01
v/c Ratio 0.14 0.14
Uniform Delay, d1 21.5 1.8
Progression Factor 1.00 1.00
Incremental Delay, d2 0.1 0.2
Delay (s) 21.6 2.0
Level of Service C A
Approach Delay (s) 21.6 0.0 2.0
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 14.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.14
Actuated Cycle Length (s) 52.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 41.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
30: Junipero Serra Blvd #2 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (vph) 0 1376 0 0 0 0 0 0 0 0 763 0
Future Volume (vph) 0 1376 0 0 0 0 0 0 0 0 763 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 0.95
Frt 1.00 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 3539 3539
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3539 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) 0 1448 0 0 0 0 0 0 0 0 803 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0
Lane Group Flow (vph) 0 1448 0 0 0 0 0 0 0 0 803 0
Turn Type NA NA
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 30.0 22.0
Effective Green, g (s) 30.0 22.0
Actuated g/C Ratio 0.50 0.37
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1769 1297
v/s Ratio Prot c0.41 c0.23
v/s Ratio Perm
v/c Ratio 0.82 0.62
Uniform Delay, d1 12.7 15.6
Progression Factor 1.00 2.24
Incremental Delay, d2 4.4 1.8
Delay (s) 17.1 36.7
Level of Service B D
Approach Delay (s) 17.1 0.0 0.0 36.7
Approach LOS B A A D
Intersection Summary
HCM 2000 Control Delay 24.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 60.0 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
61: Junipero Serra Blvd #2 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Movement NBL NBR SET SER NWL NWT
Lane Configurations
Traffic Volume (vph) 1185 0 763 0 0 0
Future Volume (vph) 1185 0 763 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.97 0.95
Frt 1.00 1.00
Flt Protected 0.95 1.00
Satd. Flow (prot) 3433 3539
Flt Permitted 0.95 1.00
Satd. Flow (perm) 3433 3539
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 1247 0 803 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 1247 0 803 0 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 30.0 22.0
Effective Green, g (s) 30.0 22.0
Actuated g/C Ratio 0.50 0.37
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1716 1297
v/s Ratio Prot c0.36 c0.23
v/s Ratio Perm
v/c Ratio 0.73 0.62
Uniform Delay, d1 11.8 15.6
Progression Factor 1.53 1.00
Incremental Delay, d2 1.5 2.2
Delay (s) 19.5 17.8
Level of Service B B
Approach Delay (s) 19.5 17.8 0.0
Approach LOS B B A
Intersection Summary
HCM 2000 Control Delay 18.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 61.6% 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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 58 0 29 0 0 36 0 0 27 0
Lane Group Flow (vph) 179 672 259 164 673 0 275 492 0 209 676 0 Confl. Peds. (#/hr) 1
Confl. Bikes (#/hr) 2
Turn Type Prot NA pm+ov Prot NA Prot NA Prot NA
Protected Phases 3 8 1 7 4 1 6 5 2
Permitted Phases 8
Actuated Green, G (s) 18.1 48.2 68.2 15.4 45.5 20.0 31.5 18.4 29.5 Effective Green, g (s) 18.1 48.2 68.2 15.4 45.5 20.0 31.5 18.4 29.5 Actuated g/C Ratio 0.14 0.37 0.52 0.12 0.35 0.15 0.24 0.14 0.23 Clearance Time (s) 3.0 4.6 3.5 3.0 4.6 3.5 5.9 3.0 5.8
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 246 1193 749 209 1187 528 819 250 769 v/s Ratio Prot c0.10 0.21 0.05 c0.09 c0.20 0.08 c0.15 0.12 c0.20 v/s Ratio Perm 0.13
v/c Ratio 0.73 0.56 0.35 0.78 0.57 0.52 0.60 0.84 0.88
Uniform Delay, d1 53.6 32.5 18.0 55.7 34.3 50.6 43.7 54.3 48.5 Progression Factor 1.00 1.00 1.00 0.93 0.40 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.8 1.9 0.1 12.8 1.5 0.4 0.9 20.0 10.9 Delay (s) 62.3 34.5 18.1 64.4 15.4 51.0 44.5 74.4 59.4
Level of Service E C B E B D D E E
Approach Delay (s) 34.3 24.7 46.8 62.8
Approach LOS C C D E
Intersection Summary
HCM 2000 Control Delay 41.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.71
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 B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 29 0 0 38 0 0 28 0
Lane Group Flow (vph) 179 674 246 164 673 0 275 490 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) 21.0 47.2 67.2 15.9 42.1 20.0 23.2 27.2 30.0 Effective Green, g (s) 21.0 47.2 67.2 15.9 42.1 20.0 23.2 27.2 30.0 Actuated g/C Ratio 0.16 0.36 0.52 0.12 0.32 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) 285 1168 737 216 1098 528 603 370 782 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 0.12
v/c Ratio 0.63 0.58 0.33 0.76 0.61 0.52 0.81 0.56 0.86
Uniform Delay, d1 50.9 33.4 18.3 55.2 37.1 50.6 51.3 46.1 48.0 Progression Factor 1.00 1.00 1.00 0.82 0.44 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.1 2.1 0.1 10.0 2.0 0.4 7.8 1.2 9.4 Delay (s) 54.0 35.4 18.4 55.4 18.2 51.0 59.1 47.3 57.5
Level of Service D D B E B D E D E
Approach Delay (s) 33.7 25.3 56.4 55.1
Approach LOS C C E E
Intersection Summary
HCM 2000 Control Delay 41.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.71
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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0.67 0.70 0.52 0.59 0.27 0.79 0.55 0.36 Control Delay 8.0 12.0 41.0 49.6 8.6 63.1 59.9 2.2 67.9 50.1 7.2 Queue Delay 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.4 12.3 41.0 49.6 8.6 63.1 59.9 2.2 67.9 50.1 7.2 Queue Length 50th (ft) 38 210 37 95 0 67 78 0 162 113 0 Queue Length 95th (ft) 123 318 51 131 39 121 119 0 236 152 39 Internal Link Dist (ft) 115 884 703 511
Turn Bay Length (ft) 330 450 280 200 550 150
Base Capacity (vph) 1468 1498 760 784 658 184 348 305 361 701 433 Starvation Cap Reductn 744 246 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.41 0.59 0.18 0.43 0.60 0.48 0.57 0.27 0.60 0.43 0.31 Intersection Summary
Queues
2: Junipero Serra Blvd #2 & King Dr 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 123 1152 591 75 843 140 724 236 287 169 526 141 v/c Ratio 0.75 0.79 0.63 0.54 0.68 0.23 0.87 0.53 0.53 0.56 0.87 0.36 Control Delay 74.2 32.3 7.4 57.5 31.6 10.0 59.8 47.3 15.4 56.7 68.0 9.9 Queue Delay 0.0 0.6 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.2 32.9 7.7 57.5 31.6 10.0 59.8 47.3 15.4 56.7 68.0 9.9 Queue Length 50th (ft) 101 393 18 28 384 46 299 171 50 130 226 0 Queue Length 95th (ft) #199 503 136 #58 458 91 375 256 139 206 #296 58 Internal Link Dist (ft) 104 826 238 80
Turn Bay Length (ft) 350 130 200 500 350
Base Capacity (vph) 163 1455 931 140 1242 616 866 470 557 324 647 404 Starvation Cap Reductn 0 85 61 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.75 0.84 0.68 0.54 0.68 0.23 0.84 0.50 0.52 0.52 0.81 0.35 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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Lane Group EBL EBT WBT WBR NBL NBT SBL SBR
Lane Group Flow (vph) 75 66 189 347 115 1127 211 593
v/c Ratio 0.50 0.21 0.61 0.72 0.09 0.66 0.46 0.82
Control Delay 35.8 24.0 33.1 16.0 3.3 14.6 28.4 13.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.8 24.0 33.1 16.0 3.3 14.6 28.4 13.8
Queue Length 50th (ft) 26 21 66 27 9 146 37 0
Queue Length 95th (ft) 64 52 125 103 28 261 71 #143
Internal Link Dist (ft) 112 81 603
Turn Bay Length (ft) 1000 500
Base Capacity (vph) 570 1170 1170 1093 1430 1936 561 754 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 0.32 0.08 0.58 0.38 0.79 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
6: Oakmont Dr/Callan Blvd & Westborough Blvd #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 58.8 20.8 51.0 12.4 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 58.8 20.8 51.0 12.4 72.3 1.0 69.6 47.8 4.4
Queue Length 50th (ft) 81 187 119 77 132 0 211 86 0
Queue Length 95th (ft) m153 331 m#198 #413 198 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 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 47.3 15.7 90.8 4.8 31.6 2.0 59.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.3 15.7 90.8 4.8 31.6 2.0 59.9
Queue Length 50th (ft) 16 183 46 11 44 0 298
Queue Length 95th (ft) m24 279 m55 590 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 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 119 1174 124 1085 299 26 57 277 330 359 88 v/c Ratio 0.67 0.84 0.96 0.82 0.42 0.11 0.23 0.84 0.84 0.46 0.18 Control Delay 56.9 43.6 108.1 29.2 6.7 47.1 50.1 48.1 65.5 42.9 1.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.9 43.6 108.1 29.2 6.7 47.1 50.1 48.1 65.5 42.9 1.5 Queue Length 50th (ft) 104 512 97 207 30 20 44 116 290 141 0 Queue Length 95th (ft) m#224 #788 #230 #674 66 44 79 204 394 180 7 Internal Link Dist (ft) 1301 560 233 336
Turn Bay Length (ft) 145 280 90 155 155
Base Capacity (vph) 177 1399 129 1321 707 441 464 500 426 858 523 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 0.67 0.84 0.96 0.82 0.42 0.06 0.12 0.55 0.77 0.42 0.17 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 #1 & I-280 SB Off Ramp 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Lane Group EBT EBR WBT SBL SBT SBR
Lane Group Flow (vph) 1432 611 1300 221 224 207
v/c Ratio 0.62 0.49 0.56 0.64 0.65 0.55
Control Delay 9.0 3.4 8.5 32.6 32.8 21.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 9.0 3.4 8.5 32.6 32.8 21.0
Queue Length 50th (ft) 157 34 306 84 85 48
Queue Length 95th (ft) m240 m98 428 147 149 104
Internal Link Dist (ft) 344 84 627
Turn Bay Length (ft)
Base Capacity (vph) 2319 1248 2319 398 400 426
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 40 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.63 0.49 0.56 0.56 0.56 0.49
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
10: W. Orange Avenue/Camaritas Avenue & Westborough Blvd/Chestnut Ave #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0.70 0.68 0.28 0.41 0.28 0.21 0.23 0.50 0.51 0.49 Control Delay 73.1 6.0 43.5 1.1 0.5 61.2 36.4 67.3 67.2 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 73.1 6.0 43.5 1.1 0.5 61.2 36.4 67.3 67.2 15.7 Queue Length 50th (ft) 86 74 36 7 0 21 10 65 68 0
Queue Length 95th (ft) m119 124 m51 18 m0 52 43 116 120 58 Internal Link Dist (ft) 1072 535 411 745
Turn Bay Length (ft) 140 160 190 130 120
Base Capacity (vph) 142 2184 142 2195 1075 441 434 378 391 447 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.68 0.68 0.28 0.41 0.28 0.06 0.07 0.20 0.20 0.28 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
11: El Camino Real & Westborough Blvd/Chestnut Ave #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0.67 0.73 0.81 0.82 0.22 0.85 0.46 0.46 0.56 0.36 0.12 Control Delay 57.2 27.2 17.1 55.4 36.6 1.9 70.3 35.5 7.5 63.1 38.0 0.4 Queue Delay 0.0 0.0 0.7 0.0 0.8 0.0 0.0 0.0 0.0 0.3 0.0 0.0 Total Delay 57.2 27.2 17.8 55.4 37.4 1.9 70.3 35.5 7.5 63.4 38.0 0.4 Queue Length 50th (ft) 205 280 260 142 317 17 188 196 18 78 131 0 Queue Length 95th (ft) #343 300 399 145 355 1 #270 270 101 119 179 0 Internal Link Dist (ft) 535 225 2015 643
Turn Bay Length (ft) 250 230 110 290 415 255
Base Capacity (vph) 313 1205 720 443 1097 575 522 1213 757 338 1479 580 Starvation Cap Reductn 0 0 60 0 133 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 12 14 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.79 0.58 0.73 0.75 0.77 0.19 0.84 0.46 0.47 0.58 0.36 0.12 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 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 22 1209 83 1029 176 39
v/c Ratio 0.10 0.66 0.37 0.33 0.75 0.11
Control Delay 34.8 10.9 40.3 6.6 67.7 0.6
Queue Delay 0.0 0.5 0.0 0.0 0.0 0.0
Total Delay 34.8 11.4 40.3 6.6 67.7 0.6
Queue Length 50th (ft) 18 180 48 50 137 0
Queue Length 95th (ft) m32 242 68 227 205 0
Internal Link Dist (ft) 225 471 499 255
Turn Bay Length (ft) 165
Base Capacity (vph) 211 1829 258 3077 363 489
Starvation Cap Reductn 0 249 0 0 0 0
Spillback Cap Reductn 0 0 0 285 0 7
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.77 0.32 0.37 0.48 0.08
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
19: I-280 NB On-Ramp 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Lane Group WBR NWT
Lane Group Flow (vph) 388 201
v/c Ratio 0.32 0.14
Control Delay 0.7 2.1
Queue Delay 0.0 0.0
Total Delay 0.7 2.1
Queue Length 50th (ft) 0 11
Queue Length 95th (ft) 0 21
Internal Link Dist (ft) 546
Turn Bay Length (ft)
Base Capacity (vph) 1782 1397
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.22 0.14
Intersection Summary
Queues
30: Junipero Serra Blvd #2 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Lane Group NBT SWT
Lane Group Flow (vph) 1448 803
v/c Ratio 0.82 0.62
Control Delay 17.8 37.4
Queue Delay 0.0 0.0
Total Delay 17.8 37.4
Queue Length 50th (ft) 215 168
Queue Length 95th (ft) 300 222
Internal Link Dist (ft) 612 862
Turn Bay Length (ft)
Base Capacity (vph) 1769 1297
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.82 0.62
Intersection Summary
Queues
61: Junipero Serra Blvd #2 11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B Synchro 11 Report

Lane Group NBL SET
Lane Group Flow (vph) 1247 803
v/c Ratio 0.73 0.62
Control Delay 20.1 18.1
Queue Delay 0.0 0.0
Total Delay 20.1 18.1
Queue Length 50th (ft) 176 121
Queue Length 95th (ft) m235 174
Internal Link Dist (ft) 350 88
Turn Bay Length (ft)
Base Capacity (vph) 1716 1297
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.73 0.62
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 11/11/2024 Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0.78 0.58 0.52 0.62 0.84 0.88
Control Delay 71.7 33.3 7.7 71.7 14.8 54.6 43.3 81.1 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 7.7 71.7 14.8 54.6 43.3 81.1 59.6 Queue Length 50th (ft) 147 246 58 108 178 111 193 171 288 Queue Length 95th (ft) #251 330 112 m173 64 157 250 #277 354 Internal Link Dist (ft) 499 256 697 681
Turn Bay Length (ft) 220 100 250 330 270
Base Capacity (vph) 245 1228 823 234 1220 541 896 285 892 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 0.70 0.58 0.51 0.59 0.73 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 B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 0.63 0.59 0.39 0.76 0.62 0.52 0.82 0.56 0.87
Control Delay 61.6 34.8 7.1 62.6 17.7 54.6 57.9 52.9 57.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 61.6 34.8 7.1 62.6 17.7 54.6 57.9 52.9 57.4 Queue Length 50th (ft) 142 246 49 115 210 111 209 159 287 Queue Length 95th (ft) 224 348 106 m161 154 157 260 246 345 Internal Link Dist (ft) 499 256 697 681
Turn Bay Length (ft) 220 100 250 330 270
Base Capacity (vph) 285 1200 824 259 1128 541 869 370 944 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 0.62 0.51 0.61 0.56 0.74 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

WITH MITIGATION CONDITION
Arterial Level of Service
11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 20.8 60.7 0.33 19.7 C
Galway Dr III 33 33.7 15.7 49.4 0.28 20.4 C
Gellert Blvd III 35 31.4 43.6 75.0 0.26 12.6 E
III 35 24.2 9.0 33.2 0.20 21.9 C
Junipero Serra Blvd III 35 15.4 32.3 47.7 0.11 8.6 F
W. Orange Avenue III 33 103.6 6.0 109.6 0.94 30.7 A
El Camino Real III 30 16.4 27.2 43.6 0.12 9.6 F
Antoinette Lane III 30 9.0 10.9 19.9 0.06 10.4 E
Total III 273.6 165.5 439.1 2.30 18.9 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 36.6 45.6 0.06 4.6 F
Camaritas Avenue III 30 16.4 1.1 17.5 0.12 24.0 C
Junipero Serra Blvd III 33 100.6 31.6 132.2 0.94 25.5 B I-280 SB Off Ramp III 35 15.4 8.5 23.9 0.11 17.2 D
Gellert Blvd III 35 24.2 29.2 53.4 0.20 13.6 E
Galway Dr III 35 31.4 4.8 36.2 0.26 26.0 B
Callan Blvd III 32 35.6 12.4 48.0 0.28 21.0 C
Skyline Blvd III 34 39.9 14.8 54.7 0.33 21.9 C
Total III 272.5 139.0 411.5 2.30 20.1 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 Junipero Serra Blvd III 30 37.7 17.8 55.5 0.30 19.3 C
Westborough Blvd #1 III 30 13.0 47.3 60.3 0.09 5.5 F
Arroyo Dr III 37 23.4 9.0 32.4 0.20 21.7 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 59.9 90.0 0.25 10.0 E
Total III 210.0 157.6 367.6 1.86 18.2 C
Arterial Level of Service
11/11/2024
Alt B AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Future Alt B 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 III 30 31.8 1.0 32.8 0.25 27.5 B
King Dr III 32 65.0 24.5 89.5 0.57 22.9 C
Arroyo Dr III 50 37.3 5.3 42.6 0.45 38.4 A
Westborough Blvd #1 III 38 22.5 68.0 90.5 0.20 7.8 F
Junipero Serra Blvd III 30 13.0 18.1 31.1 0.09 10.7 E
Junipero Serra Blvd III 30 22.7 37.4 60.1 0.18 10.7 E
Avalon Dr III 30 37.7 28.4 66.1 0.30 16.2 D
Total III 230.0 182.7 412.7 2.04 17.8 D
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024
ALTERNATIVE B2 - PM
HCM Signalized Intersection Capacity Analysis
1: Junipero Serra Blvd #2/Junipero Serra Blvd & Hickey Blvd 11/11/2024 Alt B 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 1563 1770 3539 1583 1770 3539 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 3492 3433 3539 1563 1770 3539 1583 1770 3539 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 269 737 66 146 565 663 33 99 214 95 319 380 RTOR Reduction (vph) 0 5 0 0 0 369 0 0 0 87 0 0
Lane Group Flow (vph) 269 798 0 146 565 294 0 132 214 8 319 380 Confl. Peds. (#/hr) 1 1
Turn Type Split NA Split NA Perm Prot Prot NA Perm Prot NA Protected Phases 4 4 3 3 1 1 6 5 2
Permitted Phases 3 6
Actuated Green, G (s) 34.4 34.4 36.9 36.9 36.9 14.2 11.0 11.0 26.2 23.0 Effective Green, g (s) 34.4 34.4 36.9 36.9 36.9 14.2 11.0 11.0 26.2 23.0 Actuated g/C Ratio 0.26 0.26 0.28 0.28 0.28 0.11 0.08 0.08 0.20 0.18 Clearance Time (s) 5.4 5.4 5.4 5.4 5.4 4.5 6.2 6.2 4.5 6.2 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 908 924 974 1004 443 193 299 133 356 626 v/s Ratio Prot 0.08 c0.23 0.04 0.16 c0.07 0.06 c0.18 0.11 v/s Ratio Perm c0.19 0.01
v/c Ratio 0.30 0.86 0.15 0.56 0.66 0.68 0.72 0.06 0.90 0.61 Uniform Delay, d1 38.1 45.6 34.8 39.7 41.1 55.7 58.0 54.7 50.6 49.3 Progression Factor 0.51 0.60 0.84 0.84 0.50 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 10.0 0.3 2.1 7.1 7.7 6.6 0.1 23.3 1.1 Delay (s) 20.3 37.3 29.4 35.4 27.5 63.5 64.6 54.8 73.9 50.5 Level of Service C D C D C E E D E D
Approach Delay (s) 33.1 31.0 62.2 56.8
Approach LOS C C E E
Intersection Summary
HCM 2000 Control Delay 41.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 21.5 Intersection Capacity Utilization 74.7% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
1: Junipero Serra Blvd #2/Junipero Serra Blvd & Hickey Blvd 11/11/2024 Alt B 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 11/11/2024
Alt B 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 11/11/2024
Alt B 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 62 568
Future Volume (vph) 105 45 829 170 62 568
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 65 598
RTOR Reduction (vph) 0 41 19 0 0 0
Lane Group Flow (vph) 111 6 1033 0 65 598
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 0.17
v/s Ratio Perm 0.00
v/c Ratio 0.47 0.03 0.57 0.45 0.24
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 4.4
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 7.5 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 11/11/2024 Alt B 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) 166 730 479 167 613 293 867 540 218 146 292 190 Future Volume (vph) 166 730 479 167 613 293 867 540 218 146 292 190 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 4.0 5.3 5.3 4.0 4.0 4.0 5.2 5.2 5.2 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 0.97 1.00 1.00 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 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 1583 3433 3539 1583 3433 1863 1583 1770 3539 1561 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 1583 3433 3539 1583 3433 1863 1583 1770 3539 1561 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) 175 768 504 176 645 308 913 568 229 154 307 200 RTOR Reduction (vph) 0 0 340 0 0 147 0 0 127 0 0 163
Lane Group Flow (vph) 175 768 164 176 645 161 913 568 102 154 307 37 Confl. Bikes (#/hr) 1
Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 5 2 1 6 7 7 8 8
Permitted Phases 2 6 7 8
Actuated Green, G (s) 15.6 42.4 42.4 9.0 36.5 36.5 45.5 45.5 45.5 14.9 14.9 14.9 Effective Green, g (s) 15.6 42.4 42.4 9.0 36.5 36.5 45.5 45.5 45.5 14.9 14.9 14.9 Actuated g/C Ratio 0.12 0.33 0.33 0.07 0.28 0.28 0.35 0.35 0.35 0.11 0.11 0.11 Clearance Time (s) 3.0 5.0 5.0 4.0 5.3 5.3 4.0 4.0 4.0 5.2 5.2 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 2.0 Lane Grp Cap (vph) 212 1154 516 237 993 444 1201 652 554 202 405 178 v/s Ratio Prot c0.10 c0.22 0.05 0.18 0.27 c0.30 c0.09 0.09 v/s Ratio Perm 0.10 0.10 0.06 0.02
v/c Ratio 0.83 0.67 0.32 0.74 0.65 0.36 0.76 0.87 0.18 0.76 0.76 0.21 Uniform Delay, d1 55.9 37.7 32.9 59.4 41.1 37.4 37.4 39.5 29.4 55.8 55.8 52.2 Progression Factor 1.02 1.09 2.24 1.05 0.59 0.57 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 19.2 2.7 1.4 9.8 3.1 2.1 2.6 11.9 0.1 14.1 7.1 0.2 Delay (s) 76.3 43.9 75.2 71.9 27.5 23.5 40.0 51.4 29.4 70.0 62.9 52.4 Level of Service E D E E C C D D C E E D
Approach Delay (s) 58.7 33.3 42.4 61.4
Approach LOS E C D E
Intersection Summary
HCM 2000 Control Delay 47.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 18.2 Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
5: Junipero Serra Blvd/Junipero Serra Blvd #2 & Avalon Dr 11/11/2024 Alt B 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 1447 135 233 0 441 Future Volume (vph) 65 25 0 0 126 172 180 1447 135 233 0 441 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.6 3.6 3.6 3.6 3.6 5.2 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 0.97 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.99 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1863 1863 1583 1770 3494 3433 1583 Flt Permitted 0.51 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 950 1863 1863 1583 1770 3494 3433 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 68 26 0 0 133 181 189 1523 142 245 0 464 RTOR Reduction (vph) 0 0 0 0 0 160 0 4 0 0 0 409
Lane Group Flow (vph) 68 26 0 0 133 21 189 1661 0 245 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) 9.6 9.6 9.6 9.6 66.9 51.4 9.9 9.9 Effective Green, g (s) 9.6 9.6 9.6 9.6 66.9 51.4 9.9 9.9 Actuated g/C Ratio 0.11 0.11 0.11 0.11 0.80 0.61 0.12 0.12 Clearance Time (s) 3.6 3.6 3.6 3.6 3.6 5.2 4.0 4.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 2.0 2.0
Lane Grp Cap (vph) 108 213 213 181 1414 2145 406 187
v/s Ratio Prot 0.01 0.07 0.11 c0.48 c0.07
v/s Ratio Perm c0.07 0.01 0.03
v/c Ratio 0.63 0.12 0.62 0.11 0.13 0.77 0.60 0.29
Uniform Delay, d1 35.4 33.3 35.3 33.2 1.9 11.9 35.0 33.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.0 0.1 4.1 0.1 0.0 1.6 1.7 0.3
Delay (s) 43.4 33.4 39.4 33.3 1.9 13.5 36.8 34.0
Level of Service D C D C A B D C
Approach Delay (s) 40.6 35.9 12.3 35.0
Approach LOS D D B C
Intersection Summary
HCM 2000 Control Delay 21.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 83.7 Sum of lost time (s) 12.8 Intersection Capacity Utilization 78.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
6: Oakmont Dr/Callan Blvd & Westborough Blvd #1 11/11/2024 Alt B 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 5 0 0 31 0 0 0 53 0 0 135
Lane Group Flow (vph) 143 437 0 85 1142 0 0 166 7 282 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 56.7 12.5 58.7 16.2 16.2 25.3 25.3 25.3 Effective Green, g (s) 10.5 56.7 12.5 58.7 16.2 16.2 25.3 25.3 25.3 Actuated g/C Ratio 0.08 0.44 0.10 0.45 0.12 0.12 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 1519 170 1514 226 194 344 362 303 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 0.29 0.50 0.75 0.73 0.04 0.82 0.26 0.11
Uniform Delay, d1 59.8 23.6 55.8 29.6 54.8 50.0 50.2 44.4 43.1 Progression Factor 0.89 0.97 0.71 0.21 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 64.6 0.3 0.7 2.9 10.2 0.0 13.4 0.1 0.1 Delay (s) 117.9 23.2 40.4 9.0 65.0 50.1 63.6 44.6 43.1
Level of Service F C D A E D E D D
Approach Delay (s) 46.4 11.1 61.0 54.0
Approach LOS D B E D
Intersection Summary
HCM 2000 Control Delay 32.3 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 11/11/2024
Alt B 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) 6.8 84.4 10.9 88.5 19.9 19.9 20.1 Effective Green, g (s) 6.8 84.4 10.9 88.5 19.9 19.9 20.1 Actuated g/C Ratio 0.05 0.65 0.08 0.68 0.15 0.15 0.15
Clearance Time (s) 4.5 5.1 4.5 5.1 5.2 5.2 5.0
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 92 2296 148 2348 270 239 217
v/s Ratio Prot c0.02 0.20 0.05 c0.41
v/s Ratio Perm 0.01 0.00 c0.12
v/c Ratio 0.45 0.31 0.57 0.60 0.07 0.03 0.78
Uniform Delay, d1 59.8 10.0 57.3 11.2 47.1 46.8 52.9
Progression Factor 0.62 0.38 1.36 0.21 1.00 1.00 1.00
Incremental Delay, d2 1.2 0.3 2.0 0.8 0.0 0.0 15.5
Delay (s) 38.1 4.1 80.0 3.1 47.1 46.8 68.3
Level of Service D A E A D D E
Approach Delay (s) 6.0 7.4 46.9 68.3
Approach LOS A A D E
Intersection Summary
HCM 2000 Control Delay 12.4 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 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 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) 126 612 87 42 168 1239 438 45 55 185 514 52 Future Volume (vph) 126 612 87 42 168 1239 438 45 55 185 514 52 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.1 4.5 5.1 5.1 5.1 5.1 5.1 5.1 5.1 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.91 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 Satd. Flow (prot) 1770 3467 1770 3539 1529 1770 1863 1583 1610 3255 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 Satd. Flow (perm) 1770 3467 1770 3539 1529 1770 1863 1583 1610 3255 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 133 644 92 44 177 1304 461 47 58 195 541 55 RTOR Reduction (vph) 0 7 0 0 0 0 170 0 0 181 0 0
Lane Group Flow (vph) 133 729 0 0 221 1304 291 47 58 14 270 326 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) 15.9 56.3 19.5 59.9 59.9 9.5 9.5 9.5 24.9 24.9 Effective Green, g (s) 15.9 56.3 19.5 59.9 59.9 9.5 9.5 9.5 24.9 24.9 Actuated g/C Ratio 0.12 0.43 0.15 0.46 0.46 0.07 0.07 0.07 0.19 0.19 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) 216 1501 265 1630 704 129 136 115 308 623 v/s Ratio Prot c0.08 0.21 0.12 c0.37 0.03 c0.03 c0.17 0.10 v/s Ratio Perm 0.19 0.01
v/c Ratio 0.62 0.49 0.83 0.80 0.41 0.36 0.43 0.12 0.88 0.52 Uniform Delay, d1 54.2 26.5 53.7 29.9 23.3 57.4 57.6 56.4 51.1 47.2 Progression Factor 0.93 0.63 0.88 0.82 0.78 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.5 1.1 10.5 2.2 0.9 0.6 0.8 0.2 22.6 0.4 Delay (s) 53.7 17.8 57.6 26.8 19.2 58.0 58.4 56.5 73.7 47.6 Level of Service D B E C B E E E E D
Approach Delay (s) 23.3 28.5 57.1 56.2
Approach LOS C C E E
Intersection Summary
HCM 2000 Control Delay 34.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.8 Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
8: Gellert Blvd & Westborough Blvd #1 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A 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) 119
Lane Group Flow (vph) 28
Confl. Peds. (#/hr) 1
Confl. Bikes (#/hr)
Turn Type Perm
Protected Phases
Permitted Phases 8
Actuated Green, G (s) 24.9
Effective Green, g (s) 24.9
Actuated g/C Ratio 0.19
Clearance Time (s) 5.1
Vehicle Extension (s) 2.0
Lane Grp Cap (vph) 299
v/s Ratio Prot
v/s Ratio Perm 0.02
v/c Ratio 0.09
Uniform Delay, d1 43.3
Progression Factor 1.00
Incremental Delay, d2 0.1
Delay (s) 43.3
Level of Service D
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis
9: Westborough Blvd #1 & I-280 SB Off Ramp 11/11/2024
Alt B 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) 0 822 531 0 1348 0 0 0 0 553 30 539 Future Volume (vph) 0 822 531 0 1348 0 0 0 0 553 30 539 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.6 4.6 4.6
Lane Util. Factor 0.95 1.00 0.95 0.95 0.95 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 1.00 0.95 0.96 1.00
Satd. Flow (prot) 3539 1583 3539 1681 1694 1583
Flt Permitted 1.00 1.00 1.00 0.95 0.96 1.00
Satd. Flow (perm) 3539 1583 3539 1681 1694 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) 0 865 559 0 1419 0 0 0 0 582 32 567
RTOR Reduction (vph) 0 0 271 0 0 0 0 0 0 0 0 17
Lane Group Flow (vph) 0 865 288 0 1419 0 0 0 0 308 306 550 Turn Type NA Perm NA Split NA Perm
Protected Phases 2 6 4 4
Permitted Phases 2 4
Actuated Green, G (s) 33.5 33.5 33.5 22.4 22.4 22.4
Effective Green, g (s) 33.5 33.5 33.5 22.4 22.4 22.4
Actuated g/C Ratio 0.52 0.52 0.52 0.34 0.34 0.34
Clearance Time (s) 4.5 4.5 4.5 4.6 4.6 4.6
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 1823 815 1823 579 583 545
v/s Ratio Prot 0.24 c0.40 0.18 0.18
v/s Ratio Perm 0.18 c0.35
v/c Ratio 0.47 0.35 0.78 0.53 0.52 1.01
Uniform Delay, d1 10.1 9.3 12.7 17.1 17.0 21.3
Progression Factor 0.56 2.25 0.39 1.00 1.00 1.00
Incremental Delay, d2 0.8 1.0 2.5 0.5 0.4 40.8
Delay (s) 6.4 22.0 7.5 17.6 17.4 62.1
Level of Service A C A B B E
Approach Delay (s) 12.6 7.5 0.0 38.9
Approach LOS B A A D
Intersection Summary
HCM 2000 Control Delay 18.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 65.0 Sum of lost time (s) 9.1 Intersection Capacity Utilization 124.7% ICU Level of Service H Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
10: W. Orange Avenue/Camaritas Avenue & Westborough Blvd/Chestnut Ave #1 11/11/2024 Alt B 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 1 6 4 4 3 3
Permitted Phases 6 3
Actuated Green, G (s) 8.4 78.5 8.5 79.6 79.6 8.1 8.1 15.3 15.3 15.3 Effective Green, g (s) 8.4 78.5 8.5 79.6 79.6 8.1 8.1 15.3 15.3 15.3 Actuated g/C Ratio 0.06 0.60 0.07 0.61 0.61 0.06 0.06 0.12 0.12 0.12 Clearance Time (s) 4.5 5.8 4.5 4.8 4.8 4.6 4.6 4.7 4.7 4.7 Vehicle Extension (s) 3.0 4.0 3.0 4.0 4.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 114 2035 115 2105 957 110 103 197 201 183 v/s Ratio Prot 0.03 c0.33 0.03 c0.26 c0.03 0.01 c0.08 0.08 v/s Ratio Perm 0.19 0.01
v/c Ratio 0.46 0.54 0.39 0.43 0.31 0.43 0.15 0.64 0.64 0.11 Uniform Delay, d1 58.6 15.1 58.3 13.3 12.1 58.7 57.7 54.8 54.7 51.3 Progression Factor 1.11 0.39 0.63 0.34 0.21 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 0.8 1.7 0.5 0.7 2.7 0.7 7.0 6.8 0.3 Delay (s) 67.6 6.7 38.5 5.0 3.2 61.4 58.4 61.8 61.6 51.6 Level of Service E A D A A E E E E D
Approach Delay (s) 9.5 5.6 60.0 57.6
Approach LOS A A E E
Intersection Summary
HCM 2000 Control Delay 16.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.6 Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
11: El Camino Real & Westborough Blvd/Chestnut Ave #1 11/11/2024 Alt B 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 1.24 0.64 0.47 0.73 0.78 1.19 0.62 0.41 0.55 Incremental Delay, d2 38.2 1.4 1.7 12.3 5.0 0.1 5.7 1.0 0.9 Delay (s) 106.7 30.0 22.1 53.6 42.6 48.8 36.0 13.3 15.6 Level of Service F C C D D D D B B
Approach Delay (s) 41.6 46.8 22.3
Approach LOS D D C
Intersection Summary
HCM 2000 Control Delay 35.6 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 11/11/2024 Alt B 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 0.63
Incremental Delay, d2 1.7 1.6 0.5
Delay (s) 51.2 35.5 21.1
Level of Service D D C
Approach Delay (s) 36.5
Approach LOS D
Intersection Summary
HCM Signalized Intersection Capacity Analysis
12: Antoinette Lane & Westborough Blvd/Chestnut Ave #1/Westborough Blvd/Chestnut Ave 11/11/2024 Alt B 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 0.85 0.55 0.85 0.51 1.00 1.00
Incremental Delay, d2 4.0 0.8 5.6 0.2 9.4 0.8
Delay (s) 56.9 7.5 53.6 3.2 62.8 51.2
Level of Service E A D A E D
Approach Delay (s) 8.2 9.1 62.8 51.2
Approach LOS A A E D
Intersection Summary
HCM 2000 Control Delay 14.7 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
19: I-280 NB On-Ramp 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report

Movement WBL WBR SEL SET NWT NWR
Lane Configurations
Traffic Volume (vph) 0 264 0 0 59 0
Future Volume (vph) 0 264 0 0 59 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.88 1.00
Frt 0.85 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 2787 1863
Flt Permitted 1.00 1.00
Satd. Flow (perm) 2787 1863
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 0 278 0 0 62 0
RTOR Reduction (vph) 0 251 0 0 0 0
Lane Group Flow (vph) 0 27 0 0 62 0
Turn Type Perm NA
Protected Phases 2
Permitted Phases 8
Actuated Green, G (s) 5.0 39.0
Effective Green, g (s) 5.0 39.0
Actuated g/C Ratio 0.10 0.75
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 267 1397
v/s Ratio Prot c0.03
v/s Ratio Perm c0.01
v/c Ratio 0.10 0.04
Uniform Delay, d1 21.4 1.7
Progression Factor 1.00 1.00
Incremental Delay, d2 0.1 0.1
Delay (s) 21.5 1.7
Level of Service C A
Approach Delay (s) 21.5 0.0 1.7
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 17.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.05
Actuated Cycle Length (s) 52.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 50.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
30: Junipero Serra Blvd #2 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report

Movement NBL NBT NBR SBL SBT SBR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (vph) 0 1684 0 0 0 0 0 0 0 0 674 0
Future Volume (vph) 0 1684 0 0 0 0 0 0 0 0 674 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 0.95
Frt 1.00 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 3539 3539
Flt Permitted 1.00 1.00
Satd. Flow (perm) 3539 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) 0 1773 0 0 0 0 0 0 0 0 709 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0
Lane Group Flow (vph) 0 1773 0 0 0 0 0 0 0 0 709 0
Turn Type NA NA
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 30.0 22.0
Effective Green, g (s) 30.0 22.0
Actuated g/C Ratio 0.50 0.37
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1769 1297
v/s Ratio Prot c0.50 c0.20
v/s Ratio Perm
v/c Ratio 1.00 0.55
Uniform Delay, d1 15.0 15.0
Progression Factor 1.00 0.71
Incremental Delay, d2 21.9 1.4
Delay (s) 36.9 12.1
Level of Service D B
Approach Delay (s) 36.9 0.0 0.0 12.1
Approach LOS D A A B
Intersection Summary
HCM 2000 Control Delay 29.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 71.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
61: Junipero Serra Blvd #2 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report

Movement NBL NBR SET SER NWL NWT
Lane Configurations
Traffic Volume (vph) 1625 0 674 0 0 0
Future Volume (vph) 1625 0 674 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0
Lane Util. Factor 0.97 0.95
Frt 1.00 1.00
Flt Protected 0.95 1.00
Satd. Flow (prot) 3433 3539
Flt Permitted 0.95 1.00
Satd. Flow (perm) 3433 3539
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 1711 0 709 0 0 0
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 1711 0 709 0 0 0
Turn Type Prot NA
Protected Phases 1 2
Permitted Phases
Actuated Green, G (s) 30.0 22.0
Effective Green, g (s) 30.0 22.0
Actuated g/C Ratio 0.50 0.37
Clearance Time (s) 4.0 4.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1716 1297
v/s Ratio Prot c0.50 c0.20
v/s Ratio Perm
v/c Ratio 1.00 0.55
Uniform Delay, d1 15.0 15.0
Progression Factor 1.47 1.00
Incremental Delay, d2 5.8 1.7
Delay (s) 27.8 16.7
Level of Service C B
Approach Delay (s) 27.8 16.7 0.0
Approach LOS C B A
Intersection Summary
HCM 2000 Control Delay 24.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 71.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 11/11/2024 Alt B 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 32 0 60 0 0 12 0 0 17 0
Lane Group Flow (vph) 185 409 207 266 735 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 40.1 14.0 32.2 Effective Green, g (s) 15.8 42.4 63.9 17.0 43.6 21.5 40.1 14.0 32.2 Actuated g/C Ratio 0.12 0.33 0.49 0.13 0.34 0.17 0.31 0.11 0.25 Clearance Time (s) 3.0 4.6 3.5 3.0 4.6 3.5 5.9 3.0 5.8
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 215 1022 700 231 1116 567 1063 190 849 v/s Ratio Prot c0.10 0.13 0.05 c0.15 c0.22 c0.17 c0.28 0.10 0.23 v/s Ratio Perm 0.10
v/c Ratio 0.86 0.40 0.30 1.15 0.66 1.05 0.91 0.95 0.93
Uniform Delay, d1 56.0 34.0 19.7 56.5 36.9 54.2 43.2 57.7 47.8 Progression Factor 1.00 1.00 1.00 0.65 0.40 1.00 1.00 1.00 1.00 Incremental Delay, d2 27.0 1.2 0.1 98.4 2.3 53.0 11.0 51.1 16.3 Delay (s) 83.0 35.1 19.7 135.0 16.9 107.3 54.2 108.7 64.1 Level of Service F D B F B F D F E
Approach Delay (s) 40.6 46.5 74.3 72.2
Approach LOS D D E E
Intersection Summary
HCM 2000 Control Delay 60.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.92
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 B 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 1426 1770 3329 3433 3448 1770 3431 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 3132 1426 1770 3329 3433 3448 1770 3431 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 185 285 478 266 507 288 598 824 155 181 643 164 RTOR Reduction (vph) 0 111 52 0 59 0 0 12 0 0 18 0
Lane Group Flow (vph) 185 413 187 266 736 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) 17.0 33.4 58.5 22.0 38.4 25.1 42.4 15.7 32.6 Effective Green, g (s) 17.0 33.4 58.5 22.0 38.4 25.1 42.4 15.7 32.6 Actuated g/C Ratio 0.13 0.26 0.45 0.17 0.30 0.19 0.33 0.12 0.25 Clearance Time (s) 3.0 4.6 3.5 3.0 4.6 3.5 5.9 3.0 5.8
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 231 804 641 299 983 662 1124 213 860 v/s Ratio Prot c0.10 0.13 0.06 c0.15 c0.22 c0.17 0.28 0.10 c0.23 v/s Ratio Perm 0.07
v/c Ratio 0.80 0.51 0.29 0.89 0.75 0.90 0.86 0.85 0.92
Uniform Delay, d1 54.9 41.4 22.6 52.8 41.4 51.3 41.0 56.0 47.4 Progression Factor 1.00 1.00 1.00 0.75 0.47 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.9 2.3 0.1 20.0 3.9 15.4 6.7 24.9 14.1 Delay (s) 71.7 43.7 22.7 59.8 23.5 66.7 47.7 80.9 61.5
Level of Service E D C E C E D F E
Approach Delay (s) 43.9 32.6 54.9 65.1
Approach LOS D C D E
Intersection Summary
HCM 2000 Control Delay 49.6 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) 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 11/11/2024 Alt B 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 0.30 0.86 0.15 0.56 0.82 0.69 0.72 0.31 0.90 0.61 0.54 Control Delay 20.4 37.4 30.4 36.3 13.9 73.7 72.0 2.5 78.2 54.0 9.6 Queue Delay 1.5 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.9 39.2 30.4 36.3 13.9 73.7 72.0 2.5 78.2 54.0 9.6 Queue Length 50th (ft) 93 337 31 191 54 109 94 0 258 153 0 Queue Length 95th (ft) 132 #427 52 243 #330 174 #144 0 #406 214 79 Internal Link Dist (ft) 115 884 703 511
Turn Bay Length (ft) 330 450 280 200 550 150
Base Capacity (vph) 911 932 973 1003 812 242 299 311 390 636 504 Starvation Cap Reductn 459 46 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.60 0.91 0.15 0.56 0.82 0.55 0.72 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 11/11/2024
Alt B 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 11/11/2024
Alt B 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 65 598
v/c Ratio 0.35 0.15 0.52 0.24 0.23
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 25
Queue Length 95th (ft) 73 22 197 50 51
Internal Link Dist (ft) 98 397 2322
Turn Bay Length (ft) 60
Base Capacity (vph) 960 880 2225 436 3089
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.12 0.05 0.47 0.15 0.19
Intersection Summary
Queues
4: Junipero Serra Blvd #2 & Westborough Blvd #1 11/11/2024 Alt B 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) 175 768 504 176 645 308 913 568 229 154 307 200 v/c Ratio 0.83 0.66 0.59 0.75 0.65 0.52 0.76 0.87 0.34 0.76 0.76 0.58 Control Delay 83.3 45.6 9.6 80.2 28.6 11.5 41.9 54.5 7.3 79.1 68.1 16.8 Queue Delay 0.0 0.0 0.2 0.0 0.0 0.0 4.6 48.0 0.0 0.0 0.0 0.0 Total Delay 83.3 45.6 9.8 80.2 28.6 11.5 46.5 102.5 7.3 79.1 68.1 16.8 Queue Length 50th (ft) 143 315 70 68 242 80 334 426 18 127 133 12 Queue Length 95th (ft) #252 389 130 #126 324 184 416 #600 76 #211 183 88 Internal Link Dist (ft) 104 826 238 80
Turn Bay Length (ft) 350 130 200 500 350
Base Capacity (vph) 231 1155 856 242 993 591 1272 690 709 228 457 362 Starvation Cap Reductn 0 0 53 0 0 0 284 170 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 0.76 0.66 0.63 0.73 0.65 0.52 0.92 1.09 0.32 0.68 0.67 0.55 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 11/11/2024 Alt B 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 1665 245 464
v/c Ratio 0.63 0.12 0.63 0.53 0.13 0.78 0.60 0.78
Control Delay 61.7 35.2 49.5 11.9 2.3 15.5 42.2 14.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 61.7 35.2 49.5 11.9 2.3 15.5 42.2 14.1
Queue Length 50th (ft) 36 13 70 0 15 301 64 0
Queue Length 95th (ft) #81 36 127 57 36 455 106 #127
Internal Link Dist (ft) 112 81 603
Turn Bay Length (ft) 1000 500
Base Capacity (vph) 437 857 857 826 1471 2214 452 611
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 0.16 0.03 0.16 0.22 0.13 0.75 0.54 0.76 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
6: Oakmont Dr/Callan Blvd & Westborough Blvd #1 11/11/2024 Alt B 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 0.29 0.50 0.76 0.73 0.22 0.82 0.26 0.38
Control Delay 118.2 25.1 48.5 11.1 72.9 4.2 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 118.2 25.1 48.5 11.1 72.9 4.2 68.4 44.3 8.2 Queue Length 50th (ft) ~110 83 75 19 137 0 231 69 0
Queue Length 95th (ft) m#196 m188 m127 #262 205 13 306 110 56 Internal Link Dist (ft) 633 516 713 608
Turn Bay Length (ft) 145 125 80 125 125
Base Capacity (vph) 142 1521 170 1544 406 423 410 432 491 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 0.29 0.50 0.76 0.41 0.14 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 11/11/2024
Alt B 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 0.36 0.31 0.57 0.59 0.07 0.14 0.79
Control Delay 44.4 4.6 87.4 3.3 44.0 0.9 72.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.4 4.6 87.4 3.3 44.0 0.9 72.1
Queue Length 50th (ft) 35 41 66 38 13 0 138
Queue Length 95th (ft) m52 52 m79 38 34 0 207
Internal Link Dist (ft) 805 1301 226 482
Turn Bay Length (ft) 130 125 40
Base Capacity (vph) 115 2297 187 2378 473 489 388
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.36 0.31 0.45 0.59 0.04 0.09 0.46
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
8: Gellert Blvd & Westborough Blvd #1 11/11/2024
Alt B 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) 133 736 221 1304 461 47 58 195 270 326 147 v/c Ratio 0.62 0.49 0.83 0.80 0.53 0.36 0.43 0.66 0.88 0.52 0.35 Control Delay 61.8 18.2 62.3 28.7 7.8 64.7 66.8 18.7 78.7 49.9 8.9 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 61.8 18.2 62.3 28.7 7.8 64.7 66.8 18.7 78.7 49.9 8.9 Queue Length 50th (ft) 90 226 174 408 73 39 48 0 238 133 0 Queue Length 95th (ft) 177 228 m#222 m#668 m127 77 92 74 #381 183 56 Internal Link Dist (ft) 1301 560 233 336
Turn Bay Length (ft) 145 280 90 155 155
Base Capacity (vph) 216 1507 265 1629 874 352 371 471 345 698 450 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 0.49 0.83 0.80 0.53 0.13 0.16 0.41 0.78 0.47 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
9: Westborough Blvd #1 & I-280 SB Off Ramp 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report

Lane Group EBT EBR WBT SBL SBT SBR
Lane Group Flow (vph) 865 559 1419 308 306 567
v/c Ratio 0.47 0.51 0.78 0.53 0.52 1.01
Control Delay 6.5 3.1 7.5 21.2 21.0 64.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 6.5 3.1 7.5 21.2 21.0 64.2
Queue Length 50th (ft) 99 40 57 101 100 ~216
Queue Length 95th (ft) 76 m4 103 174 172 #415
Internal Link Dist (ft) 344 84 627
Turn Bay Length (ft)
Base Capacity (vph) 1823 1086 1823 579 583 562
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.47 0.51 0.78 0.53 0.52 1.01
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
10: W. Orange Avenue/Camaritas Avenue & Westborough Blvd/Chestnut Ave #1 11/11/2024 Alt B 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 0.38 0.53 0.32 0.42 0.38 0.35 0.27 0.64 0.64 0.52 Control Delay 69.6 7.3 40.6 5.6 1.8 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 69.6 7.3 40.6 5.6 1.8 64.1 32.2 68.8 68.6 12.6 Queue Length 50th (ft) 38 38 33 30 0 39 11 109 110 0
Queue Length 95th (ft) m55 458 m52 m130 m44 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) 141 2088 142 2154 1091 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 0.38 0.53 0.32 0.42 0.38 0.11 0.09 0.34 0.34 0.36 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
11: El Camino Real & Westborough Blvd/Chestnut Ave #1 11/11/2024 Alt B 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 107.5 31.7 13.3 58.7 45.1 11.3 38.9 13.9 4.0 55.9 36.9 4.7 Queue Delay 0.0 0.0 0.8 0.0 0.6 0.2 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 107.5 31.7 14.1 58.7 45.7 11.5 38.9 13.9 4.0 55.9 36.9 4.7 Queue Length 50th (ft) 197 158 36 139 260 34 237 193 64 104 170 0 Queue Length 95th (ft) #369 163 78 #155 316 102 258 193 44 150 267 30 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 79 0 199 103 0 0 0 0 0 0
Spillback Cap Reductn 0 23 0 0 0 0 0 0 2 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.93 0.49 0.72 0.78 0.68 0.32 0.81 0.48 0.44 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 11/11/2024 Alt B 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 51.7 8.1 63.4 3.3 46.4 21.5
Queue Delay 0.0 0.5 0.0 0.0 0.1 0.0
Total Delay 51.7 8.6 63.4 3.3 46.5 21.6
Queue Length 50th (ft) 13 142 69 14 64 27
Queue Length 95th (ft) m26 207 m119 125 141 83
Internal Link Dist (ft) 225 471 499 255
Turn Bay Length (ft) 165
Base Capacity (vph) 115 2157 228 3679 370 486
Starvation Cap Reductn 0 565 0 0 0 0
Spillback Cap Reductn 0 0 0 379 6 6
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.14 0.70 0.50 0.26 0.47 0.27
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
19: I-280 NB On-Ramp 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report

Lane Group WBR NWT
Lane Group Flow (vph) 278 62
v/c Ratio 0.16 0.04
Control Delay 0.2 1.8
Queue Delay 0.0 0.0
Total Delay 0.2 1.8
Queue Length 50th (ft) 0 3
Queue Length 95th (ft) 0 8
Internal Link Dist (ft) 546
Turn Bay Length (ft)
Base Capacity (vph) 2098 1397
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.13 0.04
Intersection Summary
Queues
30: Junipero Serra Blvd #2 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report

Lane Group NBT SWT
Lane Group Flow (vph) 1773 709
v/c Ratio 1.00 0.55
Control Delay 39.3 12.4
Queue Delay 0.0 0.0
Total Delay 39.3 12.4
Queue Length 50th (ft) ~313 36
Queue Length 95th (ft) #489 91
Internal Link Dist (ft) 612 862
Turn Bay Length (ft)
Base Capacity (vph) 1769 1297
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 1.00 0.55
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
61: Junipero Serra Blvd #2 11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 pm 10/16/2023 Future Alt A Synchro 11 Report

Lane Group NBL SET
Lane Group Flow (vph) 1711 709
v/c Ratio 1.00 0.55
Control Delay 29.3 17.0
Queue Delay 0.0 0.0
Total Delay 29.3 17.0
Queue Length 50th (ft) 264 103
Queue Length 95th (ft) m264 151
Internal Link Dist (ft) 350 88
Turn Bay Length (ft)
Base Capacity (vph) 1716 1297
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 1.00 0.55
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 11/11/2024 Alt B 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 0.32 1.15 0.68 1.05 0.91 0.95 0.93
Control Delay 89.7 24.5 8.9 133.9 15.6 104.6 55.6 111.5 64.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 89.7 24.5 8.9 133.9 15.6 104.6 55.6 111.5 64.4 Queue Length 50th (ft) 153 129 56 ~267 235 ~283 406 154 339 Queue Length 95th (ft) #275 186 95 m#408 116 #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 1138 744 231 1176 567 1101 190 893 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.80 0.46 0.32 1.15 0.68 1.05 0.89 0.95 0.90 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

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

Queues
84: Skyline Blvd & Sharp Park Rd/Westborough Blvd #1 11/08/2024 Alt B 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 0.80 0.57 0.34 0.89 0.76 0.90 0.86 0.85 0.92
Control Delay 79.9 33.7 8.7 64.2 22.2 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 79.9 33.7 8.7 64.2 22.2 68.9 49.0 87.8 62.1 Queue Length 50th (ft) 153 159 46 196 280 252 391 150 335 Queue Length 95th (ft) #275 226 84 m#322 252 #342 479 #265 #441 Internal Link Dist (ft) 499 256 697 681
Turn Bay Length (ft) 220 100 250 330 270
Base Capacity (vph) 231 915 718 326 1042 699 1181 231 920 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.80 0.57 0.33 0.82 0.76 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
11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 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 25.1 65.0 0.33 18.4 C
Galway Dr III 33 33.7 4.6 38.3 0.28 26.4 B
Gellert Blvd III 35 31.4 18.2 49.6 0.26 19.0 C
III 35 24.2 6.5 30.7 0.20 23.6 C
Junipero Serra Blvd III 31 16.1 45.6 61.7 0.11 6.7 F
W. Orange Avenue III 33 103.6 7.3 110.9 0.94 30.4 A
El Camino Real III 30 16.4 31.7 48.1 0.12 8.7 F
Antoinette Lane III 30 9.0 8.1 17.1 0.06 12.2 E
Total III 274.3 147.1 421.4 2.30 19.7 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 45.1 54.1 0.06 3.8 F
Camaritas Avenue III 30 16.4 5.6 22.0 0.12 19.1 C
Junipero Serra Blvd III 33 100.6 28.6 129.2 0.94 26.1 B I-280 SB Off Ramp III 31 16.1 7.5 23.6 0.11 17.4 D
Gellert Blvd III 35 24.2 28.7 52.9 0.20 13.7 E
Galway Dr III 35 31.4 3.3 34.7 0.26 27.1 B
Callan Blvd III 32 35.6 11.1 46.7 0.28 21.6 C
Skyline Blvd III 34 39.9 15.6 55.5 0.33 21.6 C
Total III 273.2 145.5 418.7 2.30 19.8 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 Junipero Serra Blvd III 30 17.6 39.3 56.9 0.13 8.3 F
Westborough Blvd #1 III 30 13.0 54.5 67.5 0.09 4.9 F
Arroyo Dr III 37 23.4 10.0 33.4 0.20 21.0 C
King Dr III 50 37.3 21.3 58.6 0.45 27.9 B
Clay Ave III 30 68.5 4.8 73.3 0.57 28.0 B
Hickey Blvd III 35 30.1 72.0 102.1 0.25 8.8 F
Total III 189.9 201.9 391.8 1.69 15.6 D
Arterial Level of Service
11/11/2024
Alt B PM JS_Westborough Feasibility Study 3:49 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 5.4 37.2 0.25 24.3 C
King Dr II 32 65.0 23.6 88.6 0.57 23.2 C
Arroyo Dr II 50 37.3 3.4 40.7 0.45 40.2 A
Westborough Blvd #1 II 32 24.8 68.1 92.9 0.20 7.6 F
Junipero Serra Blvd II 30 13.0 17.0 30.0 0.09 11.0 F
Junipero Serra Blvd II 50 17.8 12.4 30.2 0.18 21.3 D
Avalon Dr II 50 16.6 42.2 58.8 0.17 10.2 F
Total II 206.3 172.1 378.4 1.91 18.2 D
JUNIPERO SERRA BOULEVARD AND WESTBOROUGH BOULEVARD BIKEWAY FEASIBILITY STUDY • CONCEPTUAL ALTERNATIVES EVALUATION • NOVEMBER 2024

ALTERNATIVE C - AM
HCM Signalized Intersection Capacity Analysis
1: Junipero Serra Blvd #2/Junipero Serra Blvd & Hickey Blvd 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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 0 338 0 0 0 74 0 0
Lane Group Flow (vph) 298 730 0 136 341 57 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 17.2 17.2 17.2 11.5 11.3 11.3 18.7 18.5 Effective Green, g (s) 51.3 51.3 17.2 17.2 17.2 11.5 11.3 11.3 18.7 18.5 Actuated g/C Ratio 0.43 0.43 0.14 0.14 0.14 0.10 0.09 0.09 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 492 507 226 169 333 146 275 545 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 0.67 0.25 0.53 0.59 0.05 0.79 0.55 Uniform Delay, d1 21.5 24.9 45.8 48.7 45.7 51.7 52.2 49.5 48.7 46.9 Progression Factor 0.33 0.41 0.89 0.89 0.40 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 1.1 0.1 2.7 0.2 1.4 1.9 0.1 12.7 0.6 Delay (s) 7.3 11.3 40.9 46.0 18.3 53.0 54.1 49.5 61.4 47.5 Level of Service A B D D B D D D E D
Approach Delay (s) 10.2 32.6 52.8 51.3
Approach LOS B C D D
Intersection Summary
HCM 2000 Control Delay 31.4 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 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C 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/Junipero Serra Blvd #2 & King Dr 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

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

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 & NB I-280 On-Ramp 08/08/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR WBR2 NBL2 NBL NBT NBR SBU Lane Configurations
Traffic Volume (vph) 117 1094 192 71 413 388 133 688 191 224 273 21 Future Volume (vph) 117 1094 192 71 413 388 133 688 191 224 273 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.0 3.0 5.3 5.3 5.7 5.7 5.7 5.7 Lane Util. Factor 1.00 0.95 0.97 0.95 1.00 0.86 0.81 0.81 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 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 Frt 1.00 0.98 1.00 0.93 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 0.95 0.98 1.00 Satd. Flow (prot) 1770 3453 3433 3282 1563 3044 1433 2954 1561 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 0.95 0.98 1.00 Satd. Flow (perm) 1770 3453 3433 3282 1563 3044 1433 2954 1561 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 1152 202 75 435 408 140 724 201 236 287 22 RTOR Reduction (vph) 0 10 0 0 0 0 74 0 0 0 213 0
Lane Group Flow (vph) 123 1344 0 75 843 0 66 500 244 417 74 0 Confl. Bikes (#/hr) 2 1 2
Turn Type Prot NA Prot NA Perm Split Split NA Perm Split Protected Phases 5 2 9 1 6 9 7 7 7 8
Permitted Phases 6 9 7
Actuated Green, G (s) 14.4 55.6 6.4 47.3 47.3 25.5 25.5 25.5 25.5 Effective Green, g (s) 14.4 55.6 6.4 47.3 47.3 25.5 25.5 25.5 25.5 Actuated g/C Ratio 0.11 0.43 0.05 0.36 0.36 0.20 0.20 0.20 0.20 Clearance Time (s) 3.0 3.0 5.7 5.7 5.7 5.7
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 196 1476 169 1194 568 597 281 579 306 v/s Ratio Prot c0.07 c0.39 0.02 0.26 0.16 c0.17 0.14
v/s Ratio Perm 0.04 0.05
v/c Ratio 0.63 0.91 0.44 0.71 0.12 0.84 0.87 0.72 0.24
Uniform Delay, d1 55.2 34.9 60.1 35.4 27.5 50.3 50.6 48.9 44.1 Progression Factor 0.98 0.90 1.20 0.42 0.45 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.1 8.0 0.6 1.5 0.0 9.5 22.8 3.7 0.1 Delay (s) 58.4 39.4 72.5 16.3 12.4 59.8 73.4 52.6 44.2
Level of Service E D E B B E E D D
Approach Delay (s) 40.9 19.8 57.0
Approach LOS D B E
Intersection Summary
HCM 2000 Control Delay 45.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.89
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 22.2 Intersection Capacity Utilization 85.7% 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 & NB I-280 On-Ramp 08/08/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

Movement SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 140 500 134
Future Volume (vph) 140 500 134
Ideal Flow (vphpl) 1900 1900 1900
Total Lost time (s) 5.2 5.2 5.2
Lane Util. Factor 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00
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) 1770 3539 1583
Flt Permitted 0.95 1.00 1.00
Satd. Flow (perm) 1770 3539 1583
Peak-hour factor, PHF 0.95 0.95 0.95
Adj. Flow (vph) 147 526 141
RTOR Reduction (vph) 0 0 0
Lane Group Flow (vph) 169 526 141
Confl. Bikes (#/hr)
Turn Type Split NA Perm
Protected Phases 8 8
Permitted Phases 8
Actuated Green, G (s) 20.6 20.6 20.6
Effective Green, g (s) 20.6 20.6 20.6
Actuated g/C Ratio 0.16 0.16 0.16
Clearance Time (s) 5.2 5.2 5.2
Vehicle Extension (s) 2.0 2.0 2.0
Lane Grp Cap (vph) 280 560 250
v/s Ratio Prot 0.10 c0.15
v/s Ratio Perm 0.09
v/c Ratio 0.60 0.94 0.56
Uniform Delay, d1 50.9 54.1 50.5
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 2.5 23.4 1.7
Delay (s) 53.4 77.5 52.3
Level of Service D E D
Approach Delay (s) 68.4
Approach LOS E
Intersection Summary
HCM Signalized Intersection Capacity Analysis
5: Junipero Serra Blvd/Junipero Serra Blvd #2 & Avalon Dr 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 71 63 0 0 180 330 109 975 96 200 0 563 Future Volume (vph) 71 63 0 0 180 330 109 975 96 200 0 563 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 3492 3433 1583 Flt Permitted 0.48 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 897 1863 1863 1583 1770 3492 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 1026 101 211 0 593 RTOR Reduction (vph) 0 0 0 0 0 252 0 6 0 0 0 518
Lane Group Flow (vph) 75 66 0 0 189 95 115 1121 0 211 0 75 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) 9.9 9.9 9.9 9.9 44.2 30.2 7.8 7.8 Effective Green, g (s) 9.9 9.9 9.9 9.9 44.2 30.2 7.8 7.8 Actuated g/C Ratio 0.16 0.16 0.16 0.16 0.72 0.49 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) 144 300 300 255 1276 1720 436 201
v/s Ratio Prot 0.04 c0.10 0.06 c0.32 c0.06
v/s Ratio Perm 0.08 0.06 0.05
v/c Ratio 0.52 0.22 0.63 0.37 0.09 0.65 0.48 0.38
Uniform Delay, d1 23.5 22.3 24.0 22.9 2.6 11.6 24.9 24.5 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 3.1 0.3 0.0 0.7 0.3 0.4
Delay (s) 25.1 22.5 27.1 23.3 2.6 12.3 25.2 24.9
Level of Service C C C C A B C C
Approach Delay (s) 23.9 24.6 11.4 25.0
Approach LOS C C B C
Intersection Summary
HCM 2000 Control Delay 18.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 61.3 Sum of lost time (s) 13.4 Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
6: Oakmont Dr/Callan Blvd & Westborough Blvd #1 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C 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 0.94 0.72 0.60 0.30 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.4 0.8 7.4 2.5 9.3 0.0 13.2 0.2
Delay (s) 56.5 19.5 40.5 11.2 64.3 50.4 64.4 46.8
Level of Service E B D B E D E D
Approach Delay (s) 24.9 14.6 61.4 55.7
Approach LOS C B E E
Intersection Summary
HCM 2000 Control Delay 28.5 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 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C 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 08/07/2024
Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C 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 0.68 0.45 1.44 0.20 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) 43.9 10.7 90.3 4.6 33.3 31.8 60.8
Level of Service D B F A C C E
Approach Delay (s) 11.3 9.0 32.6 60.8
Approach LOS B A C E
Intersection Summary
HCM 2000 Control Delay 18.4 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 08/07/2024
Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations
Traffic Volume (vph) 113 1000 115 49 68 1031 284 25 54 263 628 27 Future Volume (vph) 113 1000 115 49 68 1031 284 25 54 263 628 27 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.1 4.5 5.1 5.1 5.1 5.1 5.1 5.1 5.1 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 0.91 0.91 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.96 Satd. Flow (prot) 1770 3480 1770 3539 1526 1770 1863 1583 1610 3241 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 3480 1770 3539 1526 1770 1863 1583 1610 3241 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 52 72 1085 299 26 57 277 661 28 RTOR Reduction (vph) 0 5 0 0 0 0 136 0 0 123 0 0
Lane Group Flow (vph) 119 1169 0 0 124 1085 163 26 57 154 330 359 Confl. Peds. (#/hr) 1 9
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) 14.1 53.1 10.5 49.5 49.5 17.0 17.0 17.0 29.6 29.6 Effective Green, g (s) 14.1 53.1 10.5 49.5 49.5 17.0 17.0 17.0 29.6 29.6 Actuated g/C Ratio 0.11 0.41 0.08 0.38 0.38 0.13 0.13 0.13 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 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) 191 1421 142 1347 581 231 243 207 366 737 v/s Ratio Prot 0.07 c0.34 0.07 c0.31 0.01 0.03 c0.20 0.11 v/s Ratio Perm 0.11 c0.10
v/c Ratio 0.62 0.82 0.87 0.81 0.28 0.11 0.23 0.75 0.90 0.86dl Uniform Delay, d1 55.4 34.3 59.1 36.0 27.9 49.8 50.7 54.4 48.8 43.6 Progression Factor 0.73 1.01 0.77 0.63 0.67 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.8 4.6 38.4 5.0 1.2 0.1 0.2 12.0 24.0 0.2 Delay (s) 44.1 39.2 83.6 27.6 19.9 49.9 50.8 66.4 72.8 43.8 Level of Service D D F C B D D E E D
Approach Delay (s) 39.7 30.7 62.8 55.6
Approach LOS D C E E
Intersection Summary
HCM 2000 Control Delay 41.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.8 Intersection Capacity Utilization 89.0% ICU Level of Service E 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
8: Gellert Blvd & Westborough Blvd #1 08/07/2024
Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

Movement SBR
Lane Configurations
Traffic Volume (vph) 84
Future Volume (vph) 84
Ideal Flow (vphpl) 1900
Total Lost time (s) 5.1
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) 88
RTOR Reduction (vph) 68
Lane Group Flow (vph) 20
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Turn Type Perm
Protected Phases
Permitted Phases 8
Actuated Green, G (s) 29.6
Effective Green, g (s) 29.6
Actuated g/C Ratio 0.23
Clearance Time (s) 5.1
Vehicle Extension (s) 2.0
Lane Grp Cap (vph) 360
v/s Ratio Prot
v/s Ratio Perm 0.01
v/c Ratio 0.06
Uniform Delay, d1 39.3
Progression Factor 1.00
Incremental Delay, d2 0.0
Delay (s) 39.3
Level of Service D
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Signalized Intersection Capacity Analysis
9: Westborough Blvd #1 & I-280 SB Off Ramp 08/07/2024
Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 1360 1235 0 412 0
Future Volume (vph) 0 1360 1235 0 412 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.6
Lane Util. Factor 0.91 0.91 0.97
Frt 1.00 1.00 1.00
Flt Protected 1.00 1.00 0.95
Satd. Flow (prot) 5085 5085 3433
Flt Permitted 1.00 1.00 0.95
Satd. Flow (perm) 5085 5085 3433
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 0 1432 1300 0 434 0
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 0 1432 1300 0 434 0
Turn Type NA NA Prot
Protected Phases 2 6 4
Permitted Phases
Actuated Green, G (s) 42.9 42.9 13.0
Effective Green, g (s) 42.9 42.9 13.0
Actuated g/C Ratio 0.66 0.66 0.20
Clearance Time (s) 4.5 4.5 4.6
Vehicle Extension (s) 2.0 2.0 2.0
Lane Grp Cap (vph) 3356 3356 686
v/s Ratio Prot c0.28 0.26 c0.13
v/s Ratio Perm
v/c Ratio 0.43 0.39 0.63
Uniform Delay, d1 5.2 5.0 23.8
Progression Factor 0.57 1.13 1.00
Incremental Delay, d2 0.3 0.2 1.4
Delay (s) 3.3 5.9 25.2
Level of Service A A C
Approach Delay (s) 3.3 5.9 25.2
Approach LOS A A C
Intersection Summary
HCM 2000 Control Delay 7.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 65.0 Sum of lost time (s) 9.1 Intersection Capacity Utilization 45.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
10: W. Orange Avenue/Camaritas Avenue & Westborough Blvd/Chestnut Ave #1 08/07/2024 Alt C AM JS_Westborough Feasibility Study 3:48 pm 10/16/2023 Alt C Synchro 11 Report