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HomeMy WebLinkAbout6.1 Downtwn Dublin SP #3 AppendicesA-DHCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 5: Amador Valley Boulevard &Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~' Volume (vph) 8 775 151 266 542 2 180 5 397 4 5 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 1.00 ~ 1.00 0.85 0.94 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.99 Satd. Flow (prot) ~ 1770 3452 ~ 1770 3537 ~ 1776 1583 1731 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.72 1.00 0.93 Satd. Flow (perm) 1770 3452 1770 3537 1341 1583 1632 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 9 824 161 283 577 2 191 5 422 4 5 7 RTOR Reduction (vph) 0 17 0 0 0 0 0 0 340 0 6 0 Lane Group Flow (vph) 9 968 0 283 579 0 0 196 82 0 10 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 1.0 32.8 i 15.7 47.5 ~ 15.0 15.0 15.0 ] Effective Green, g (s) 1.0 32.8 15.7 47.5 15.0 15.0 15.0 Actuated g/C Ratio 0.01 0.42 j 0.20 0.61 ~ 0.19 0.19 0.19 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 23 1461 359 2168 260 306 316 v/s Ratio Prot 0.01 c0.28 c0.16 0.16 v/s Ratio Perm c0.15 0.05 0.01 v/c Ratio 0.39 0.66 0.79 0.27 0.75 0.27 0.03 Uniform Delay, d1 37.9 17.9 29.3 6.9 29.5 26.6 25.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.0 1.3 10.1 0.1 10.5 0.2 0.0 Delay (s) 41.9 19.2 ~ 39.4 7.0 ~ 40.0 26.7 25.4 ~ Level of Service D B D A D C C Approach Delay (s) 19.4 17.7 30.9 25.4 Approach LOS B B C C HCM Average Control Delay 21.7 HCM Level of Service C HCM Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 77.5 Sum of lost time (s) 14.0 Intersection Capacity Utilization 69.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 6: Amador Valley Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~'~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 475 626 92 162 347 27 157 441 135 77 349 310 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 1.00 1.00 0.95 1.00 0.91 0.91 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1610 3363 1583 1770 3539 1583 1610 3270 1770 3539 1583 Flt Permitted 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3363 1583 1770 3539 1583 1610 3270 1770 3539 1583 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 490 645 95 167 358 28 162 455 139 79 360 320 RTOR Reduction (vph) 0 0 21 0 0 19 0 14 0 0 0 143 Lane Group Flow (vph) 367 768 74 167 358 9 146 596 0 79 360 177 Turn Type Split Perm Split Perm Split Split Perm Protected Phases 4 4 8 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 40.8 40.8 40.8 22.2 22.2 22.2 32.9 32.9 25.2 25.2 25.2 Effective Green, g (s) 40.8 40.8 40.8 22.2 22.2 22.2 32.9 32.9 25.2 25.2 25.2 Actuated g/C Ratio 0.29 0.29 0.29 0.16 0.16 0.16 0.23 0.23 0.18 0.18 0.18 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 466 972 458 278 557 249 375 762 316 632 283 v/s Ratio Prot 0.23 c0.23 0.09 c0.10 0.09 c0.18 0.04 0.10 v/s Ratio Perm 0.05 0.01 c0.11 v/c Ratio 0.79 0.79 0.16 0.60 0.64 0.03 0.39 0.78 0.25 0.57 0.63 Uniform Delay, d1 46.2 46.2 37.4 55.3 55.7 50.4 45.6 50.7 49.8 53.0 53.6 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 9.1 4.7 0.2 4.2 2.8 0.1 0.9 5.6 0.6 1.4 4.8 Delay (s) 55.2 50.9 37.6 59.5 58.6 50.4 46.5 56.3 50.4 54.4 58.4 Level of Service E D D E E D D E D D E Approach Delay (s) 51.2 58.4 54.4 55.7 Approach LOS D E D E HCM Average Control Delay 54.2 HCM Level of Service D HCM Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 141.1 Sum of lost time (s) 20.0 Intersection Capacity Utilization 70.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 6 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 7: Dublin Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ '~~ ~~~ ~~ ~~ ~~~ Volume (vph) 160 342 458 1332 386 329 753 1115 1431 344 555 156 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.97 0.91 0.88 0.97 0.91 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) ~ 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 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) 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 178 380 509 1480 429 366 837 1239 1590 382 617 173 RTOR Reduction (vph) 0 0 287 0 0 124 0 0 147 0 0 137 Lane Group Flow (vph) 178 380 222 1480 429 242 837 1239 1443 382 617 36 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 8.9 25.6 25.6 28.1 44.8 44.8 21.4 37.3 65.4 9.0 24.9 24.9 Effective Green, g (s) 8.9 25.6 25.6 28.1 44.8 44.8 21.4 37.3 65.4 9.0 24.9 24.9 Actuated g/C Ratio 0.07 0.21 0.21 0.23 0.37 0.37 0.18 0.31 0.55 0.08 0.21 0.21 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 255 755 595 1168 696 591 612 1581 1635 257 1055 328 v/s Ratio Prot 0.05 0.11 c0.30 c0.23 c0.24 0.24 c0.21 0.11 0.12 v/s Ratio Perm 0.08 0.15 0.31 0.02 v/c Ratio 0.70 0.50 0.37 1.27 0.62 0.41 1.37 0.78 0.88 1.49 0.58 0.11 Uniform Delay, d1 P i F t 54.2 1 00 41.6 1 00 40.3 1 00 46.0 0 94 30.6 0 61 27.8 0 38 49.3 1 00 37.7 1 00 23.9 1 00 55.5 1 00 42.9 1 00 38.6 1 00 rogress on ac or Incremental Delay, d2 . 8.1 . 2.4 . 1.8 . 124.6 . 2.6 . 1.3 . 175.7 . 2.8 . 6.0 . 238.5 . 1.0 . 0.2 Delay (s) 62.3 44.0 42.1 167.9 21.2 11.9 225.0 40.4 29.9 294.0 43.9 38.8 Level of Service E D D F C B F D C F D D Approach Delay (s) 46.2 115.1 78.0 124.6 Approach LOS D F E F HCM Average Control Delay 90.9 HCM Level of Service F HCM Volume to Capacity ratio 0.99 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 90.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 8: Dublin Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 274 1440 336 124 1448 180 374 73 99 239 78 258 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4941 ~ 1770 6301 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4941 1770 6301 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 295 1548 361 133 1557 194 402 78 106 257 84 277 RTOR Reduction (vph) 0 23 0 0 14 0 0 0 92 0 0 218 Lane Group Flow (vph) 295 1886 0 133 1737 0 402 78 14 257 84 59 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 17.5 61.0 I 11.5 55.0 16.5 15.5 15.5 13.5 12.5 12.5 Effective Green, g (s) 17.5 61.0 11.5 55.0 16.5 15.5 15.5 13.5 12.5 12.5 Actuated g/C Ratio 0.15 0.51 j 0.10 0.46 0.14 0.13 0.13 0.11 0.10 0.10 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 258 2512 170 2888 243 241 204 199 194 165 v/s Ratio Prot c0.17 c0.38 0.08 0.28 c0.23 c0.04 0.15 c0.05 v/s Ratio Perm 0.01 0.04 v/c Ratio 1.14 0.75 0.78 0.60 1.65 0.32 0.07 1.29 0.43 0.36 Uniform Delay, d1 51.2 23.5 53.0 24.3 51.8 47.5 45.9 53.2 50.4 50.0 Progression Factor 0.99 1.08 0.98 1.11 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 82.3 0.9 13.2 0.6 312.1 0.9 0.2 163.3 1.8 1.6 Delay (s) 133.0 26.2 ~ 65.4 27.6 363.9 48.4 46.1 216.6 52.3 51.6 Level of Service F C E C F D D F D D Approach Delay (s) 40.5 30.3 264.4 120.3 Approach LOS D C F F HCM Average Control Delay 71.0 HCM Level of Service E HCM Volume to Capacity ratio 0.92 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 81.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 8 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 9: Dublin Boulevard & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 207 1377 227 120 1243 104 373 16 315 153 5 133 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.86 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4977 ~ 1770 5026 1770 1863 1583 1770 1593 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.57 1.00 1.00 0.75 1.00 Satd. Flow (perm) 1770 4977 1770 5026 1065 1863 1583 1390 1593 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 223 1481 244 129 1337 112 401 17 339 165 5 143 RTOR Reduction (vph) 0 19 0 0 8 0 0 0 127 0 110 0 Lane Group Flow (vph) 223 1706 0 129 1441 0 401 17 212 165 38 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 11.5 69.0 I 9.5 67.0 27.5 27.5 27.5 27.5 27.5 Effective Green, g (s) 11.5 69.0 9.5 67.0 27.5 27.5 27.5 27.5 27.5 Actuated g/C Ratio 0.10 0.58 j 0.08 0.56 0.23 0.23 0.23 0.23 0.23 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 170 2862 140 2806 244 427 363 319 365 v/s Ratio Prot c0.13 c0.34 0.07 0.29 0.01 0.02 v/s Ratio Perm c0.38 0.13 0.12 v/c Ratio 1.31 0.60 0.92 0.51 1.64 0.04 0.58 0.52 0.10 Uniform Delay, d1 54.2 16.5 54.9 16.4 46.2 36.0 41.2 40.4 36.5 Progression Factor 0.83 1.45 0.81 1.34 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 163.4 0.6 31.4 0.3 307.3 0.0 1.5 0.6 0.0 Delay (s) 208.4 24.4 ~ 75.9 22.4 353.6 36.0 42.7 41.0 36.6 ~ Level of Service F C E C F D D D D Approach Delay (s) 45.5 26.7 207.2 38.9 Approach LOS D C F D HCM Average Control Delay 65.2 HCM Level of Service E HCM Volume to Capacity ratio 0.91 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 9.0 82 9% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 9 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 10: Dublin Boulevard & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~~ ~ ~ ~ ~ ~~ "~ Volume (vph) 288 1271 310 419 991 207 359 237 454 229 169 168 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 ~ 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) ~ 1770 4936 ~ 1770 5085 1583 1770 1863 1583 3433 1723 ~ 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) 1770 4936 1770 5085 1583 1770 1863 1583 3433 1723 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 294 1297 316 428 1011 211 366 242 463 234 172 171 RTOR Reduction (vph) 0 33 0 0 0 136 0 0 316 0 31 0 Lane Group Flow (vph) 294 1580 0 428 1011 75 366 242 147 234 312 0 Turn Type Prot Prot Perm Prot Perm Prot Protected Phases 5 2 ~ 1 6 3 8 7 4 ~ Permitted Phases 6 8 Actuated Green, G (s) 20.5 33.5 i 29.5 42.5 42.5 13.5 26.6 26.6 11.9 25.0 Effective Green, g (s) 20.5 33.5 29.5 42.5 42.5 13.5 26.6 26.6 11.9 25.0 Actuated g/C Ratio 0.17 0.28 j 0.25 0.35 0.35 0.11 0.22 0.22 0.10 0.21 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 3.0 3.0 2.0 3.0 Lane Grp Cap (vph) 302 1378 435 1801 561 199 413 351 340 359 v/s Ratio Prot 0.17 c0.32 c0.24 0.20 c0.21 0.13 0.07 c0.18 v/s Ratio Perm 0.05 0.09 v/c Ratio 0.97 1.15 0.98 0.56 0.13 1.84 0.59 0.42 0.69 0.87 Uniform Delay, d1 49.5 43.2 45.0 31.2 26.3 53.2 41.8 40.1 52.3 45.9 Progression Factor 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 38.8 73.2 38.6 1.3 0.5 396.5 2.1 0.8 4.6 19.5 Delay (s) 82.4 111.4 ~ 83.6 32.5 26.8 449.8 43.9 40.9 56.8 65.4 ~ Level of Service F F F C C F D D E E Approach Delay (s) 106.9 45.0 181.3 61.9 Approach LOS F D F E HCM Average Control Delay 97.6 HCM Level of Service F HCM Volume to Capacity ratio 1.12 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 109.2% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 10 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 11: Dublin Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~"~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 453 1152 348 201 1216 347 66 28 8 319 83 316 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3416 ~ 1770 5085 1583 1770 3539 1583 3433 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3416 1770 5085 1583 1770 3539 1583 3433 1863 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) 477 1213 366 212 1280 365 69 29 8 336 87 333 RTOR Reduction (vph) 0 16 0 0 0 165 0 0 8 0 0 286 Lane Group Flow (vph) 477 1563 0 212 1280 200 69 29 0 336 87 47 Turn Type Prot Prot Perm Prot Perm Prot custom Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 6 8 7 Actuated Green, G (s) 16.5 68.9 i 18.9 71.3 71.3 7.6 4.9 4.9 18.3 15.6 18.3 Effective Green, g (s) 16.5 68.9 18.9 71.3 71.3 7.6 4.9 4.9 18.3 15.6 18.3 Actuated g/C Ratio 0.13 0.53 j 0.15 0.55 0.55 0.06 0.04 0.04 0.14 0.12 0.14 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 436 1810 257 2789 868 103 133 60 483 224 223 v/s Ratio Prot c0.14 c0.46 0.12 0.25 0.04 0.01 c0.10 c0.05 v/s Ratio Perm 0.13 0.00 0.03 v/c Ratio 1.09 0.86 0.82 0.46 0.23 0.67 0.22 0.01 0.70 0.39 0.21 Uniform Delay, d1 56.8 26.5 53.9 17.7 15.2 60.0 60.7 60.2 53.2 52.8 49.5 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 71.0 5.8 18.1 0.5 0.6 12.1 1.1 0.0 3.5 0.4 0.2 Delay (s) 127.7 32.2 ~ 72.1 18.3 15.8 72.0 61.8 60.2 56.7 53.2 49.6 Level of Service F C E B B E E E E D D Approach Delay (s) 54.4 23.9 68.4 53.2 Approach LOS D C E D HCM Average Control Delay 42.7 HCM Level of Service D HCM Volume to Capacity ratio 0.80 Actuated Cycle Length (s) I t ti C it Utili ti 130.0 Sum of lost time (s) 14.0 81 9% ICU L l f S i D n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 11 HCM Unsignalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 12: St. Patrick Way & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ Sign Control Stop Stop Stop Stop Volume (vph) 52 54 2 20 75 52 2 400 83 56 147 59 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Hourly flow rate (vph) 62 64 2 24 89 62 2 476 99 67 175 70 Volume Total (vph) 129 24 151 577 Volume Left (vph) 62 24 0 2 Volume Right (vph) 2 0 62 99 Hadj (s) 0.12 0.53 -0.25 -0.07 Departure Headway (s) 7.2 7.9 7.1 5.5 Degree Utilization, x 0.26 0.05 0.30 0.88 Capacity (veh/h) 466 428 478 647 Control Delay (s) 12.6 10.1 11.8 35.3 Approach Delay (s) 12.6 11.6 35.3 Approach LOS B B E Delay ~ 24.0 HCM Level of Service _ C Intersection Capacity Utilization 66.9% Analysis Period (min) 15 312 67 70 -0.06 5.9 564 15.0 ICU Level of Service C 5:00 pm Baseline Synchro 7 - Report Page 12 HCM Signalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 13: St. Patrick Way & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 78 159 24 55 142 476 22 340 60 496 237 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.85 1.00 0.98 1.00 0.97 ~ Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1827 ~ 1837 1583 1770 1821 1770 1800 ~ Flt Permitted 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1827 1837 1583 1770 1821 1770 1800 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 86 175 26 60 156 523 24 374 66 545 260 76 RTOR Reduction (vph) 0 5 0 0 0 427 0 5 0 0 9 0 Lane Group Flow (vph) 86 196 0 0 216 96 24 435 0 545 327 0 Turn Type Split Split Perm Split Split Protected Phases 4 4 ~ 8 8 2 2 6 6 ~ Permitted Phases 8 Actuated Green, G (s) 15.5 15.5 ~ 17.5 17.5 22.2 22.2 22.2 22.2 Effective Green, g (s) 15.5 15.5 17.5 17.5 22.2 22.2 22.2 22.2 Actuated g/C Ratio 0.16 0.16 = 0.18 0.18 0.23 0.23 0.23 0.23 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 288 297 337 290 412 424 412 419 v/s Ratio Prot 0.05 c0.11 c0.12 0.01 c0.24 c0.31 0.18 v/s Ratio Perm 0.06 v/c Ratio 0.30 0.66 0.64 0.33 0.06 1.03 1.32 0.78 Uniform Delay, d1 35.2 37.5 36.0 33.9 28.5 36.6 36.6 34.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 5.2 4.1 0.7 0.1 50.3 161.4 8.9 Delay (s) 35.7 42.7 ~ 40.2 34.5 28.5 86.9 198.0 43.2 ~ Level of Service D D D C C F F D Approach Delay (s) 40.6 36.2 83.8 139.0 Approach LOS D D F F HCM Average Control Delay 84.2 HCM Level of Service F HCM Volume to Capacity ratio 0.95 Actuated Cycle Length (s) 95.4 Sum of lost time (s) 18.0 Intersection Capacity Utilization 84.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 13 HCM Unsignalized Intersection Capacity Analysis Ex. + Approved Projects + Base FAR Project 14: I-680 Northbound On-Ramp & Village Parkway PM Peak Hour I Movement EBL EBR NBL NBT SBT SBR Lane Configurations ~' "~ Volume (veh/h) 0 0 32 51 25 592 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 34 54 27 630 Pedestrians Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 418 pX, platoon unblocked 0.97 0.97 0.97 vC, conflicting volume 464 341 656 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 431 305 629 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 96 cM capacity (veh/h) 543 713 923 Volume Total 88 656 Volume Left 34 0 Volume Right 0 630 cSH 923 1700 Volume to Capacity 0.04 0.39 Queue Length 95th (ft) 3 0 Control Delay (s) 3.7 0.0 Lane LOS A Approach Delay (s) 3.7 Approach LOS Average Delay 0.4 Intersection Capacity Utilization 41.3% ICU Level of Service Analysis Period (min) 15 5:00 pm Baseline Synchro 7 - Report Page 14 Near-Term Plus Project (Base FAR) Mitigated AM and PM Peak Hour Synch ro Worksheets I-'F.HR ~ PFER TRANSP[7 RTATi{7N C9NSIILTANiS HCM Signalized Intersection Capacity Analysis Ex. + App. + Base FAR Project (Mitigated) 10: Dublin Boulevard & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~~ ~~"~ ~ ~ ~ ~~ "~ Volume (vph) 146 619 215 305 598 80 142 117 307 79 236 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 0.97 0.91 1.00 1.00 1.00 0.97 1.00 Frt ~ 1.00 0.96 ~ 1.00 0.98 1.00 1.00 0.85 1.00 0.96 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4889 ~ 3433 4996 1770 1863 1583 3433 1791 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 4889 3433 4996 1770 1863 1583 3433 1791 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 152 645 224 318 623 83 148 122 320 82 246 85 RTOR Reduction (vph) 0 43 0 0 13 0 0 0 241 0 11 0 Lane Group Flow (vph) 152 826 0 318 693 0 148 122 79 82 320 0 Turn Type Prot Prot Prot Perm Prot Protected Phases 5 2 ~ 1 6 3 8 7 4 ~ Permitted Phases 8 Actuated Green, G (s) 13.4 50.0 I 15.5 52.1 ' 9.5 29.7 29.7 6.3 26.5 ] Effective Green, g (s) 13.4 50.0 15.5 52.1 9.5 29.7 29.7 6.3 26.5 Actuated g/C Ratio 0.11 0.42 j 0.13 0.43 0.08 0.25 0.25 0.05 0.22 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.0 3.0 2.0 3.0 Lane Grp Cap (vph) 198 2037 443 2169 140 461 392 180 396 v/s Ratio Prot 0.09 c0.17 c0.09 0.14 c0.08 c0.07 0.02 c0.18 v/s Ratio Perm 0.05 v/c Ratio 0.77 0.41 0.72 0.32 1.06 0.26 0.20 0.46 0.81 Uniform Delay, d1 51.8 24.6 50.2 22.3 55.2 36.4 35.8 55.2 44.3 Progression Factor 0.83 1.32 0.83 0.78 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.3 0.6 4.4 0.4 92.1 0.3 0.3 0.7 11.5 Delay (s) 57.4 33.1 ~ 46.0 17.8 147.4 36.7 36.0 55.9 55.8 ~ Level of Service E C D B F D D E E Approach Delay (s) 36.7 26.5 64.1 55.8 Approach LOS D C E E HCM Average Control Delay 41.2 HCM Level of Service D HCM Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 23.0 Intersection Capacity Utilization 66.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Ex. + App. + Base FAR Project (Mitigated) 13: St. Patrick Way & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 40 106 28 57 146 449 15 102 12 491 205 30 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.85 1.00 0.98 1.00 0.98 ~ Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1804 ~ 1837 1583 1770 1834 1770 1827 ~ Flt Permitted 0.95 1.00 0.87 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1804 1629 1583 1770 1834 1770 1827 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 42 110 29 59 152 468 16 106 12 511 214 31 RTOR Reduction (vph) 0 7 0 0 0 360 0 3 0 0 5 0 Lane Group Flow (vph) 42 132 0 0 211 108 16 115 0 511 240 0 Turn Type Prot Perm Perm Prot Prot Protected Phases 7 4 ~ 8 5 2 1 6 ~ Permitted Phases 8 8 Actuated Green, G (s) 2.6 25.7 ~ 18.6 18.6 1.6 10.8 30.5 39.7 ] Effective Green, g (s) 2.6 25.7 18.6 18.6 1.6 10.8 30.5 39.7 Actuated g/C Ratio 0.03 0.32 ~ 0.23 0.23 0.02 0.13 0.38 0.49 ] Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 57 576 376 366 35 246 671 901 v/s Ratio Prot c0.02 0.07 0.01 c0.06 c0.29 0.13 v/s Ratio Perm c0.13 0.07 v/c Ratio 0.74 0.23 0.56 0.30 0.46 0.47 0.76 0.27 Uniform Delay, d1 38.6 20.1 27.3 25.5 39.0 32.2 21.8 11.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 38.8 0.2 1.9 0.5 9.2 1.4 5.1 0.2 Delay (s) 77.4 20.3 ~ 29.3 26.0 48.2 33.6 26.9 12.1 ~ Level of Service E C C C D C C B Approach Delay (s) 33.6 27.0 35.3 22.1 Approach LOS C C D C HCM Average Control Delay 26.2 HCM Level of Service C HCM Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 80.5 Sum of lost time (s) 18.0 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Ex. + App. + Base FAR Project (Mitigated) 7: Dublin Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ '~~ ~~~ ~~ ~~ ~~~ Volume (vph) 160 342 458 1332 386 329 753 1115 1431 344 555 156 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.97 0.91 0.88 0.97 0.91 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) ~ 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 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) 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 178 380 509 1480 429 366 837 1239 1590 382 617 173 RTOR Reduction (vph) 0 0 15 0 0 6 0 0 31 0 0 87 Lane Group Flow (vph) 178 380 494 1480 429 360 837 1239 1559 382 617 86 Turn Type Prot pm+ov Prot pm+ov Prot pm+ov Prot pm+ov Protected Phases 5 2 7 1 6 3 7 4 1 3 8 5 Permitted Phases 2 6 4 8 Actuated Green, G (s) 10.6 17.0 53.0 43.1 49.5 71.0 36.0 42.4 85.5 21.5 27.9 38.5 Effective Green, g (s) 10.6 17.0 53.0 43.1 49.5 71.0 36.0 42.4 85.5 21.5 27.9 38.5 Actuated g/C Ratio 0.07 0.12 0.37 0.30 0.34 0.49 0.25 0.29 0.59 0.15 0.19 0.27 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 3.0 3.0 4.0 3.0 3.0 4.0 3.0 3.0 4.0 3.0 Lane Grp Cap (vph) 253 418 1123 1494 640 835 858 1497 1752 513 985 478 v/s Ratio Prot 0.05 c0.11 0.11 c0.30 0.23 0.06 c0.24 0.24 c0.27 0.11 0.12 0.01 v/s Ratio Perm 0.07 0.16 0.29 0.04 v/c Ratio 0.70 0.91 0.44 0.99 0.67 0.43 0.98 0.83 0.89 0.74 0.63 0.18 Uniform Delay, d1 65.2 62.7 34.3 50.2 40.3 23.5 53.6 47.4 25.2 58.6 53.3 40.6 Progression Factor 1.00 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 8.6 23.5 0.3 21.0 3.0 0.4 24.6 4.1 6.0 5.8 1.4 0.2 Delay (s) 73.7 86.3 34.6 71.2 43.3 23.9 78.2 51.5 31.2 64.4 54.7 40.8 Level of Service E F C E D C E D C E D D Approach Delay (s) 59.5 58.3 48.8 55.8 Approach LOS E E D E HCM Average Control Delay 53.8 HCM Level of Service D HCM Volume to Capacity ratio 0.92 Actuated Cycle Length (s) 144.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 90.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Ex. + App. + Base FAR Project (Mitigated) 8: Dublin Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 274 1440 336 124 1448 180 374 73 99 239 78 258 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4941 ~ 1770 6301 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4941 1770 6301 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 295 1548 361 133 1557 194 402 78 106 257 84 277 RTOR Reduction (vph) 0 24 0 0 14 0 0 0 93 0 0 250 Lane Group Flow (vph) 295 1885 0 133 1737 0 402 78 13 257 84 27 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 19.5 59.6 i 7.5 47.6 22.5 14.7 14.7 19.7 11.9 11.9 Effective Green, g (s) 19.5 59.6 7.5 47.6 22.5 14.7 14.7 19.7 11.9 11.9 Actuated g/C Ratio 0.16 0.50 j 0.06 0.40 0.19 0.12 0.12 0.16 0.10 0.10 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 288 2454 111 2499 332 228 194 291 185 157 v/s Ratio Prot c0.17 c0.38 0.08 0.28 c0.23 c0.04 0.15 c0.05 v/s Ratio Perm 0.01 0.02 v/c Ratio 1.02 0.77 1.20 0.69 1.21 0.34 0.07 0.88 0.45 0.17 Uniform Delay, d1 50.2 24.6 56.2 30.2 48.8 48.2 46.6 49.0 51.0 49.5 Progression Factor 1.00 1.00 1.00 0.73 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 59.4 2.4 131.7 1.0 119.6 1.1 0.2 24.9 2.1 0.6 Delay (s) 109.7 27.0 ~ 187.9 23.0 168.3 49.3 46.8 73.9 53.1 50.2 Level of Service F C F C F D D E D D Approach Delay (s) 38.0 34.6 130.5 60.4 Approach LOS D C F E HCM Average Control Delay 49.7 HCM Level of Service D HCM Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 81.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Ex. + App. + Base FAR Project (Mitigated) 9: Dublin Boulevard & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 207 1377 227 120 1243 104 373 16 315 153 5 133 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.86 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4977 ~ 1770 5026 1770 1863 1583 1770 1593 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.63 1.00 1.00 0.75 1.00 Satd. Flow (perm) 1770 4977 1770 5026 1169 1863 1583 1390 1593 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 223 1481 244 129 1337 112 401 17 339 165 5 143 RTOR Reduction (vph) 0 17 0 0 8 0 0 0 167 0 91 0 Lane Group Flow (vph) 223 1708 0 129 1441 0 401 17 172 165 57 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 17.9 50.7 I 11.5 44.3 43.8 43.8 43.8 43.8 43.8 Effective Green, g (s) 17.9 50.7 11.5 44.3 43.8 43.8 43.8 43.8 43.8 Actuated g/C Ratio 0.15 0.42 j 0.10 0.37 0.36 0.36 0.36 0.36 0.36 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 264 2103 170 1855 427 680 578 507 581 v/s Ratio Prot c0.13 c0.34 0.07 0.29 0.01 0.04 v/s Ratio Perm c0.34 0.11 0.12 v/c Ratio 0.84 0.81 0.76 0.78 0.94 0.03 0.30 0.33 0.10 Uniform Delay, d1 49.7 30.5 52.9 33.5 36.8 24.4 27.1 27.5 25.1 Progression Factor 0.91 1.43 0.71 1.56 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.5 2.4 6.6 1.3 28.1 0.0 0.1 0.1 0.0 Delay (s) 59.6 46.0 ~ 44.4 53.7 64.9 24.4 27.2 27.6 25.1 ~ Level of Service E D D D E C C C C Approach Delay (s) 47.6 52.9 47.1 26.4 Approach LOS D D D C HCM Average Control Delay 47.9 HCM Level of Service D HCM Volume to Capacity ratio 0.85 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 9.0 82 9% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Ex. + App. + Base FAR Project (Mitigated) 10: Dublin Boulevard & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~~ ~~"~ ~ ~ ~ ~~ "~ Volume (vph) 288 1271 310 419 991 207 359 237 454 229 169 168 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 0.97 0.91 1.00 1.00 1.00 0.97 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.97 1.00 1.00 0.85 1.00 0.93 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4936 ~ 3433 4954 1770 1863 1583 3433 1723 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 4936 3433 4954 1770 1863 1583 3433 1723 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 294 1297 316 428 1011 211 366 242 463 234 172 171 RTOR Reduction (vph) 0 34 0 0 26 0 0 0 23 0 30 0 Lane Group Flow (vph) 294 1579 0 428 1196 0 366 242 440 234 313 0 Turn Type Prot Prot Prot pm+ov Prot Protected Phases 5 2 ~ 1 6 3 8 1 7 4 ~ Permitted Phases 8 Actuated Green, G (s) 22.3 40.6 i 15.5 33.8 21.5 32.9 48.4 12.5 23.9 Effective Green, g (s) 22.3 40.6 15.5 33.8 21.5 32.9 48.4 12.5 23.9 Actuated g/C Ratio 0.19 0.34 j 0.13 0.28 0.18 0.27 0.40 0.10 0.20 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.0 2.0 2.0 3.0 Lane Grp Cap (vph) 329 1670 443 1395 317 511 698 358 343 v/s Ratio Prot c0.17 c0.32 0.12 0.24 c0.21 0.13 0.08 0.07 c0.18 v/s Ratio Perm 0.20 v/c Ratio 0.89 0.95 0.97 0.86 1.15 0.47 0.63 0.65 0.91 Uniform Delay, d1 47.7 38.6 52.0 40.8 49.2 36.3 28.6 51.7 47.0 Progression Factor 0.95 0.59 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 18.5 9.4 33.6 7.0 99.3 0.7 1.3 3.3 27.4 Delay (s) 63.7 32.4 ~ 85.6 47.8 148.5 37.0 29.9 54.9 74.4 ~ Level of Service E C F D F D C D E Approach Delay (s) 37.2 57.6 72.1 66.5 Approach LOS D E E E HCM Average Control Delay 54.1 HCM Level of Service D HCM Volume to Capacity ratio 0.95 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 13.5 97 9% ICU L l f S i F n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Ex. + App. + Base FAR Project (Mitigated) 13: St. Patrick Way & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 78 159 24 55 142 476 22 340 60 496 237 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.85 1.00 0.98 1.00 0.97 ~ Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1827 ~ 1837 1583 1770 1821 1770 1800 ~ Flt Permitted 0.95 1.00 0.85 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1827 1579 1583 1770 1821 1770 1800 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 86 175 26 60 156 523 24 374 66 545 260 76 RTOR Reduction (vph) 0 5 0 0 0 426 0 5 0 0 6 0 Lane Group Flow (vph) 86 196 0 0 216 97 24 435 0 545 330 0 Turn Type Prot Perm Perm Prot Prot Protected Phases 7 4 ~ 8 5 2 1 6 ~ Permitted Phases 8 8 Actuated Green, G (s) 8.7 32.4 ~ 19.2 19.2 3.0 28.7 28.9 54.6 ] Effective Green, g (s) 8.7 32.4 19.2 19.2 3.0 28.7 28.9 54.6 Actuated g/C Ratio 0.08 0.31 ~ 0.19 0.19 0.03 0.28 0.28 0.53 ] Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 149 572 293 294 51 505 494 950 v/s Ratio Prot c0.05 0.11 0.01 c0.24 c0.31 0.18 v/s Ratio Perm c0.14 0.06 v/c Ratio 0.58 0.34 0.74 0.33 0.47 0.86 1.10 0.35 Uniform Delay, d1 45.6 27.3 39.8 36.6 49.5 35.5 37.3 14.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.3 0.4 9.3 0.7 6.7 14.0 71.7 0.2 Delay (s) 51.0 27.7 ~ 49.1 37.2 56.2 49.5 109.0 14.4 ~ Level of Service D C D D E D F B Approach Delay (s) 34.7 40.7 49.9 72.9 Approach LOS C D D E HCM Average Control Delay 53.7 HCM Level of Service D HCM Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 103.5 Sum of lost time (s) 18.0 Intersection Capacity Utilization 84.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 5 Near-Term Plus Project (Maximum FAR) AM and PM Peak Hour Synch ro Worksheets I-'F.HR ~ PFER TRANSP[7 RTATi{7N C9NSIILTANiS HCM Signalized Intersection Capacity Analysis Existing + App. + Maximum FAR Project 1: Amador Valley Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ ~' ~ ~ ~~ ~ ~~ ~~~ Volume (vph) 28 32 46 506 42 269 64 1195 286 401 774 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.91 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 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 1863 1583 1681 1698 1583 1770 3539 1583 3433 5085 1583 Flt Permitted 0.58 1.00 1.00 0.95 0.44 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 1080 1863 1583 1681 784 1583 1770 3539 1583 3433 5085 1583 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 32 37 53 582 48 309 74 1374 329 461 890 33 RTOR Reduction (vph) 0 0 50 0 0 207 0 0 121 0 0 17 Lane Group Flow (vph) 32 37 3 314 316 102 74 1374 208 461 890 16 Turn Type Perm Perm Prot Perm Prot Perm Prot Perm Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 6.9 6.9 6.9 25.2 36.6 36.6 7.8 41.4 41.4 18.8 52.4 52.4 Effective Green, g (s) 6.9 6.9 6.9 25.2 36.6 36.6 7.8 41.4 41.4 18.8 52.4 52.4 Actuated g/C Ratio 0.06 0.06 0.06 0.23 0.33 0.33 0.07 0.37 0.37 0.17 0.47 0.47 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 67 116 99 382 467 523 125 1322 591 582 2405 749 v/s Ratio Prot 0.02 c0.19 0.15 0.04 c0.39 c0.13 0.18 v/s Ratio Perm 0.03 0.00 c0.07 0.06 0.13 0.01 v/c Ratio 0.48 0.32 0.03 0.82 0.68 0.20 0.59 1.04 0.35 0.79 0.37 0.02 Uniform Delay, d1 50.2 49.7 48.8 40.7 32.0 26.6 50.0 34.7 25.0 44.1 18.7 15.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.6 0.1 12.7 3.0 0.1 4.9 35.6 0.5 6.8 0.1 0.0 Delay (s) 52.2 50.3 48.9 53.4 35.0 26.6 54.9 70.3 25.5 50.9 18.8 15.6 Level of Service D D D D D C D E C D B B Approach Delay (s) 50.2 38.4 61.4 29.4 Approach LOS D D E C HCM Average Control Delay 45.5 HCM Level of Service D HCM Volume to Capacity ratio 0.88 Actuated Cycle Length (s) I t ti C it Utili ti 110.8 Sum of lost time (s) 14.0 77 9% ICU L l f S i D n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Existing + App. + Maximum FAR Project 2: Amador Valley Boulevard & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ ~ ~ ~ "~ Volume (vph) 30 637 105 78 759 4 73 9 42 8 5 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 1.00 1.00 1.00 0.85 1.00 0.88 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 3464 ~ 1770 3537 1770 1863 1583 1770 1642 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.74 1.00 1.00 0.75 1.00 Satd. Flow (perm) 1770 3464 1770 3537 1381 1863 1583 1399 1642 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 32 685 113 84 816 4 78 10 45 9 5 19 RTOR Reduction (vph) 0 10 0 0 0 0 0 0 40 0 17 0 Lane Group Flow (vph) 32 788 0 84 820 0 78 10 5 9 7 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 2.2 26.6 i 5.9 30.3 ' 6.4 6.4 6.4 6.4 6.4 ] Effective Green, g (s) 2.2 26.6 5.9 30.3 6.4 6.4 6.4 6.4 6.4 Actuated g/C Ratio 0.04 0.50 j 0.11 0.57 0.12 0.12 0.12 0.12 0.12 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 74 1742 197 2026 167 225 192 169 199 v/s Ratio Prot 0.02 c0.23 c0.05 c0.23 0.01 0.00 v/s Ratio Perm c0.06 0.00 0.01 v/c Ratio 0.43 0.45 0.43 0.40 0.47 0.04 0.03 0.05 0.04 Uniform Delay, d1 24.7 8.5 21.9 6.3 21.7 20.5 20.5 20.6 20.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 0.3 0.5 0.2 0.8 0.0 0.0 0.0 0.0 Delay (s) 26.2 8.7 ~ 22.5 6.5 22.4 20.6 20.5 20.6 20.6 ~ Level of Service C A C A C C C C C Approach Delay (s) 9.4 8.0 21.6 20.6 Approach LOS A A C C HCM Average Control Delay 9.8 HCM Level of Service A HCM Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 52.9 Sum of lost time (s) 19.0 Intersection Capacity Utilization 47.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Existing + App. + Maximum FAR Project 3: Amador Valley Boulevard & Starward Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~"~ ~' Volume (vph) 31 555 10 0 644 35 2 0 2 40 0 59 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt ~ 1.00 1.00 ~ 0.99 ~ 0.93 ~ 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.98 0.95 1.00 Satd. Flow (prot) ~ 1770 3530 ~ 3512 ~ 1695 ~ 1770 1583 Flt Permitted 0.95 1.00 1.00 0.92 0.76 1.00 Satd. Flow (perm) 1770 3530 3512 1600 1407 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 35 631 11 0 732 40 2 0 2 45 0 67 RTOR Reduction (vph) 0 1 0 0 3 0 0 2 0 0 0 53 Lane Group Flow (vph) 35 641 0 0 769 0 0 2 0 0 45 14 Turn Type Prot Perm Perm Perm Protected Phases 5 1 2 ~ 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s) 3.6 44.2 = 36.1 ~ 13.6 ~ 13.6 13.6 Effective Green, g (s) 3.6 44.2 36.1 13.6 13.6 13.6 Actuated g/C Ratio 0.05 0.66 = 0.54 ~ 0.20 ~ 0.20 0.20 Clearance Time (s) 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 95 2318 1884 323 284 320 v/s Ratio Prot 0.02 c0.18 c0.22 v/s Ratio Perm 0.00 c0.03 0.01 v/c Ratio 0.37 0.28 0.41 0.01 0.16 0.04 Uniform Delay, d1 30.8 4.8 9.3 21.5 22.1 21.6 Progression Factor 1.00 1.00 0.38 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.0 0.2 0.0 0.1 0.0 Delay (s) 31.6 4.9 ~ 3.7 ~ 21.5 ~ 22.2 21.6 Level of Service C A A C C C Approach Delay (s) 6.3 3.7 21.5 21.9 Approach LOS A A C C HCM Average Control Delay 6.1 HCM Level of Service A HCM Volume to Capacity ratio 0.32 Actuated Cycle Length (s) 67.3 Sum of lost time (s) 9.0 Intersection Capacity Utilization 37.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Existing + App. + Maximum FAR Project 4: Amador Valley Boulevard & Donohue Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ "~ Volume (vph) 22 569 32 11 618 111 8 3 2 135 7 39 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.98 1.00 0.94 ~ 0.97 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.96 Satd. Flow (prot) ~ 1770 3511 ~ 1770 3458 1770 1751 ~ 1744 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.69 1.00 0.78 Satd. Flow (perm) 1770 3511 1770 3458 1281 1751 1407 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 25 639 36 12 694 125 9 3 2 152 8 44 RTOR Reduction (vph) 0 4 0 0 11 0 0 2 0 0 12 0 Lane Group Flow (vph) 25 671 0 12 808 0 9 3 0 0 192 0 Turn Type Prot Prot Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 4 Actuated Green, G (s) 3.6 28.8 i 10.9 36.1 13.6 13.6 ~ 13.6 ] Effective Green, g (s) 3.6 28.8 10.9 36.1 13.6 13.6 13.6 Actuated g/C Ratio 0.05 0.43 j 0.16 0.54 0.20 0.20 ~ 0.20 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 95 1502 287 1855 259 354 284 v/s Ratio Prot c0.01 0.19 0.01 c0.23 0.00 v/s Ratio Perm 0.01 c0.14 v/c Ratio 0.26 0.45 0.04 0.44 0.03 0.01 0.68 Uniform Delay, d1 30.6 13.6 23.8 9.4 21.6 21.5 24.8 Progression Factor 1.46 0.76 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.3 0.0 0.2 0.0 0.0 4.9 Delay (s) 45.2 10.6 ~ 23.8 9.7 21.6 21.5 ~ 29.8 ~ Level of Service D B C A C C C Approach Delay (s) 11.9 9.9 21.6 29.8 Approach LOS B A C C HCM Average Control Delay 13.1 HCM Level of Service B HCM Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 67.3 Sum of lost time (s) 14.0 Intersection Capacity Utilization 45.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Existing + App. + Maximum FAR Project 5: Amador Valley Boulevard &Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~' Volume (vph) 2 623 88 288 797 0 85 0 148 0 4 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 1.00 ~ 1.00 0.85 0.93 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 3474 ~ 1770 3539 ~ 1770 1583 1726 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.75 1.00 1.00 Satd. Flow (perm) 1770 3474 1770 3539 1398 1583 1726 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 2 724 102 335 927 0 99 0 172 0 5 6 RTOR Reduction (vph) 0 12 0 0 0 0 0 0 149 0 5 0 Lane Group Flow (vph) 2 814 0 335 927 0 0 99 23 0 6 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 0.8 28.0 I 16.8 44.0 ~ 9.3 9.3 9.3 ] Effective Green, g (s) 0.8 28.0 16.8 44.0 9.3 9.3 9.3 Actuated g/C Ratio 0.01 0.41 j 0.25 0.65 ~ 0.14 0.14 0.14 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 21 1428 437 2287 191 216 236 v/s Ratio Prot 0.00 c0.23 c0.19 0.26 0.00 v/s Ratio Perm c0.07 0.01 v/c Ratio 0.10 0.57 0.77 0.41 0.52 0.11 0.02 Uniform Delay, d1 33.3 15.4 23.8 5.8 27.3 25.8 25.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.7 7.1 0.2 1.0 0.1 0.0 Delay (s) 34.0 16.1 ~ 30.9 5.9 ~ 28.3 25.8 25.5 ~ Level of Service C B C A C C C Approach Delay (s) 16.1 12.6 26.7 25.5 Approach LOS B B C C HCM Average Control Delay 15.5 HCM Level of Service B HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 68.1 Sum of lost time (s) 14.0 Intersection Capacity Utilization 59.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Existing + App. + Maximum FAR Project 6: Amador Valley Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~'~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 298 342 34 291 551 25 144 286 58 144 474 377 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 1.00 1.00 0.95 1.00 0.91 0.91 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1610 3355 1583 1770 3539 1583 1610 3302 1770 3539 1583 Flt Permitted 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3355 1583 1770 3539 1583 1610 3302 1770 3539 1583 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 347 398 40 338 641 29 167 333 67 167 551 438 RTOR Reduction (vph) 0 0 15 0 0 10 0 9 0 0 0 117 Lane Group Flow (vph) 243 502 25 338 641 19 150 408 0 167 551 321 Turn Type Split Perm Split Perm Split Split Perm Protected Phases 4 4 8 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 31.5 31.5 31.5 35.9 35.9 35.9 26.5 26.5 37.5 37.5 37.5 Effective Green, g (s) 31.5 31.5 31.5 35.9 35.9 35.9 26.5 26.5 37.5 37.5 37.5 Actuated g/C Ratio 0.21 0.21 0.21 0.24 0.24 0.24 0.18 0.18 0.25 0.25 0.25 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 335 698 329 420 839 375 282 578 438 877 392 v/s Ratio Prot c0.15 0.15 c0.19 0.18 0.09 c0.12 0.09 0.16 v/s Ratio Perm 0.02 0.01 c0.20 v/c Ratio 0.73 0.72 0.08 0.80 0.76 0.05 0.53 0.71 0.38 0.63 0.82 Uniform Delay, d1 55.9 55.8 48.2 54.4 53.8 44.6 56.8 58.8 47.3 50.7 53.8 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 8.1 3.8 0.1 11.3 4.4 0.1 2.5 4.2 0.8 1.6 13.2 Delay (s) 64.0 59.6 48.4 65.7 58.2 44.7 59.3 63.0 48.1 52.3 67.0 Level of Service E E D E E D E E D D E Approach Delay (s) 60.4 60.4 62.0 57.3 Approach LOS E E E E HCM Average Control Delay 59.6 HCM Level of Service E HCM Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 151.4 Sum of lost time (s) 20.0 Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 6 HCM Signalized Intersection Capacity Analysis Existing + App. + Maximum FAR Project 7: Dublin Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ '~~ ~~~ ~~ ~~ ~~~ Volume (vph) 191 314 678 791 233 354 531 1285 1319 319 899 182 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.97 0.91 0.88 0.97 0.91 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) ~ 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 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) 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 208 341 737 860 253 385 577 1397 1434 347 977 198 RTOR Reduction (vph) 0 0 365 0 0 121 0 0 135 0 0 144 Lane Group Flow (vph) 208 341 372 860 253 264 577 1397 1299 347 977 54 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 8.0 32.1 32.1 15.0 39.1 39.1 20.0 43.9 58.9 9.0 32.9 32.9 Effective Green, g (s) 8.0 32.1 32.1 15.0 39.1 39.1 20.0 43.9 58.9 9.0 32.9 32.9 Actuated g/C Ratio 0.07 0.27 0.27 0.12 0.33 0.33 0.17 0.37 0.49 0.08 0.27 0.27 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 229 947 746 624 607 516 572 1860 1484 257 1394 434 v/s Ratio Prot 0.06 0.10 c0.17 0.14 c0.17 0.27 c0.11 c0.10 0.19 v/s Ratio Perm 0.13 c0.17 0.36 0.03 v/c Ratio 0.91 0.36 0.50 1.38 0.42 0.51 1.01 0.75 0.88 1.35 0.70 0.13 Uniform Delay, d1 55.6 35.6 37.2 52.5 31.6 32.7 50.0 33.3 27.3 55.5 39.1 32.7 Progression Factor 1.00 1.00 1.00 1.06 1.10 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 35.3 1.1 2.4 178.4 1.7 3.0 39.8 1.9 6.1 181.1 1.7 0.2 Delay (s) 90.9 36.7 39.5 234.0 36.5 46.6 89.8 35.1 33.4 236.6 40.9 32.9 Level of Service F D D F D D F D C F D C Approach Delay (s) 47.1 152.5 43.6 84.5 Approach LOS D F D F HCM Average Control Delay 73.4 HCM Level of Service E HCM Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 79.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Existing + App. + Maximum FAR Project 8: Dublin Boulevard & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 118 1600 224 78 825 73 311 46 68 129 38 118 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4992 ~ 1770 6330 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4992 1770 6330 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 123 1667 233 81 859 76 324 48 71 134 40 123 RTOR Reduction (vph) 0 10 0 0 8 0 0 0 66 0 0 113 Lane Group Flow (vph) 123 1890 0 81 927 0 324 48 5 134 40 10 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 11.2 73.1 I 7.3 69.2 11.5 9.1 9.1 12.0 9.6 9.6 Effective Green, g (s) 11.2 73.1 7.3 69.2 11.5 9.1 9.1 12.0 9.6 9.6 Actuated g/C Ratio 0.09 0.61 j 0.06 0.58 0.10 0.08 0.08 0.10 0.08 0.08 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 165 3041 108 3650 170 141 120 177 149 127 v/s Ratio Prot c0.07 c0.38 0.05 0.15 c0.18 c0.03 0.08 0.02 v/s Ratio Perm 0.00 0.01 v/c Ratio 0.75 0.62 0.75 0.25 1.91 0.34 0.04 0.76 0.27 0.08 Uniform Delay, d1 53.0 14.8 55.5 12.6 54.2 52.6 51.4 52.6 51.9 51.1 Progression Factor 0.92 0.90 0.66 1.44 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.0 0.4 21.9 0.2 428.8 1.7 0.2 15.0 1.1 0.3 Delay (s) 55.8 13.8 ~ 58.4 18.3 483.1 54.3 51.6 67.6 53.0 51.4 Level of Service E B E B F D D E D D Approach Delay (s) 16.3 21.5 367.5 58.9 Approach LOS B C F E HCM Average Control Delay 62.2 HCM Level of Service E HCM Volume to Capacity ratio 0.76 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 18.5 75 8% ICU L l f S i D n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 8 HCM Signalized Intersection Capacity Analysis Existing + App. + Maximum FAR Project 9: Dublin Boulevard & Golden Gate Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 107 1084 544 203 768 58 178 2 145 35 7 51 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.95 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.87 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4831 ~ 1770 5031 1770 1863 1583 1770 1616 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.72 1.00 1.00 0.76 1.00 Satd. Flow (perm) 1770 4831 1770 5031 1338 1863 1583 1409 1616 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 108 1095 549 205 776 59 180 2 146 35 7 52 RTOR Reduction (vph) 0 64 0 0 6 0 0 0 121 0 43 0 Lane Group Flow (vph) 108 1580 0 205 829 0 180 2 25 35 16 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 9.1 76.3 i 9.5 76.7 20.2 20.2 20.2 20.2 20.2 ] Effective Green, g (s) 9.1 76.3 9.5 76.7 20.2 20.2 20.2 20.2 20.2 Actuated g/C Ratio 0.08 0.64 j 0.08 0.64 0.17 0.17 0.17 0.17 0.17 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 134 3072 140 3216 225 314 266 237 272 v/s Ratio Prot 0.06 c0.33 c0.12 0.16 0.00 0.01 v/s Ratio Perm c0.13 0.02 0.02 v/c Ratio 0.81 0.51 1.46 0.26 0.80 0.01 0.09 0.15 0.06 Uniform Delay, d1 54.6 11.8 55.2 9.4 48.0 41.5 42.2 42.6 41.9 Progression Factor 1.20 0.65 0.80 1.46 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 22.7 0.5 227.7 0.1 17.2 0.0 0.1 0.1 0.0 Delay (s) 88.5 8.2 ~ 272.1 13.8 65.2 41.5 42.2 42.7 41.9 ~ Level of Service F A F B E D D D D Approach Delay (s) 13.1 64.7 54.8 42.2 Approach LOS B E D D HCM Average Control Delay 34.9 HCM Level of Service C HCM Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 72.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 9 HCM Signalized Intersection Capacity Analysis Existing + App. + Maximum FAR Project 10: Dublin Boulevard & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~~ ~ ~ ~ ~ ~~ "~ Volume (vph) 169 709 421 433 694 89 283 136 432 88 259 94 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 Frt ~ 1.00 0.94 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.96 ~ 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) ~ 1770 4801 ~ 1770 5085 1583 1770 1863 1583 3433 1788 ~ 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) 1770 4801 1770 5085 1583 1770 1863 1583 3433 1788 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 176 739 439 451 723 93 295 142 450 92 270 98 RTOR Reduction (vph) 0 86 0 0 0 54 0 0 302 0 12 0 Lane Group Flow (vph) 176 1092 0 451 723 39 295 142 148 92 356 0 Turn Type Prot Prot Perm Prot Perm Prot Protected Phases 5 2 ~ 1 6 3 8 7 4 ~ Permitted Phases 6 8 Actuated Green, G (s) 14.3 39.1 I 25.5 50.3 50.3 9.5 29.4 29.4 7.5 27.4 ] Effective Green, g (s) 14.3 39.1 25.5 50.3 50.3 9.5 29.4 29.4 7.5 27.4 Actuated g/C Ratio 0.12 0.33 j 0.21 0.42 0.42 0.08 0.24 0.24 0.06 0.23 ] Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 3.0 3.0 2.0 3.0 Lane Grp Cap (vph) 211 1564 376 2131 664 140 456 388 215 408 v/s Ratio Prot 0.10 c0.23 c0.25 0.14 c0.17 0.08 0.03 c0.20 v/s Ratio Perm 0.02 0.09 v/c Ratio 0.83 0.70 1.20 0.34 0.06 2.11 0.31 0.38 0.43 0.87 Uniform Delay, d1 51.7 35.3 47.2 23.6 20.8 55.2 37.0 37.7 54.2 44.6 Progression Factor 0.75 1.34 0.83 0.79 1.52 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 21.0 2.4 111.4 0.4 0.2 521.6 0.4 0.6 0.5 18.3 Delay (s) 59.5 49.8 ~ 150.7 19.0 31.7 576.8 37.4 38.4 54.7 62.9 ~ Level of Service E D F B C F D D D E Approach Delay (s) 51.0 66.8 217.3 61.3 Approach LOS D E F E HCM Average Control Delay 94.4 HCM Level of Service F HCM Volume to Capacity ratio 1.00 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 18.5 97 6% ICU L l f S i F n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 10 HCM Signalized Intersection Capacity Analysis Existing + App. + Maximum FAR Project 11: Dublin Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~"~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 265 687 280 107 851 285 14 8 4 440 113 303 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frt ~ 1.00 0.96 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3386 ~ 1770 5085 1583 1770 3539 1583 3433 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3386 1770 5085 1583 1770 3539 1583 3433 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 301 781 318 122 967 324 16 9 5 500 128 344 RTOR Reduction (vph) 0 22 0 0 0 135 0 0 5 0 0 291 Lane Group Flow (vph) 301 1077 0 122 967 189 16 9 0 500 128 53 Turn Type Prot Prot Perm Prot Perm Prot custom Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 6 8 7 Actuated Green, G (s) 9.5 69.5 i 10.1 70.1 70.1 2.7 2.9 2.9 18.5 18.7 18.5 Effective Green, g (s) 9.5 69.5 10.1 70.1 70.1 2.7 2.9 2.9 18.5 18.7 18.5 Actuated g/C Ratio 0.08 0.58 j 0.08 0.58 0.58 0.02 0.02 0.02 0.15 0.16 0.15 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 272 1961 149 2970 925 40 86 38 529 290 244 v/s Ratio Prot c0.09 c0.32 0.07 0.19 0.01 0.00 c0.15 c0.07 v/s Ratio Perm 0.12 0.00 0.03 v/c Ratio 1.11 0.55 0.82 0.33 0.20 0.40 0.10 0.00 0.95 0.44 0.22 Uniform Delay, d1 55.2 15.6 54.0 12.8 11.8 57.9 57.3 57.1 50.2 45.9 44.4 Progression Factor 0.92 1.31 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 80.6 0.9 27.0 0.3 0.5 2.4 0.7 0.0 25.7 0.4 0.2 Delay (s) 131.3 21.3 ~ 81.0 13.1 12.3 60.2 58.0 57.2 75.9 46.3 44.6 Level of Service F C F B B E E E E D D Approach Delay (s) 45.0 18.8 59.1 60.9 Approach LOS D B E E HCM Average Control Delay 39.4 HCM Level of Service D HCM Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 65.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 11 HCM Unsignalized Intersection Capacity Analysis Existing + App. + Maximum FAR Project 12: St. Patrick Way & Golden Gate Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ Sign Control Stop Stop Stop Stop Volume (vph) 62 81 1 66 41 38 0 147 22 60 420 42 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Hourly flow rate (vph) 81 105 1 86 53 49 0 191 29 78 545 55 Volume Total (vph) 187 86 103 219 678 Volume Left (vph) 81 86 0 0 78 Volume Right (vph) 1 0 49 29 55 Hadj (s) 0.12 0.53 -0.30 -0.04 0.01 Departure Headway (s) 7.0 7.9 7.1 6.3 5.7 Degree Utilization, x 0.37 0.19 0.20 0.38 1.07 Capacity (veh/h) 490 433 484 546 621 Control Delay (s) 14.0 11.6 10.7 13.2 78.0 Approach Delay (s) 14.0 11.1 13.2 78.0 Approach LOS B B B F Delay ~ 47.5 HCM Level of Service _ E Intersection Capacity Utilization 61.5% ICU Level of Service Analysis Period (min) 15 Baseline Synchro 7 - Report Page 12 HCM Signalized Intersection Capacity Analysis Existing + App. + Maximum FAR Project 13: St. Patrick Way & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 62 134 28 82 185 482 15 245 32 515 370 53 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.85 1.00 0.98 1.00 0.98 ~ Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1815 ~ 1835 1583 1770 1831 1770 1828 ~ Flt Permitted 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1815 1835 1583 1770 1831 1770 1828 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 65 140 29 85 193 502 16 255 33 536 385 55 RTOR Reduction (vph) 0 7 0 0 0 399 0 4 0 0 4 0 Lane Group Flow (vph) 65 162 0 0 278 103 16 284 0 536 436 0 Turn Type Split Split Perm Split Split Protected Phases 4 4 ~ 8 8 2 2 6 6 ~ Permitted Phases 8 Actuated Green, G (s) 13.9 13.9 ~ 19.5 19.5 19.2 19.2 24.4 24.4 Effective Green, g (s) 13.9 13.9 19.5 19.5 19.2 19.2 24.4 24.4 Actuated g/C Ratio 0.15 0.15 = 0.21 0.21 0.20 0.20 0.26 0.26 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 259 266 377 325 358 370 455 470 v/s Ratio Prot 0.04 c0.09 c0.15 0.01 c0.16 c0.30 0.24 v/s Ratio Perm 0.07 v/c Ratio 0.25 0.61 0.74 0.32 0.04 0.77 1.18 0.93 Uniform Delay, d1 35.9 38.0 35.4 32.1 30.5 35.8 35.3 34.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 3.9 7.3 0.6 0.1 9.2 100.9 24.3 Delay (s) 36.4 41.9 ~ 42.7 32.7 30.6 45.0 136.2 58.7 ~ Level of Service D D D C C D F E Approach Delay (s) 40.4 36.2 44.2 101.3 Approach LOS D D D F HCM Average Control Delay 65.4 HCM Level of Service E HCM Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 95.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 13 HCM Unsignalized Intersection Capacity Analysis Existing + App. + Maximum FAR Project 14: I-680 Northbound On-Ramp & Village Parkway AM Peak Hour I Movement EBL EBR NBL NBT SBT SBR Lane Configurations ~' "~ Volume (veh/h) 0 0 19 13 57 431 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 20 14 61 459 Pedestrians Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 418 pX, platoon unblocked 0.95 0.95 0.95 vC, conflicting volume 344 290 519 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 287 230 470 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 98 cM capacity (veh/h) 657 771 1040 Volume Total 34 519 Volume Left 20 0 Volume Right 0 459 cSH 1040 1700 Volume to Capacity 0.02 0.31 Queue Length 95th (ft) 1 0 Control Delay (s) 5.1 0.0 Lane LOS A Approach Delay (s) 5.1 Approach LOS Average Delay 0.3 Intersection Capacity Utilization 32.9% ICU Level of Service Analysis Period (min) 15 Baseline Synchro 7 - Report Page 14 HCM Signalized Intersection Capacity Analysis Ex. + App. + Maximum FAR Project 1: Amador Valley Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ ~' ~ ~ ~~ ~ ~~ ~~~ Volume (vph) 44 63 49 315 61 527 167 1127 626 465 933 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.91 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 0.97 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 1863 1583 1681 1711 1583 1770 3539 1583 3433 5085 1583 Flt Permitted 0.62 1.00 1.00 0.95 0.48 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 1153 1863 1583 1681 853 1583 1770 3539 1583 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 49 70 54 350 68 586 186 1252 696 517 1037 49 RTOR Reduction (vph) 0 0 50 0 0 292 0 0 279 0 0 29 Lane Group Flow (vph) 49 70 4 206 212 294 186 1252 417 517 1037 20 Turn Type Perm Perm Prot Perm Prot Perm Prot Perm Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 8.0 8.0 8.0 20.7 33.2 33.2 15.8 40.5 40.5 20.2 44.9 44.9 Effective Green, g (s) 8.0 8.0 8.0 20.7 33.2 33.2 15.8 40.5 40.5 20.2 44.9 44.9 Actuated g/C Ratio 0.07 0.07 0.07 0.19 0.31 0.31 0.15 0.38 0.38 0.19 0.42 0.42 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 85 138 117 322 427 487 259 1328 594 643 2116 659 v/s Ratio Prot 0.04 0.12 0.10 0.11 c0.35 c0.15 c0.20 v/s Ratio Perm 0.04 0.00 0.06 c0.19 0.26 0.01 v/c Ratio 0.58 0.51 0.03 0.64 0.50 0.60 0.72 0.94 0.70 0.80 0.49 0.03 Uniform Delay, d1 48.3 48.1 46.4 40.2 30.5 31.8 43.9 32.6 28.6 42.0 23.1 18.6 Progression Factor 1.00 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 5.8 1.1 0.0 3.1 0.3 1.5 7.7 13.4 4.0 6.8 0.2 0.0 Delay (s) 54.1 49.1 46.4 43.2 30.9 33.2 51.6 46.0 32.6 48.8 23.3 18.7 Level of Service D D D D C C D D C D C B Approach Delay (s) 49.7 34.8 42.1 31.4 Approach LOS D C D C HCM Average Control Delay 37.4 HCM Level of Service D HCM Volume to Capacity ratio 0.83 Actuated Cycle Length (s) I t ti C it Utili ti 107.9 Sum of lost time (s) 19.0 78 8% ICU L l f S i D n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Ex. + App. + Maximum FAR Project 2: Amador Valley Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ ~ ~ ~ "~ Volume (vph) 113 822 195 194 589 26 280 35 158 40 26 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.92 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 3437 ~ 1770 3517 1770 1863 1583 1770 1718 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.72 1.00 1.00 0.73 1.00 Satd. Flow (perm) 1770 3437 1770 3517 1345 1863 1583 1368 1718 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 114 830 197 196 595 26 283 35 160 40 26 28 RTOR Reduction (vph) 0 19 0 0 3 0 0 0 118 0 21 0 Lane Group Flow (vph) 114 1008 0 196 618 0 283 35 42 40 33 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 8.3 32.6 i 13.6 37.9 21.1 21.1 21.1 21.1 21.1 Effective Green, g (s) 8.3 32.6 13.6 37.9 21.1 21.1 21.1 21.1 21.1 Actuated g/C Ratio 0.10 0.40 j 0.17 0.47 0.26 0.26 0.26 0.26 0.26 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 181 1378 296 1640 349 484 411 355 446 v/s Ratio Prot 0.06 c0.29 c0.11 0.18 0.02 0.02 v/s Ratio Perm c0.21 0.03 0.03 v/c Ratio 0.63 0.73 0.66 0.38 0.81 0.07 0.10 0.11 0.07 Uniform Delay, d1 35.0 20.6 31.7 14.1 28.2 22.7 22.9 23.0 22.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.9 2.2 4.3 0.2 12.7 0.0 0.0 0.1 0.0 Delay (s) 39.9 22.8 ~ 36.0 14.3 40.9 22.7 22.9 23.0 22.8 ~ Level of Service D C D B D C C C C Approach Delay (s) 24.5 19.5 33.6 22.9 Approach LOS C B C C HCM Average Control Delay 24.5 HCM Level of Service C HCM Volume to Capacity ratio 0.74 Actuated Cycle Length (s) I t ti C it Utili ti 81.3 Sum of lost time (s) 14.0 73 5% ICU L l f S i D n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Ex. + App. + Maximum FAR Project 3: Amador Valley Boulevard & Starward Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~"~ ~' Volume (vph) 74 972 18 0 813 49 4 0 2 45 0 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt ~ 1.00 1.00 ~ 0.99 ~ 0.95 ~ 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.97 0.95 1.00 Satd. Flow (prot) ~ 1770 3529 ~ 3509 ~ 1722 ~ 1770 1583 Flt Permitted 0.95 1.00 1.00 0.87 0.75 1.00 Satd. Flow (perm) 1770 3529 3509 1548 1404 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 77 1012 19 0 847 51 4 0 2 47 0 47 RTOR Reduction (vph) 0 1 0 0 3 0 0 2 0 0 0 40 Lane Group Flow (vph) 77 1030 0 0 895 0 0 4 0 0 47 7 Turn Type Prot Perm Perm Perm Protected Phases 5 1 2 ~ 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s) 6.6 52.0 = 40.9 ~ 11.1 ~ 11.1 11.1 Effective Green, g (s) 6.6 52.0 40.9 11.1 11.1 11.1 Actuated g/C Ratio 0.09 0.72 = 0.56 ~ 0.15 ~ 0.15 0.15 Clearance Time (s) 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 161 2528 1977 237 215 242 v/s Ratio Prot 0.04 c0.29 c0.26 v/s Ratio Perm 0.00 c0.03 0.00 v/c Ratio 0.48 0.41 0.45 0.02 0.22 0.03 Uniform Delay, d1 31.4 4.1 9.3 26.1 26.9 26.2 Progression Factor 1.00 1.00 0.43 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.0 0.2 0.0 0.2 0.0 Delay (s) 32.2 4.2 ~ 4.2 ~ 26.1 ~ 27.1 26.2 Level of Service C A A C C C Approach Delay (s) 6.1 4.2 26.1 26.7 Approach LOS A A C C HCM Average Control Delay 6.3 HCM Level of Service A HCM Volume to Capacity ratio 0.40 Actuated Cycle Length (s) 72.6 Sum of lost time (s) 9.0 Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Ex. + App. + Maximum FAR Project 4: Amador Valley Boulevard & Donohue Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ "~ Volume (vph) 49 905 46 17 763 83 60 17 25 92 8 37 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.99 1.00 0.91 ~ 0.96 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.97 Satd. Flow (prot) ~ 1770 3514 ~ 1770 3487 1770 1698 ~ 1736 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.69 1.00 0.77 Satd. Flow (perm) 1770 3514 1770 3487 1285 1698 1383 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) 52 953 48 18 803 87 63 18 26 97 8 39 RTOR Reduction (vph) 0 3 0 0 6 0 0 22 0 0 17 0 Lane Group Flow (vph) 52 998 0 18 884 0 63 22 0 0 127 0 Turn Type Prot Prot Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 4 Actuated Green, G (s) 6.6 31.6 I 15.9 40.9 11.1 11.1 ~ 11.1 ] Effective Green, g (s) 6.6 31.6 15.9 40.9 11.1 11.1 11.1 Actuated g/C Ratio 0.09 0.44 j 0.22 0.56 0.15 0.15 ~ 0.15 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 161 1530 388 1964 196 260 211 v/s Ratio Prot c0.03 c0.28 0.01 c0.25 0.01 v/s Ratio Perm 0.05 c0.09 v/c Ratio 0.32 0.65 0.05 0.45 0.32 0.08 0.60 Uniform Delay, d1 30.9 16.2 22.4 9.3 27.4 26.4 28.7 Progression Factor 1.33 0.82 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 1.0 0.0 0.2 0.3 0.1 3.3 Delay (s) 41.7 14.2 ~ 22.4 9.5 27.7 26.4 ~ 32.0 ~ Level of Service D B C A C C C Approach Delay (s) 15.6 9.8 27.2 32.0 Approach LOS B A C C HCM Average Control Delay 14.8 HCM Level of Service B HCM Volume to Capacity ratio 0.61 Actuated Cycle Length (s) I t ti C it Utili ti 72.6 Sum of lost time (s) 19.0 55 9% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Ex. + App. + Maximum FAR Project 5: Amador Valley Boulevard &Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~' Volume (vph) 8 830 178 344 591 2 207 5 481 4 5 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 ~ 1.00 0.85 0.94 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.99 Satd. Flow (prot) ~ 1770 3446 ~ 1770 3538 ~ 1776 1583 1731 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.72 1.00 0.93 Satd. Flow (perm) 1770 3446 1770 3538 1340 1583 1632 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 9 883 189 366 629 2 220 5 512 4 5 7 RTOR Reduction (vph) 0 20 0 0 0 0 0 0 345 0 6 0 Lane Group Flow (vph) 9 1052 0 366 631 0 0 225 167 0 10 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 1.1 35.5 I 19.1 53.5 ~ 17.1 17.1 17.1 Effective Green, g (s) 1.1 35.5 19.1 53.5 17.1 17.1 17.1 Actuated g/C Ratio 0.01 0.41 j 0.22 0.62 ~ 0.20 0.20 0.20 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 23 1427 394 2209 267 316 326 v/s Ratio Prot 0.01 c0.31 c0.21 0.18 v/s Ratio Perm c0.17 0.11 0.01 v/c Ratio 0.39 0.74 0.93 0.29 0.84 0.53 0.03 Uniform Delay, d1 42.0 21.2 32.6 7.4 33.0 30.7 27.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.0 2.2 27.5 0.1 20.0 0.7 0.0 Delay (s) 45.9 23.3 ~ 60.1 7.5 ~ 53.0 31.4 27.6 ~ Level of Service D C E A D C C Approach Delay (s) 23.5 26.8 38.0 27.6 Approach LOS C C D C HCM Average Control Delay 28.5 HCM Level of Service C HCM Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 85.7 Sum of lost time (s) 14.0 Intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Ex. + App. + Maximum FAR Project 6: Amador Valley Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~'~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 569 661 103 208 380 27 164 623 185 77 518 398 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 1.00 1.00 0.95 1.00 0.91 0.91 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1610 3356 1583 1770 3539 1583 1610 3273 1770 3539 1583 Flt Permitted 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3356 1583 1770 3539 1583 1610 3273 1770 3539 1583 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 587 681 106 214 392 28 169 642 191 79 534 410 RTOR Reduction (vph) 0 0 22 0 0 17 0 14 0 0 0 117 Lane Group Flow (vph) 411 857 84 214 392 11 152 836 0 79 534 293 Turn Type Split Perm Split Perm Split Split Perm Protected Phases 4 4 8 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 40.2 40.2 40.2 27.6 27.6 27.6 40.2 40.2 35.5 35.5 35.5 Effective Green, g (s) 40.2 40.2 40.2 27.6 27.6 27.6 40.2 40.2 35.5 35.5 35.5 Actuated g/C Ratio 0.25 0.25 0.25 0.17 0.17 0.17 0.25 0.25 0.22 0.22 0.22 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 396 825 389 299 597 267 396 805 384 768 344 v/s Ratio Prot 0.26 c0.26 c0.12 0.11 0.09 c0.26 0.04 0.15 v/s Ratio Perm 0.05 0.01 c0.18 v/c Ratio 1.04 1.04 0.22 0.72 0.66 0.04 0.38 1.04 0.21 0.70 0.85 Uniform Delay, d1 61.6 61.6 49.1 64.2 63.5 56.9 51.3 61.6 52.4 59.0 61.5 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 55.4 41.8 0.4 8.4 2.9 0.1 0.8 42.3 0.4 3.0 18.5 Delay (s) 117.0 103.5 49.5 72.7 66.4 56.9 52.2 103.9 52.8 62.0 79.9 Level of Service F F D E E E D F D E E Approach Delay (s) 103.4 68.1 96.1 68.5 Approach LOS F E F E HCM Average Control Delay 87.2 HCM Level of Service F HCM Volume to Capacity ratio 0.93 Actuated Cycle Length (s) I t ti C it Utili ti 163.5 Sum of lost time (s) 20.0 84 3% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 6 HCM Signalized Intersection Capacity Analysis Ex. + App. + Maximum FAR Project 7: Dublin Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ '~~ ~~~ ~~ ~~ ~~~ Volume (vph) 163 446 458 2027 499 641 753 1139 2389 638 555 156 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.97 0.91 0.88 0.97 0.91 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) ~ 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 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) 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 181 496 509 2252 554 712 837 1266 2654 709 617 173 RTOR Reduction (vph) 0 0 252 0 0 118 0 0 109 0 0 125 Lane Group Flow (vph) 181 496 257 2252 554 594 837 1266 2545 709 617 48 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 8.9 37.2 37.2 19.8 48.1 48.1 9.8 34.0 53.8 9.0 33.2 33.2 Effective Green, g (s) 8.9 37.2 37.2 19.8 48.1 48.1 9.8 34.0 53.8 9.0 33.2 33.2 Actuated g/C Ratio 0.07 0.31 0.31 0.17 0.40 0.40 0.08 0.28 0.45 0.08 0.28 0.28 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 255 1097 864 823 747 635 280 1441 1366 257 1407 438 v/s Ratio Prot 0.05 0.14 c0.45 0.30 c0.24 0.25 c0.31 0.21 0.12 v/s Ratio Perm 0.09 c0.38 0.61 0.03 v/c Ratio 0.71 0.45 0.30 2.74 0.74 0.94 2.99 0.88 1.86 2.76 0.44 0.11 Uniform Delay, d1 54.3 33.2 31.5 50.1 30.7 34.5 55.1 41.0 33.1 55.5 35.7 32.4 Progression Factor 1.00 1.00 1.00 1.27 0.58 0.46 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.7 1.3 0.9 781.7 0.6 3.3 904.7 6.6 391.3 802.3 0.3 0.2 Delay (s) 63.0 34.6 32.3 845.3 18.4 19.2 959.8 47.6 424.4 857.8 36.0 32.5 Level of Service E C C F B B F D F F D C Approach Delay (s) 38.0 547.9 418.4 424.3 Approach LOS D F F F HCM Average Control Delay 419.6 HCM Level of Service F HCM Volume to Capacity ratio 1.71 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 10.0 126 6% ICU L l f S i H n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Ex. + App. + Maximum FAR Project 8: Dublin Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 313 2600 494 174 2392 224 490 110 169 331 114 318 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4964 ~ 1770 6325 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4964 1770 6325 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 337 2796 531 187 2572 241 527 118 182 356 123 342 RTOR Reduction (vph) 0 18 0 0 10 0 0 0 152 0 0 206 Lane Group Flow (vph) 337 3309 0 187 2803 0 527 118 30 356 123 136 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 17.5 55.5 i 12.5 50.5 16.5 20.0 20.0 13.5 17.0 17.0 Effective Green, g (s) 17.5 55.5 12.5 50.5 16.5 20.0 20.0 13.5 17.0 17.0 Actuated g/C Ratio 0.15 0.46 j 0.10 0.42 0.14 0.17 0.17 0.11 0.14 0.14 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 258 2296 184 2662 243 311 264 199 264 224 v/s Ratio Prot c0.19 c0.67 0.11 0.44 c0.30 c0.06 0.20 0.07 v/s Ratio Perm 0.02 c0.09 v/c Ratio 1.31 1.44 1.02 1.05 2.17 0.38 0.11 1.79 0.47 0.61 Uniform Delay, d1 51.2 32.2 53.8 34.8 51.8 44.5 42.5 53.2 47.3 48.4 Progression Factor 1.08 0.80 0.89 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 140.4 198.7 24.1 25.0 539.3 0.9 0.2 374.5 1.5 4.8 Delay (s) 195.7 224.4 ~ 72.1 58.9 591.1 45.4 42.7 427.7 48.9 53.2 Level of Service F F E E F D D F D D Approach Delay (s) 221.8 59.7 392.5 214.9 Approach LOS F E F F HCM Average Control Delay 179.6 HCM Level of Service F HCM Volume to Capacity ratio 1.40 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 116.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 8 HCM Signalized Intersection Capacity Analysis Ex. + App. + Maximum FAR Project 9: Dublin Boulevard & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 292 2169 637 245 1868 165 708 16 478 241 5 203 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.85 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4912 ~ 1770 5024 1770 1863 1583 1770 1590 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.43 1.00 1.00 0.75 1.00 Satd. Flow (perm) 1770 4912 1770 5024 793 1863 1583 1390 1590 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 314 2332 685 263 2009 177 761 17 514 259 5 218 RTOR Reduction (vph) 0 44 0 0 8 0 0 0 107 0 109 0 Lane Group Flow (vph) 314 2973 0 263 2178 0 761 17 407 259 114 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 11.5 69.0 I 9.5 67.0 27.5 27.5 27.5 27.5 27.5 Effective Green, g (s) 11.5 69.0 9.5 67.0 27.5 27.5 27.5 27.5 27.5 Actuated g/C Ratio 0.10 0.58 j 0.08 0.56 0.23 0.23 0.23 0.23 0.23 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 170 2824 140 2805 182 427 363 319 364 v/s Ratio Prot c0.18 c0.61 0.15 0.43 0.01 0.07 v/s Ratio Perm c0.96 0.26 0.19 v/c Ratio 1.85 1.05 1.88 0.78 4.18 0.04 1.12 0.81 0.31 Uniform Delay, d1 54.2 25.5 55.2 20.7 46.2 36.0 46.2 43.8 38.4 Progression Factor 0.80 1.18 0.75 1.07 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 383.2 24.8 397.8 0.2 1444.5 0.0 84.1 13.8 0.2 Delay (s) 426.5 54.9 ~ 439.4 22.2 1490.7 36.0 130.4 57.6 38.6 ~ Level of Service F D F C F D F E D Approach Delay (s) 89.9 67.0 930.4 48.8 Approach LOS F E F D HCM Average Control Delay 223.6 HCM Level of Service F HCM Volume to Capacity ratio 1.88 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.0 Intersection Capacity Utilization 137.2% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 9 HCM Signalized Intersection Capacity Analysis Ex. + App. + Maximum FAR Project 10: Dublin Boulevard & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~~ ~ ~ ~ ~ ~~ "~ Volume (vph) 363 1637 913 817 1256 234 845 334 990 271 271 227 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 Frt ~ 1.00 0.95 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 ~ 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) ~ 1770 4812 ~ 1770 5085 1583 1770 1863 1583 3433 1735 ~ 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) 1770 4812 1770 5085 1583 1770 1863 1583 3433 1735 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 370 1670 932 834 1282 239 862 341 1010 277 277 232 RTOR Reduction (vph) 0 84 0 0 0 159 0 0 305 0 25 0 Lane Group Flow (vph) 370 2518 0 834 1282 80 862 341 705 277 484 0 Turn Type Prot Prot Perm Prot Perm Prot Protected Phases 5 2 ~ 1 6 3 8 7 4 ~ Permitted Phases 6 8 Actuated Green, G (s) 20.5 31.0 I 29.5 40.0 40.0 13.5 28.4 28.4 12.6 27.5 Effective Green, g (s) 20.5 31.0 29.5 40.0 40.0 13.5 28.4 28.4 12.6 27.5 Actuated g/C Ratio 0.17 0.26 j 0.25 0.33 0.33 0.11 0.24 0.24 0.10 0.23 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 3.0 3.0 2.0 3.0 Lane Grp Cap (vph) 302 1243 435 1695 528 199 441 375 360 398 v/s Ratio Prot 0.21 c0.52 c0.47 0.25 c0.49 0.18 0.08 0.28 v/s Ratio Perm 0.05 c0.45 v/c Ratio 1.23 2.03 1.92 0.76 0.15 4.33 0.77 1.88 0.77 1.21 Uniform Delay, d1 49.8 44.5 45.2 35.7 28.1 53.2 42.8 45.8 52.3 46.2 Progression Factor 1.22 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 104.2 461.9 421.2 3.2 0.6 1510.9 8.2 405.6 8.6 117.7 Delay (s) 164.7 501.6 ~ 466.5 38.9 28.7 1564.2 51.0 451.4 60.9 164.0 ~ Level of Service F F F D C F D F E F Approach Delay (s) 459.6 189.3 823.1 127.7 Approach LOS F F F F HCM Average Control Delay 448.4 HCM Level of Service F HCM Volume to Capacity ratio 2.18 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 187.7% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 10 HCM Signalized Intersection Capacity Analysis Ex. + App. + Maximum FAR Project 11: Dublin Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~"~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 701 1651 545 201 1684 363 66 28 8 327 85 540 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frt ~ 1.00 0.96 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3407 ~ 1770 5085 1583 1770 3539 1583 3433 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3407 1770 5085 1583 1770 3539 1583 3433 1863 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) 738 1738 574 212 1773 382 69 29 8 344 89 568 RTOR Reduction (vph) 0 18 0 0 0 174 0 0 8 0 0 434 Lane Group Flow (vph) 738 2294 0 212 1773 208 69 29 0 344 89 134 Turn Type Prot Prot Perm Prot Perm Prot custom Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 6 8 7 Actuated Green, G (s) 16.5 68.3 i 18.9 70.7 70.7 7.6 4.9 4.9 18.9 16.2 18.9 Effective Green, g (s) 16.5 68.3 18.9 70.7 70.7 7.6 4.9 4.9 18.9 16.2 18.9 Actuated g/C Ratio 0.13 0.53 j 0.15 0.54 0.54 0.06 0.04 0.04 0.15 0.12 0.15 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 436 1790 257 2765 861 103 133 60 499 232 230 v/s Ratio Prot c0.21 c0.67 0.12 0.35 0.04 0.01 c0.10 c0.05 v/s Ratio Perm 0.13 0.00 0.08 v/c Ratio 1.69 1.28 0.82 0.64 0.24 0.67 0.22 0.01 0.69 0.38 0.58 Uniform Delay, d1 56.8 30.9 53.9 20.8 15.6 60.0 60.7 60.2 52.8 52.3 51.9 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 321.5 131.2 18.1 1.2 0.7 12.1 1.1 0.0 3.2 0.4 2.4 Delay (s) 378.2 162.1 ~ 72.1 21.9 16.2 72.0 61.8 60.2 55.9 52.7 54.3 Level of Service F F E C B E E E E D D Approach Delay (s) 214.4 25.5 68.4 54.7 Approach LOS F C E D HCM Average Control Delay 119.0 HCM Level of Service F HCM Volume to Capacity ratio 1.13 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 102.3% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 11 HCM Unsignalized Intersection Capacity Analysis Ex. + App. + Maximum FAR Project 12: St. Patrick Way & Golden Gate Drive PM Peak Hour ~ ~ } I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ Sign Control Stop Stop Stop Stop Volume (vph) 128 110 4 21 117 88 4 510 84 97 280 133 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Hourly flow rate (vph) 152 131 5 25 139 105 5 607 100 115 333 158 Volume Total (vph) 288 25 244 712 Volume Left (vph) 152 25 0 5 Volume Right (vph) 5 0 105 100 Hadj (s) 0.13 0.53 -0.27 -0.05 Departure Headway (s) 8.8 9.6 8.8 7.8 Degree Utilization, x 0.70 0.07 0.60 1.54 Capacity (veh/h) 400 364 394 467 Control Delay (s) 30.0 12.1 22.7 274.1 Approach Delay (s) 30.0 21.7 274.1 Approach LOS D C F Delay ~ 168.8 HCM Level of Service _ F Intersection Capacity Utilization 98.3% Analysis Period (min) 15 607 115 158 -0.08 7.8 1.31 474 176.5 176.5 F ICU Level of Service F 5:00 pm Baseline Synchro 7 - Report Page 12 HCM Signalized Intersection Capacity Analysis Ex. + App. + Maximum FAR Project 13: St. Patrick Way & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 184 280 24 104 220 541 22 847 150 618 745 151 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.85 1.00 0.98 1.00 0.97 ~ Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1841 ~ 1833 1583 1770 1821 1770 1816 ~ Flt Permitted 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1841 1833 1583 1770 1821 1770 1816 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 202 308 26 114 242 595 24 931 165 679 819 166 RTOR Reduction (vph) 0 3 0 0 0 367 0 6 0 0 6 0 Lane Group Flow (vph) 202 331 0 0 356 228 24 1090 0 679 979 0 Turn Type Split Split Perm Split Split Protected Phases 4 4 ~ 8 8 2 2 6 6 ~ Permitted Phases 8 Actuated Green, G (s) 22.1 22.1 ~ 23.4 23.4 22.0 22.0 22.0 22.0 Effective Green, g (s) 22.1 22.1 23.4 23.4 22.0 22.0 22.0 22.0 Actuated g/C Ratio 0.21 0.21 = 0.22 0.22 0.20 0.20 0.20 0.20 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 364 378 399 345 362 373 362 372 v/s Ratio Prot 0.11 c0.18 c0.19 0.01 c0.60 0.38 c0.54 v/s Ratio Perm 0.14 v/c Ratio 0.55 0.88 0.89 0.66 0.07 2.92 1.88 2.63 Uniform Delay, d1 38.3 41.4 40.8 38.4 34.5 42.8 42.8 42.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.8 19.6 21.4 4.7 0.1 872.8 404.4 741.6 Delay (s) 40.1 61.0 ~ 62.2 43.1 34.5 915.6 447.2 784.3 ~ Level of Service D E E D C F F F Approach Delay (s) 53.1 50.3 896.7 646.7 Approach LOS D D F F HCM Average Control Delay 505.0 HCM Level of Service F HCM Volume to Capacity ratio 1.82 Actuated Cycle Length (s) 107.5 Sum of lost time (s) 18.0 Intersection Capacity Utilization 136.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 13 HCM Unsignalized Intersection Capacity Analysis Ex. + App. + Maximum FAR Project 14: I-680 Northbound On-Ramp & Village Parkway PM Peak Hour I Movement EBL EBR NBL NBT SBT SBR Lane Configurations ~' "~ Volume (veh/h) 0 0 32 51 25 791 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 34 54 27 841 Pedestrians Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 418 pX, platoon unblocked 0.97 0.97 0.97 vC, conflicting volume 570 447 868 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 539 412 847 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 96 cM capacity (veh/h) 466 619 765 Volume Total 88 868 Volume Left 34 0 Volume Right 0 841 cSH 765 1700 Volume to Capacity 0.04 0.51 Queue Length 95th (ft) 3 0 Control Delay (s) 4.1 0.0 Lane LOS A Approach Delay (s) 4.1 Approach LOS Average Delay 0.4 Intersection Capacity Utilization 53.6% ICU Level of Service Analysis Period (min) 15 5:00 pm Baseline Synchro 7 - Report Page 14 Near-Term Plus Project (Maximum FAR) Mitigated AM and PM Peak Hour Synch ro Worksheets I-'F.HR ~ PFER TRANSP[7 RTATi{7N C9NSIILTANiS HCM Signalized Intersection Capacity Analysis Ex. + Approved + Max. FAR Project (Mitigated) 6: Amador Valley Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 298 342 34 291 551 25 144 286 58 144 474 377 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 3539 1583 1770 3539 1583 1770 3450 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 3450 1770 3539 1583 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 347 398 40 338 641 29 167 333 67 167 551 438 RTOR Reduction (vph) 0 0 32 0 0 19 0 17 0 0 0 218 Lane Group Flow (vph) 347 398 8 338 641 10 167 383 0 167 551 220 Turn Type Prot Perm Prot Perm Prot Prot Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Actuated Green, G (s) 19.1 20.4 20.4 21.5 22.8 22.8 12.4 21.9 12.4 21.9 21.9 Effective Green, g (s) 19.1 20.4 20.4 21.5 22.8 22.8 12.4 21.9 12.4 21.9 21.9 Actuated g/C Ratio 0.20 0.21 0.21 0.22 0.24 0.24 0.13 0.23 0.13 0.23 0.23 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 351 750 336 396 839 375 228 785 228 806 360 v/s Ratio Prot c0.20 0.11 0.19 c0.18 c0.09 0.11 0.09 c0.16 v/s Ratio Perm 0.01 0.01 0.14 v/c Ratio 0.99 0.53 0.03 0.85 0.76 0.03 0.73 0.49 0.73 0.68 0.61 Uniform Delay, d1 38.4 33.6 30.0 35.8 34.2 28.2 40.3 32.3 40.3 34.0 33.3 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 44.6 0.9 0.0 16.7 4.4 0.0 12.2 0.7 12.2 2.6 3.5 Delay (s) 83.0 34.6 30.1 52.5 38.6 28.2 52.5 32.9 52.5 36.6 36.8 Level of Service F C C D D C D C D D D Approach Delay (s) 55.8 43.0 38.7 39.0 Approach LOS E D D D HCM Average Control Delay 43.8 HCM Level of Service D HCM Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 96.2 Sum of lost time (s) 15.0 Intersection Capacity Utilization 69.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Ex. + Approved + Max. FAR Project (Mitigated) 7: Dublin Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ ~'~~ ~~~ ~~ ~~ ~~~ Volume (vph) 191 314 678 791 233 354 531 1285 1319 319 899 182 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.94 0.91 0.88 0.97 0.91 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) ~ 3433 3539 2787 4990 1863 1583 4990 5085 2787 3433 5085 1583 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) 3433 3539 2787 4990 1863 1583 4990 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 208 341 737 860 253 385 577 1397 1434 347 977 198 RTOR Reduction (vph) 0 0 298 0 0 168 0 0 66 0 0 142 Lane Group Flow (vph) 208 341 439 860 253 217 577 1397 1368 347 977 56 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 9.9 24.2 24.2 26.8 41.1 41.1 15.0 36.0 62.8 13.0 34.0 34.0 Effective Green, g (s) 9.9 24.2 24.2 26.8 41.1 41.1 15.0 36.0 62.8 13.0 34.0 34.0 Actuated g/C Ratio 0.08 0.20 0.20 0.22 0.34 0.34 0.12 0.30 0.52 0.11 0.28 0.28 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 283 714 562 1114 638 542 624 1526 1575 372 1441 449 v/s Ratio Prot 0.06 0.10 0.17 0.14 c0.12 0.27 c0.19 0.10 0.19 v/s Ratio Perm c0.16 0.14 0.30 0.04 v/c Ratio 0.73 0.48 0.78 0.77 0.40 0.40 0.92 0.92 0.87 0.93 0.68 0.12 Uniform Delay, d1 53.8 42.3 45.4 43.7 30.0 30.1 51.9 40.5 25.0 53.1 38.1 31.9 Progression Factor 1.00 1.00 1.00 0.98 1.22 2.14 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.5 2.3 10.4 3.1 1.7 2.0 19.6 9.0 5.4 30.0 1.4 0.2 Delay (s) 63.3 44.6 55.8 46.1 38.4 66.4 71.5 49.6 30.4 83.0 39.5 32.1 Level of Service E D E D D E E D C F D C Approach Delay (s) 54.0 50.1 45.2 48.5 Approach LOS D D D D HCM Average Control Delay 48.3 HCM Level of Service D HCM Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 79.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Ex. + Approved + Max. FAR Project (Mitigated) 8: Dublin Boulevard & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 118 1600 224 78 825 73 311 46 68 129 38 118 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4992 ~ 1770 6330 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4992 1770 6330 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 123 1667 233 81 859 76 324 48 71 134 40 123 RTOR Reduction (vph) 0 11 0 0 8 0 0 0 63 0 0 113 Lane Group Flow (vph) 123 1889 0 81 927 0 324 48 8 134 40 10 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 12.3 64.1 I 6.2 58.0 21.5 13.4 13.4 17.8 9.7 9.7 Effective Green, g (s) 12.3 64.1 6.2 58.0 21.5 13.4 13.4 17.8 9.7 9.7 Actuated g/C Ratio 0.10 0.53 j 0.05 0.48 0.18 0.11 0.11 0.15 0.08 0.08 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 181 2667 91 3060 317 208 177 263 151 128 v/s Ratio Prot c0.07 c0.38 0.05 0.15 c0.18 c0.03 0.08 0.02 v/s Ratio Perm 0.01 0.01 v/c Ratio 0.68 0.71 0.89 0.30 1.02 0.23 0.04 0.51 0.26 0.08 Uniform Delay, d1 P i F t 51.9 0 98 20.9 1 08 56.6 1 19 18.8 0 60 49.2 1 00 48.6 1 00 47.6 1 00 47.1 1 00 51.8 1 00 51.0 1 00 rogress on ac or Incremental Delay, d2 . 4.3 . 0.9 . 57.5 . 0.2 . 56.3 . 0.7 . 0.1 . 0.6 . 1.1 . 0.3 Delay (s) 55.3 23.4 ~ 124.9 11.5 105.6 49.3 47.7 47.6 52.9 51.3 Level of Service E C F B F D D D D D Approach Delay (s) 25.3 20.5 90.2 49.9 Approach LOS C C F D HCM Average Control Delay 33.6 HCM Level of Service C HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 13.5 75 8% ICU L l f S i D n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Ex. + Approved + Max. FAR Project (Mitigated) 10: Dublin Boulevard & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~~ ~ ~~ ~~"~ ~ ~ ~~ ~~ Volume (vph) 169 709 421 433 694 89 283 136 432 88 259 94 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.97 0.91 1.00 1.00 0.88 0.97 1.00 1.00 Frt ~ 1.00 1.00 0.85 1.00 0.98 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 5085 1583 3433 4998 1770 1863 2787 3433 1863 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 5085 1583 3433 4998 1770 1863 2787 3433 1863 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 176 739 439 451 723 93 295 142 450 92 270 98 RTOR Reduction (vph) 0 0 303 0 12 0 0 0 305 0 0 80 Lane Group Flow (vph) 176 739 136 451 804 0 295 142 145 92 270 18 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 19.2 37.3 37.3 18.8 36.9 23.4 38.7 38.7 6.7 22.0 22.0 Effective Green, g (s) 19.2 37.3 37.3 18.8 36.9 23.4 38.7 38.7 6.7 22.0 22.0 Actuated g/C Ratio 0.16 0.31 0.31 0.16 0.31 0.19 0.32 0.32 0.06 0.18 0.18 Clearance Time (s) 4.5 5.0 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 2.0 3.0 3.0 2.0 3.0 3.0 Lane Grp Cap (vph) 283 1581 492 538 1537 345 601 899 192 342 290 v/s Ratio Prot 0.10 0.15 c0.13 c0.16 c0.17 0.08 0.03 c0.14 v/s Ratio Perm 0.09 0.05 0.01 v/c Ratio 0.62 0.47 0.28 0.84 0.52 0.86 0.24 0.16 0.48 0.79 0.06 Uniform Delay, d1 47.0 33.3 31.2 49.1 34.3 46.7 29.8 29.1 55.0 46.8 40.5 Progression Factor 0.91 0.67 1.41 0.80 0.71 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.8 0.9 1.3 9.9 1.2 17.7 0.2 0.1 0.7 11.5 0.1 Delay (s) 45.3 23.1 45.1 49.3 25.7 64.3 30.0 29.1 55.6 58.3 40.6 Level of Service D C D D C E C C E E D Approach Delay (s) 33.1 34.1 41.0 54.0 Approach LOS C C D D HCM Average Control Delay 37.6 HCM Level of Service D HCM Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Ex. + Approved + Max. FAR Project (Mitigated) 11: Dublin Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 265 687 280 107 851 285 14 8 4 440 113 303 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 1.00 1.00 0.95 1.00 0.97 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) ~ 3433 3539 1583 1770 5085 1583 1770 3539 1583 3433 1863 1583 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) 3433 3539 1583 1770 5085 1583 1770 3539 1583 3433 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 301 781 318 122 967 324 16 9 5 500 128 344 RTOR Reduction (vph) 0 0 137 0 0 142 0 0 5 0 0 289 Lane Group Flow (vph) 301 781 181 122 967 182 16 9 0 500 128 55 Turn Type Prot Perm Prot Perm Prot Perm Prot custom Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 7 Actuated Green, G (s) 11.5 68.2 68.2 10.8 67.5 67.5 4.4 2.9 2.9 19.1 17.6 19.1 Effective Green, g (s) 11.5 68.2 68.2 10.8 67.5 67.5 4.4 2.9 2.9 19.1 17.6 19.1 Actuated g/C Ratio 0.10 0.57 0.57 0.09 0.56 0.56 0.04 0.02 0.02 0.16 0.15 0.16 Clearance Time (s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 329 2011 900 159 2860 890 65 86 38 546 273 252 v/s Ratio Prot c0.09 c0.22 c0.07 0.19 0.01 0.00 c0.15 c0.07 v/s Ratio Perm 0.11 0.12 0.00 0.03 v/c Ratio 0.91 0.39 0.20 0.77 0.34 0.20 0.25 0.10 0.00 0.92 0.47 0.22 Uniform Delay, d1 53.8 14.3 12.6 53.4 14.2 13.0 56.2 57.3 57.1 49.7 46.9 43.9 Progression Factor 0.68 0.49 0.34 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 27.1 0.5 0.5 17.9 0.3 0.5 0.7 0.7 0.0 19.7 0.5 0.2 Delay (s) 63.6 7.5 4.8 71.2 14.5 13.5 56.9 58.0 57.2 69.4 47.4 44.1 Level of Service E A A E B B E E E E D D Approach Delay (s) 19.0 19.2 57.3 57.5 Approach LOS B B E E HCM Average Control Delay 29.2 HCM Level of Service C HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 23.5 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 5 HCM Unsignalized Intersection Capacity Analys~x. + Approved + Max. FAR Project (Mitigated) 12: St. Patrick Way & Golden Gate Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~"~ ~ "~ ~"~ ~"~ Sign Control Stop Stop Stop Stop Volume (vph) 62 81 1 66 41 38 0 147 22 60 420 42 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Hourly flow rate (vph) 81 105 1 86 53 49 0 191 29 78 545 55 Volume Total (vph) 133 Volume Left (vph) 81 Volume Right (vph) 0 Hadj (s) 0.34 Departure Headway (s) 7.4 Degree Utilization, x 0.27 Capacity (veh/h) 460 Control Delay (s) 11.9 Approach Delay (s) 11.3 Approach LOS B HCM Level of Service Intersection Capacity Utilization Analysis Period (min) 78 0 0 55 0.15 -0.08 6.2 6.0 0.60 0.54 567 590 17.0 14.6 15.8 C A Baseline Synchro 7 - Report Page 6 54 0 1 0.02 7.1 0.11 477 9.7 86 86 0 0.53 7.6 0.18 445 11.0 10.5 B 13.4 B 39.8% 103 95 124 351 327 0 0 0 49 -0.30 0 29 0.03 -0.13 6.7 0.19 6.7 6.5 0.18 0.22 499 511 523 10.1 9.9 10.2 10.1 B ICU Level of Service HCM Signalized Intersection Capacity Analysis Ex. + Approved + Max. FAR Project (Mitigated) 13: St. Patrick Way & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 62 134 28 82 185 482 15 245 32 515 370 53 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.85 1.00 0.98 1.00 0.98 ~ Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1815 ~ 1835 1583 1770 1831 1770 1828 ~ Flt Permitted 0.95 1.00 0.84 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1815 1563 1583 1770 1831 1770 1828 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 65 140 29 85 193 502 16 255 33 536 385 55 RTOR Reduction (vph) 0 7 0 0 0 393 0 5 0 0 5 0 Lane Group Flow (vph) 65 162 0 0 278 109 16 283 0 536 435 0 Turn Type Prot Perm Perm Prot Prot Protected Phases 7 4 ~ 8 5 2 1 6 ~ Permitted Phases 8 8 Actuated Green, G (s) 4.0 30.2 ~ 21.7 21.7 1.4 23.1 33.1 54.8 ] Effective Green, g (s) 4.0 30.2 21.7 21.7 1.4 23.1 33.1 54.8 Actuated g/C Ratio 0.04 0.30 ~ 0.22 0.22 0.01 0.23 0.33 0.55 ] Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 71 549 340 344 25 423 586 1003 v/s Ratio Prot c0.04 0.09 0.01 c0.15 c0.30 0.24 v/s Ratio Perm c0.18 0.07 v/c Ratio 0.92 0.30 0.82 0.32 0.64 0.67 0.91 0.43 Uniform Delay, d1 47.8 26.7 37.2 32.9 49.0 34.9 32.0 13.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 77.4 0.3 14.1 0.5 44.6 4.0 18.9 0.3 Delay (s) 125.2 27.0 ~ 51.3 33.4 93.6 38.9 50.9 13.7 ~ Level of Service F C D C F D D B Approach Delay (s) 54.3 39.8 41.8 34.1 Approach LOS D D D C HCM Average Control Delay 39.1 HCM Level of Service D HCM Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 99.9 Sum of lost time (s) 18.0 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Ex. + App. + Max. FAR Project (Mitigated) 6: Amador Valley Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 569 661 103 208 380 27 164 623 185 77 518 398 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 3539 1583 1770 3539 1583 1770 3417 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 3417 1770 3539 1583 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 587 681 106 214 392 28 169 642 191 79 534 410 RTOR Reduction (vph) 0 0 43 0 0 23 0 23 0 0 0 173 Lane Group Flow (vph) 587 681 63 214 392 5 169 810 0 79 534 237 Turn Type Prot Perm Prot Perm Prot Prot Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Actuated Green, G (s) 40.0 40.1 40.1 19.2 19.3 19.3 12.0 29.0 6.0 23.0 23.0 Effective Green, g (s) 40.0 40.1 40.1 19.2 19.3 19.3 12.0 29.0 6.0 23.0 23.0 Actuated g/C Ratio 0.35 0.35 0.35 0.17 0.17 0.17 0.10 0.25 0.05 0.20 0.20 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 619 1242 555 297 598 267 186 867 93 712 319 v/s Ratio Prot c0.33 0.19 0.12 c0.11 c0.10 c0.24 0.04 0.15 v/s Ratio Perm 0.04 0.00 0.15 v/c Ratio 0.95 0.55 0.11 0.72 0.66 0.02 0.91 0.93 0.85 0.75 0.74 Uniform Delay, d1 36.1 29.8 25.1 45.0 44.4 39.6 50.6 41.7 53.7 42.9 42.9 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 24.0 0.6 0.1 8.9 2.9 0.0 41.3 16.9 49.1 4.7 9.5 Delay (s) 60.2 30.4 25.2 53.9 47.3 39.6 91.9 58.6 102.8 47.7 52.4 Level of Service E C C D D D F E F D D Approach Delay (s) 42.7 49.2 64.2 53.8 Approach LOS D D E D HCM Average Control Delay 51.9 HCM Level of Service D HCM Volume to Capacity ratio 0.91 Actuated Cycle Length (s) I t ti C it Utili ti 114.3 Sum of lost time (s) 20.0 86 8% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Ex. + App. + Max. FAR Project (Mitigated) 7: Dublin Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ ~'~~ ~~~ ~~ ~~ ~~~ Volume (vph) 163 446 458 2027 499 641 753 1139 2389 638 555 156 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.94 0.91 0.88 0.97 0.91 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) ~ 3433 3539 2787 4990 1863 1583 4990 5085 2787 3433 5085 1583 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) 3433 3539 2787 4990 1863 1583 4990 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 181 496 509 2252 554 712 837 1266 2654 709 617 173 RTOR Reduction (vph) 0 0 28 0 0 9 0 0 3 0 0 73 Lane Group Flow (vph) 181 496 481 2252 554 703 837 1266 2651 709 617 100 Turn Type Prot pm+ov Prot pm+ov Prot pm+ov Prot pm+ov Protected Phases 5 2 7 1 6 3 7 4 1 3 8 5 Permitted Phases 2 6 4 8 Actuated Green, G (s) 20.0 20.0 39.0 51.0 51.0 74.0 19.0 36.0 87.0 23.0 40.0 60.0 Effective Green, g (s) 20.0 20.0 39.0 51.0 51.0 74.0 19.0 36.0 87.0 23.0 40.0 60.0 Actuated g/C Ratio 0.13 0.13 0.26 0.34 0.34 0.49 0.13 0.24 0.58 0.15 0.27 0.40 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 3.0 3.0 4.0 3.0 3.0 4.0 3.0 3.0 4.0 3.0 Lane Grp Cap (vph) 458 472 725 1697 633 781 632 1220 1616 526 1356 633 v/s Ratio Prot 0.05 c0.14 0.08 0.45 0.30 0.14 0.17 0.25 c0.56 c0.21 c0.12 0.02 v/s Ratio Perm 0.09 0.31 0.39 0.04 v/c Ratio 0.40 1.05 0.66 1.33 0.88 0.90 1.32 1.04 1.64 1.35 0.46 0.16 Uniform Delay, d1 59.5 65.0 49.6 49.5 46.5 34.6 65.5 57.0 31.5 63.5 45.9 28.8 Progression Factor 1.00 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 0.6 55.4 2.3 151.4 15.6 13.2 156.8 36.1 291.1 168.9 0.3 0.1 Delay (s) 60.0 120.4 51.9 200.9 62.1 47.8 222.3 93.1 322.6 232.4 46.2 28.9 Level of Service E F D F E D F F F F D C Approach Delay (s) 81.8 148.0 243.8 132.3 Approach LOS F F F F HCM Average Control Delay 180.3 HCM Level of Service F HCM Volume to Capacity ratio 1.55 Actuated Cycle Length (s) I t ti C it Utili ti 150.0 Sum of lost time (s) 25.0 126 6% ICU L l f S i H n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Ex. + App. + Max. FAR Project (Mitigated) 8: Dublin Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 313 2600 494 174 2392 224 490 110 169 331 114 318 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4964 ~ 1770 6325 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4964 1770 6325 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 337 2796 531 187 2572 241 527 118 182 356 123 342 RTOR Reduction (vph) 0 20 0 0 11 0 0 0 105 0 0 108 Lane Group Flow (vph) 337 3307 0 187 2802 0 527 118 77 356 123 234 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 11.5 54.6 i 7.5 50.6 16.5 26.9 26.9 12.5 22.9 22.9 Effective Green, g (s) 11.5 54.6 7.5 50.6 16.5 26.9 26.9 12.5 22.9 22.9 Actuated g/C Ratio 0.10 0.46 j 0.06 0.42 0.14 0.22 0.22 0.10 0.19 0.19 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 170 2259 111 2667 243 418 355 184 356 302 v/s Ratio Prot c0.19 c0.67 0.11 0.44 c0.30 c0.06 0.20 0.07 v/s Ratio Perm 0.05 c0.15 v/c Ratio 1.98 1.46 1.68 1.05 2.17 0.28 0.22 1.93 0.35 0.77 Uniform Delay, d1 54.2 32.7 56.2 34.7 51.8 38.6 38.0 53.8 42.1 46.1 Progression Factor 1.00 1.00 0.99 0.79 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 462.5 211.2 311.7 24.0 539.3 0.4 0.4 440.0 0.7 12.0 Delay (s) 516.7 243.9 ~ 367.2 51.3 591.1 39.0 38.3 493.8 42.8 58.1 Level of Service F F F D F D D F D E Approach Delay (s) 269.0 71.0 390.7 244.7 Approach LOS F E F F HCM Average Control Delay 207.2 HCM Level of Service F HCM Volume to Capacity ratio 1.53 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 23.0 Intersection Capacity Utilization 116.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Ex. + App. + Max. FAR Project (Mitigated) 9: Dublin Boulevard & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 292 2169 637 245 1868 165 708 16 478 241 5 203 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.85 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4912 ~ 1770 5024 1770 1863 1583 1770 1590 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.43 1.00 1.00 0.75 1.00 Satd. Flow (perm) 1770 4912 1770 5024 793 1863 1583 1390 1590 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 314 2332 685 263 2009 177 761 17 514 259 5 218 RTOR Reduction (vph) 0 44 0 0 8 0 0 0 107 0 109 0 Lane Group Flow (vph) 314 2973 0 263 2178 0 761 17 407 259 114 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 11.5 69.0 I 9.5 67.0 27.5 27.5 27.5 27.5 27.5 Effective Green, g (s) 11.5 69.0 9.5 67.0 27.5 27.5 27.5 27.5 27.5 Actuated g/C Ratio 0.10 0.58 j 0.08 0.56 0.23 0.23 0.23 0.23 0.23 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 170 2824 140 2805 182 427 363 319 364 v/s Ratio Prot c0.18 c0.61 0.15 0.43 0.01 0.07 v/s Ratio Perm c0.96 0.26 0.19 v/c Ratio 1.85 1.05 1.88 0.78 4.18 0.04 1.12 0.81 0.31 Uniform Delay, d1 54.2 25.5 55.2 20.7 46.2 36.0 46.2 43.8 38.4 Progression Factor 0.67 1.47 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 383.2 24.8 421.2 2.2 1444.5 0.0 84.1 13.8 0.2 Delay (s) 419.8 62.4 ~ 476.4 22.8 1490.7 36.0 130.4 57.6 38.6 ~ Level of Service F E F C F D F E D Approach Delay (s) 96.1 71.5 930.4 48.8 Approach LOS F E F D HCM Average Control Delay 227.8 HCM Level of Service F HCM Volume to Capacity ratio 1.88 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.0 Intersection Capacity Utilization 137.2% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Ex. + App. + Max. FAR Project (Mitigated) 10: Dublin Boulevard & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~~ ~ ~~ ~~"~ ~ ~ ~~ ~~ Volume (vph) 363 1637 913 817 1256 234 845 334 990 271 271 227 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.97 0.91 1.00 1.00 0.88 0.97 1.00 1.00 Frt ~ 1.00 1.00 0.85 1.00 0.98 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 5085 1583 3433 4965 1770 1863 2787 3433 1863 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 5085 1583 3433 4965 1770 1863 2787 3433 1863 1583 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 370 1670 932 834 1282 239 862 341 1010 277 277 232 RTOR Reduction (vph) 0 0 396 0 18 0 0 0 393 0 0 189 Lane Group Flow (vph) 370 1670 536 834 1503 0 862 341 617 277 277 43 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 20.5 41.3 41.3 22.5 43.3 42.5 53.0 53.0 14.7 25.2 25.2 Effective Green, g (s) 20.5 41.3 41.3 22.5 43.3 42.5 53.0 53.0 14.7 25.2 25.2 Actuated g/C Ratio 0.14 0.28 0.28 0.15 0.29 0.28 0.35 0.35 0.10 0.17 0.17 Clearance Time (s) 4.5 5.0 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 2.0 3.0 3.0 2.0 3.0 3.0 Lane Grp Cap (vph) 242 1400 436 515 1433 502 658 985 336 313 266 v/s Ratio Prot c0.21 0.33 c0.24 0.30 c0.49 0.18 0.08 c0.15 v/s Ratio Perm c0.34 0.22 0.03 v/c Ratio 1.53 1.19 1.23 1.62 1.05 1.72 0.52 0.63 0.82 0.88 0.16 Uniform Delay, d1 64.8 54.4 54.4 63.8 53.4 53.8 38.4 40.3 66.4 61.0 53.4 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 257.9 94.1 122.2 287.6 37.8 331.1 0.7 1.3 14.4 24.3 0.3 Delay (s) 322.6 148.5 176.6 351.3 91.1 384.8 39.1 41.5 80.8 85.3 53.7 Level of Service F F F F F F D D F F D Approach Delay (s) 179.0 183.3 174.9 74.4 Approach LOS F F F E HCM Average Control Delay 169.2 HCM Level of Service F HCM Volume to Capacity ratio 1.47 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 23.0 Intersection Capacity Utilization 131.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Ex. + App. + Max. FAR Project (Mitigated) 11: Dublin Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 701 1651 545 201 1684 363 66 28 8 327 85 540 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 1.00 1.00 0.95 1.00 0.97 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) ~ 3433 3539 1583 1770 5085 1583 1770 3539 1583 3433 1863 1583 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) 3433 3539 1583 1770 5085 1583 1770 3539 1583 3433 1863 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) 738 1738 574 212 1773 382 69 29 8 344 89 568 RTOR Reduction (vph) 0 0 154 0 0 216 0 0 8 0 0 499 Lane Group Flow (vph) 738 1738 420 212 1773 166 69 29 0 344 89 69 Turn Type Prot Perm Prot Perm Prot Perm Prot custom Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 7 Actuated Green, G (s) 20.6 53.3 53.3 11.5 44.2 44.2 6.9 5.8 5.8 12.4 11.3 12.4 Effective Green, g (s) 20.6 53.3 53.3 11.5 44.2 44.2 6.9 5.8 5.8 12.4 11.3 12.4 Actuated g/C Ratio 0.20 0.52 0.52 0.11 0.43 0.43 0.07 0.06 0.06 0.12 0.11 0.12 Clearance Time (s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 693 1849 827 200 2204 686 120 201 90 417 206 192 v/s Ratio Prot c0.21 c0.49 0.12 0.35 0.04 0.01 c0.10 c0.05 v/s Ratio Perm 0.27 0.10 0.00 0.04 v/c Ratio 1.06 0.94 0.51 1.06 0.80 0.24 0.57 0.14 0.01 0.82 0.43 0.36 Uniform Delay, d1 40.7 22.8 15.8 45.2 25.1 18.3 46.1 45.7 45.4 43.7 42.4 41.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 52.8 10.0 0.7 80.4 2.4 0.3 4.1 0.5 0.0 11.9 0.5 0.4 Delay (s) 93.5 32.9 16.5 125.6 27.5 18.5 50.2 46.2 45.4 55.7 42.9 41.6 Level of Service F C B F C B D D D E D D Approach Delay (s) 44.5 34.8 48.8 46.5 Approach LOS D C D D HCM Average Control Delay 41.4 HCM Level of Service D HCM Volume to Capacity ratio 0.86 Actuated Cycle Length (s) Intersection Ca acit Utilization 102.0 Sum of lost time (s) 9.0 84 9% ICU Level of Service E p y Analysis Period (min) . 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 6 HCM Unsignalized Intersection Capacity Analysis Ex. + App. + Max. FAR Project (Mitigated) 12: St. Patrick Way & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~"~ ~ "~ ~"~ ~"~ Sign Control Stop Stop Stop Stop Volume (vph) 128 110 4 21 117 88 4 510 84 97 280 133 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Hourly flow rate (vph) 152 131 5 25 139 105 5 607 100 115 333 158 Volume Total (vph) 218 70 25 244 308 404 282 325 Volume Left (vph) 152 0 25 0 5 0 115 0 Volume Right (vph) 0 5 0 105 0 100 0 158 Hadj (s) 0.38 -0.01 0.53 -0.27 0.04 -0.14 0.24 -0.31 Departure Headway (s) 8.9 8.5 9.1 8.3 7.8 7.6 8.1 7.5 Degree Utilization, x 0.54 0.17 0.06 0.56 0.67 0.85 0.63 0.68 Capacity (veh/h) 383 401 372 409 451 468 430 463 Control Delay (s) 20.6 12.0 11.5 20.3 23.7 39.2 22.9 24.0 Approach Delay (s) 18.5 19.5 32.5 23.5 Approach LOS C C D C Delay ~ 25.6 HCM Level of Service _ D Intersection Capacity Utilization 63.7% ICU Level of Service Analysis Period (min) 15 5:00 pm Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Ex. + App. + Max. FAR Project (Mitigated) 13: St. Patrick Way & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 184 280 24 104 220 541 22 847 150 618 745 151 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.85 1.00 0.98 1.00 0.97 ~ Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1841 ~ 1833 1583 1770 1821 1770 1816 ~ Flt Permitted 0.95 1.00 0.72 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1841 1346 1583 1770 1821 1770 1816 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 202 308 26 114 242 595 24 931 165 679 819 166 RTOR Reduction (vph) 0 3 0 0 0 238 0 6 0 0 6 0 Lane Group Flow (vph) 202 331 0 0 356 357 24 1090 0 679 979 0 Turn Type Prot Perm Perm Prot Prot Protected Phases 7 4 ~ 8 5 2 1 6 ~ Permitted Phases 8 8 Actuated Green, G (s) 8.5 38.5 ~ 25.5 25.5 2.5 47.3 22.5 67.3 ] Effective Green, g (s) 8.5 38.5 25.5 25.5 2.5 47.3 22.5 67.3 Actuated g/C Ratio 0.07 0.32 ~ 0.21 0.21 0.02 0.39 0.18 0.55 ] Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 124 582 282 331 36 707 327 1003 v/s Ratio Prot c0.11 0.18 0.01 c0.60 c0.38 0.54 v/s Ratio Perm c0.26 0.23 v/c Ratio 1.63 0.57 1.26 1.08 0.67 1.54 2.08 0.98 Uniform Delay, d1 56.6 34.7 48.1 48.1 59.2 37.2 49.6 26.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 316.7 1.3 143.4 72.0 38.0 251.1 494.8 22.6 Delay (s) 373.3 36.0 ~ 191.5 120.2 97.2 288.4 544.4 49.0 ~ Level of Service F D F F F F F D Approach Delay (s) 163.1 146.9 284.3 251.2 Approach LOS F F F F HCM Average Control Delay 225.6 HCM Level of Service F HCM Volume to Capacity ratio 1.60 Actuated Cycle Length (s) 121.8 Sum of lost time (s) 18.0 Intersection Capacity Utilization 136.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 8 Cumulative No Project AM and PM Peak Hour Synch ro Worksheets I-'F.HR ~ PFER TRANSP[7 RTATi{7N C9NSIILTANiS HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 1: Amador Valley Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ ~' ~ ~ ~~ ~ ~~ ~~~ Volume (vph) 28 33 46 549 43 307 64 1411 331 450 881 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.91 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 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 1863 1583 1681 1697 1583 1770 3539 1583 3433 5085 1583 Flt Permitted 0.57 1.00 1.00 0.95 0.44 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 1064 1863 1583 1681 786 1583 1770 3539 1583 3433 5085 1583 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 32 38 53 631 49 353 74 1622 380 517 1013 33 RTOR Reduction (vph) 0 0 50 0 0 238 0 0 119 0 0 17 Lane Group Flow (vph) 32 38 3 341 339 115 74 1622 261 517 1013 16 Turn Type Perm Perm Prot Perm Prot Perm Prot Perm Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 7.0 7.0 7.0 25.2 36.7 36.7 7.8 41.4 41.4 20.6 54.2 54.2 Effective Green, g (s) 7.0 7.0 7.0 25.2 36.7 36.7 7.8 41.4 41.4 20.6 54.2 54.2 Actuated g/C Ratio 0.06 0.06 0.06 0.22 0.33 0.33 0.07 0.37 0.37 0.18 0.48 0.48 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 66 116 98 376 460 515 123 1300 582 628 2445 761 v/s Ratio Prot 0.02 c0.20 0.16 0.04 c0.46 c0.15 0.20 v/s Ratio Perm 0.03 0.00 c0.08 0.07 0.16 0.01 v/c Ratio 0.48 0.33 0.03 0.91 0.74 0.22 0.60 1.25 0.45 0.82 0.41 0.02 Uniform Delay, d1 51.1 50.6 49.7 42.6 33.7 27.6 50.9 35.7 27.0 44.3 19.0 15.3 Progression Factor 1.00 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 2.0 0.6 0.1 24.2 5.2 0.1 5.6 118.0 0.8 8.2 0.2 0.0 Delay (s) 53.1 51.2 49.7 66.8 39.0 27.7 56.5 153.7 27.8 52.5 19.1 15.4 Level of Service D D D E D C E F C D B B Approach Delay (s) 51.1 44.3 127.2 30.1 Approach LOS D D F C HCM Average Control Delay 75.7 HCM Level of Service E HCM Volume to Capacity ratio 1.00 Actuated Cycle Length (s) I t ti C it Utili ti 112.7 Sum of lost time (s) 14.0 86 5% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 2: Amador Valley Boulevard & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ ~ ~ ~ "~ Volume (vph) 30 684 158 128 796 4 117 9 92 8 5 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 1.00 1.00 0.85 1.00 0.88 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 3439 ~ 1770 3537 1770 1863 1583 1770 1642 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.74 1.00 1.00 0.75 1.00 Satd. Flow (perm) 1770 3439 1770 3537 1381 1863 1583 1399 1642 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 32 735 170 138 856 4 126 10 99 9 5 19 RTOR Reduction (vph) 0 16 0 0 0 0 0 0 82 0 16 0 Lane Group Flow (vph) 32 889 0 138 860 0 126 10 17 9 8 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 2.3 29.3 i 8.0 35.0 10.6 10.6 10.6 10.6 10.6 ] Effective Green, g (s) 2.3 29.3 8.0 35.0 10.6 10.6 10.6 10.6 10.6 Actuated g/C Ratio 0.04 0.47 j 0.13 0.57 0.17 0.17 0.17 0.17 0.17 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 66 1628 229 2000 236 319 271 240 281 v/s Ratio Prot 0.02 c0.26 c0.08 0.24 0.01 0.01 v/s Ratio Perm c0.09 0.01 0.01 v/c Ratio 0.48 0.55 0.60 0.43 0.53 0.03 0.06 0.04 0.03 Uniform Delay, d1 29.2 11.6 25.4 7.7 23.4 21.4 21.5 21.4 21.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.0 0.5 3.0 0.2 1.2 0.0 0.0 0.0 0.0 Delay (s) 31.3 12.0 ~ 28.5 7.9 24.6 21.4 21.5 21.4 21.4 ~ Level of Service C B C A C C C C C Approach Delay (s) 12.7 10.8 23.1 21.4 Approach LOS B B C C HCM Average Control Delay 13.1 HCM Level of Service B HCM Volume to Capacity ratio 0.55 Actuated Cycle Length (s) I t ti C it Utili ti 61.9 Sum of lost time (s) 14.0 55 9% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 3: Amador Valley Boulevard & Starward Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~"~ ~' Volume (vph) 56 625 10 0 706 60 2 0 2 66 0 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt ~ 1.00 1.00 ~ 0.99 ~ 0.93 ~ 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.98 0.95 1.00 Satd. Flow (prot) ~ 1770 3531 ~ 3498 ~ 1695 ~ 1770 1583 Flt Permitted 0.95 1.00 1.00 0.93 0.76 1.00 Satd. Flow (perm) 1770 3531 3498 1607 1407 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 64 710 11 0 802 68 2 0 2 75 0 95 RTOR Reduction (vph) 0 1 0 0 5 0 0 2 0 0 0 73 Lane Group Flow (vph) 64 720 0 0 865 0 0 2 0 0 75 22 Turn Type Prot Perm Perm Perm Protected Phases 5 1 2 ~ 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s) 6.0 47.2 = 36.7 ~ 16.6 ~ 16.6 16.6 Effective Green, g (s) 6.0 47.2 36.7 16.6 16.6 16.6 Actuated g/C Ratio 0.08 0.64 = 0.50 ~ 0.23 ~ 0.23 0.23 Clearance Time (s) 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 145 2274 1751 364 319 358 v/s Ratio Prot c0.04 0.20 c0.25 v/s Ratio Perm 0.00 c0.05 0.01 v/c Ratio 0.44 0.32 0.49 0.01 0.24 0.06 Uniform Delay, d1 32.1 5.8 12.1 22.0 23.2 22.2 Progression Factor 1.00 1.00 0.37 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.0 0.3 0.0 0.1 0.0 Delay (s) 32.8 5.9 ~ 4.7 ~ 22.0 ~ 23.3 22.3 Level of Service C A A C C C Approach Delay (s) 8.1 4.7 22.0 22.7 Approach LOS A A C C HCM Average Control Delay 7.9 HCM Level of Service A HCM Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 73.3 Sum of lost time (s) 14.0 Intersection Capacity Utilization 42.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 4: Amador Valley Boulevard & Donohue Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~ ~ ~"~ ~ "~ Volume (vph) 47 640 32 11 680 136 8 3 2 161 7 64 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.97 1.00 0.94 ~ 0.96 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.97 Satd. Flow (prot) ~ 1770 3514 ~ 1770 3451 1770 1751 ~ 1733 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.65 1.00 0.79 Satd. Flow (perm) 1770 3514 1770 3451 1213 1751 1417 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 53 719 36 12 764 153 9 3 2 181 8 72 RTOR Reduction (vph) 0 4 0 0 13 0 0 2 0 0 15 0 Lane Group Flow (vph) 53 751 0 12 904 0 9 3 0 0 246 0 Turn Type Prot Prot Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 4 Actuated Green, G (s) 6.0 29.7 I 13.0 36.7 16.6 16.6 ~ 16.6 ] Effective Green, g (s) 6.0 29.7 13.0 36.7 16.6 16.6 16.6 Actuated g/C Ratio 0.08 0.41 j 0.18 0.50 0.23 0.23 ~ 0.23 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 145 1424 314 1728 275 397 321 v/s Ratio Prot c0.03 0.21 0.01 c0.26 0.00 v/s Ratio Perm 0.01 c0.17 v/c Ratio 0.37 0.53 0.04 0.52 0.03 0.01 0.76 Uniform Delay, d1 31.8 16.5 25.0 12.4 22.1 22.0 26.5 Progression Factor 1.34 0.80 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.4 0.0 0.4 0.0 0.0 9.4 Delay (s) 43.1 13.6 ~ 25.0 12.8 22.1 22.0 ~ 35.9 ~ Level of Service D B C B C C D Approach Delay (s) 15.6 12.9 22.1 35.9 Approach LOS B B C D HCM Average Control Delay 17.0 HCM Level of Service B HCM Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 73.3 Sum of lost time (s) 14.0 Intersection Capacity Utilization 58.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 5: Amador Valley Boulevard &Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~' Volume (vph) 2 668 139 343 890 0 79 0 200 0 4 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 ~ 1.00 0.85 0.93 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 3448 ~ 1770 3539 ~ 1770 1583 1726 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.75 1.00 1.00 Satd. Flow (perm) 1770 3448 1770 3539 1398 1583 1726 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 2 777 162 399 1035 0 92 0 233 0 5 6 RTOR Reduction (vph) 0 19 0 0 0 0 0 0 204 0 5 0 Lane Group Flow (vph) 2 920 0 399 1035 0 0 92 29 0 6 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 0.9 30.8 i 20.3 50.2 ~ 9.2 9.2 9.2 ] Effective Green, g (s) 0.9 30.8 20.3 50.2 9.2 9.2 9.2 Actuated g/C Ratio 0.01 0.41 j 0.27 0.68 ~ 0.12 0.12 0.12 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 21 1429 484 2391 173 196 214 v/s Ratio Prot 0.00 c0.27 c0.23 0.29 0.00 v/s Ratio Perm c0.07 0.02 v/c Ratio 0.10 0.64 0.82 0.43 0.53 0.15 0.03 Uniform Delay, d1 36.3 17.4 25.3 5.5 30.5 29.0 28.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 1.1 10.4 0.2 1.6 0.1 0.0 Delay (s) 37.0 18.5 ~ 35.8 5.7 ~ 32.1 29.2 28.6 ~ Level of Service D B D A C C C Approach Delay (s) 18.5 14.1 30.0 28.6 Approach LOS B B C C HCM Average Control Delay 17.6 HCM Level of Service B HCM Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 74.3 Sum of lost time (s) 14.0 Intersection Capacity Utilization 64.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 6: Amador Valley Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~'~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 298 442 30 341 703 25 142 387 57 144 677 380 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 1.00 1.00 0.95 1.00 0.91 0.91 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1610 3370 1583 1770 3539 1583 1610 3322 1770 3539 1583 Flt Permitted 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3370 1583 1770 3539 1583 1610 3322 1770 3539 1583 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 347 514 35 397 817 29 165 450 66 167 787 442 RTOR Reduction (vph) 0 0 11 0 0 8 0 6 0 0 0 84 Lane Group Flow (vph) 278 583 24 397 817 21 148 527 0 167 787 358 Turn Type Split Perm Split Perm Split Split Perm Protected Phases 4 4 8 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 36.0 36.0 36.0 40.2 40.2 40.2 33.7 33.7 40.2 40.2 40.2 Effective Green, g (s) 36.0 36.0 36.0 40.2 40.2 40.2 33.7 33.7 40.2 40.2 40.2 Actuated g/C Ratio 0.21 0.21 0.21 0.24 0.24 0.24 0.20 0.20 0.24 0.24 0.24 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 341 713 335 418 836 374 319 658 418 836 374 v/s Ratio Prot 0.17 c0.17 0.22 c0.23 0.09 c0.16 0.09 0.22 v/s Ratio Perm 0.02 0.01 c0.23 v/c Ratio 0.82 0.82 0.07 0.95 0.98 0.06 0.46 0.80 0.40 0.94 0.96 Uniform Delay, d1 63.9 63.9 53.7 64.0 64.5 50.3 60.2 65.0 54.8 63.8 64.1 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 14.6 7.6 0.1 31.3 25.4 0.1 1.5 7.3 0.9 18.6 35.3 Delay (s) 78.4 71.5 53.8 95.2 89.9 50.4 61.7 72.4 55.6 82.4 99.4 Level of Service E E D F F D E E E F F Approach Delay (s) 73.0 90.7 70.0 84.6 Approach LOS E F E F HCM Average Control Delay 81.6 HCM Level of Service F HCM Volume to Capacity ratio 0.89 Actuated Cycle Length (s) I t ti C it Utili ti 170.1 Sum of lost time (s) 20.0 79 8% ICU L l f S i D n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 6 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 7: Dublin Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ '~~ ~~~ ~~ ~~ ~~~ Volume (vph) 191 366 728 789 255 371 581 1533 1457 352 992 207 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.97 0.91 0.88 0.97 0.91 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) ~ 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 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) 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 208 398 791 858 277 403 632 1666 1584 383 1078 225 RTOR Reduction (vph) 0 0 366 0 0 120 0 0 98 0 0 161 Lane Group Flow (vph) 208 398 425 858 277 283 632 1666 1486 383 1078 64 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 8.0 31.0 31.0 15.0 38.0 38.0 20.0 45.0 60.0 9.0 34.0 34.0 Effective Green, g (s) 8.0 31.0 31.0 15.0 38.0 38.0 20.0 45.0 60.0 9.0 34.0 34.0 Actuated g/C Ratio 0.07 0.26 0.26 0.12 0.32 0.32 0.17 0.38 0.50 0.08 0.28 0.28 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 229 914 720 624 590 501 572 1907 1510 257 1441 449 v/s Ratio Prot 0.06 0.11 c0.17 0.15 c0.18 0.33 c0.12 c0.11 0.21 v/s Ratio Perm 0.15 c0.18 0.41 0.04 v/c Ratio 0.91 0.44 0.59 1.38 0.47 0.56 1.10 0.87 0.98 1.49 0.75 0.14 Uniform Delay, d1 55.6 37.2 38.9 52.5 32.9 34.1 50.0 34.9 29.5 55.5 39.1 32.1 Progression Factor 1.00 1.00 1.00 1.08 1.18 1.42 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 35.3 1.5 3.5 177.5 2.3 4.0 69.7 4.9 19.3 240.2 2.3 0.2 Delay (s) 90.9 38.7 42.5 234.3 41.0 52.4 119.7 39.8 48.8 295.7 41.4 32.3 Level of Service F D D F D D F D D F D C Approach Delay (s) 48.6 151.9 56.5 98.0 Approach LOS D F E F HCM Average Control Delay 80.7 HCM Level of Service F HCM Volume to Capacity ratio 0.92 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 85.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 8: Dublin Boulevard & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 166 1778 220 81 848 122 275 41 59 180 39 168 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 5001 ~ 1770 6287 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 5001 1770 6287 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 173 1852 229 84 883 127 286 43 61 188 41 175 RTOR Reduction (vph) 0 9 0 0 15 0 0 0 56 0 0 160 Lane Group Flow (vph) 173 2072 0 84 995 0 286 43 5 188 41 15 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 12.5 71.4 I 8.6 67.5 11.5 9.5 9.5 12.0 10.0 10.0 Effective Green, g (s) 12.5 71.4 8.6 67.5 11.5 9.5 9.5 12.0 10.0 10.0 Actuated g/C Ratio 0.10 0.60 j 0.07 0.56 0.10 0.08 0.08 0.10 0.08 0.08 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 184 2976 127 3536 170 147 125 177 155 132 v/s Ratio Prot c0.10 c0.41 0.05 0.16 c0.16 c0.02 0.11 0.02 v/s Ratio Perm 0.00 0.01 v/c Ratio 0.94 0.70 0.66 0.28 1.68 0.29 0.04 1.06 0.26 0.11 Uniform Delay, d1 53.4 16.8 54.3 13.6 54.2 52.1 51.0 54.0 51.6 50.9 Progression Factor 0.92 0.98 0.58 1.60 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 20.8 0.4 9.3 0.2 331.3 1.3 0.2 85.1 1.1 0.4 Delay (s) 70.0 16.8 ~ 40.6 22.0 385.5 53.4 51.2 139.1 52.6 51.3 Level of Service E B D C F D D F D D Approach Delay (s) 20.8 23.4 296.6 92.3 Approach LOS C C F F HCM Average Control Delay 54.5 HCM Level of Service D HCM Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 77.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 8 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 9: Dublin Boulevard & Golden Gate Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 115 1311 529 199 855 63 162 2 138 39 7 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.96 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.87 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4866 ~ 1770 5033 1770 1863 1583 1770 1614 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.72 1.00 1.00 0.76 1.00 Satd. Flow (perm) 1770 4866 1770 5033 1334 1863 1583 1409 1614 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 116 1324 534 201 864 64 164 2 139 39 7 56 RTOR Reduction (vph) 0 51 0 0 6 0 0 0 117 0 47 0 Lane Group Flow (vph) 116 1807 0 201 922 0 164 2 22 39 16 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 9.3 77.4 I 9.5 77.6 19.1 19.1 19.1 19.1 19.1 ] Effective Green, g (s) 9.3 77.4 9.5 77.6 19.1 19.1 19.1 19.1 19.1 Actuated g/C Ratio 0.08 0.65 j 0.08 0.65 0.16 0.16 0.16 0.16 0.16 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 137 3139 140 3255 212 297 252 224 257 v/s Ratio Prot 0.07 c0.37 c0.11 0.18 0.00 0.01 v/s Ratio Perm c0.12 0.01 0.03 v/c Ratio 0.85 0.58 1.44 0.28 0.77 0.01 0.09 0.17 0.06 Uniform Delay, d1 54.6 12.0 55.2 9.2 48.4 42.5 43.0 43.6 42.8 Progression Factor 1.15 0.91 0.82 1.98 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 26.1 0.5 215.8 0.1 14.7 0.0 0.1 0.1 0.0 Delay (s) 88.8 11.5 ~ 260.8 18.3 63.1 42.5 43.1 43.8 42.9 ~ Level of Service F B F B E D D D D Approach Delay (s) 16.0 61.5 53.8 43.2 Approach LOS B E D D HCM Average Control Delay 34.7 HCM Level of Service C HCM Volume to Capacity ratio 0.69 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 14.0 75 5% ICU L l f S i D n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 9 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 10: Dublin Boulevard & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~~ ~ ~ ~ ~ ~~ "~ Volume (vph) 168 847 508 446 798 140 280 138 480 136 307 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 Frt ~ 1.00 0.94 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 ~ 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) ~ 1770 4799 ~ 1770 5085 1583 1770 1863 1583 3433 1804 ~ 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) 1770 4799 1770 5085 1583 1770 1863 1583 3433 1804 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 175 882 529 465 831 146 292 144 500 142 320 85 RTOR Reduction (vph) 0 89 0 0 0 87 0 0 278 0 8 0 Lane Group Flow (vph) 175 1322 0 465 831 59 292 144 222 142 397 0 Turn Type Prot Prot Perm Prot Perm Prot Protected Phases 5 2 ~ 1 6 3 8 7 4 ~ Permitted Phases 6 8 Actuated Green, G (s) 14.3 37.6 I 25.5 48.8 48.8 9.5 29.8 29.8 8.6 28.9 ] Effective Green, g (s) 14.3 37.6 25.5 48.8 48.8 9.5 29.8 29.8 8.6 28.9 Actuated g/C Ratio 0.12 0.31 j 0.21 0.41 0.41 0.08 0.25 0.25 0.07 0.24 ] Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 3.0 3.0 2.0 3.0 Lane Grp Cap (vph) 211 1504 376 2068 644 140 463 393 246 434 v/s Ratio Prot 0.10 c0.28 c0.26 0.16 c0.17 0.08 0.04 c0.22 v/s Ratio Perm 0.04 0.14 v/c Ratio 0.83 0.88 1.24 0.40 0.09 2.09 0.31 0.56 0.58 0.91 Uniform Delay, d1 51.7 39.0 47.2 25.2 21.9 55.2 36.7 39.4 53.9 44.3 Progression Factor 0.75 1.26 0.80 0.79 1.52 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 19.4 6.7 125.6 0.5 0.3 512.1 0.4 1.9 2.0 23.5 Delay (s) 58.3 56.0 ~ 163.5 20.4 33.5 567.4 37.1 41.3 56.0 67.8 ~ Level of Service E E F C C F D D E E Approach Delay (s) 56.2 67.9 204.8 64.7 Approach LOS E E F E HCM Average Control Delay 91.8 HCM Level of Service F HCM Volume to Capacity ratio 1.09 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 104.5% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 10 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 11: Dublin Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~"~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 266 933 268 157 965 384 14 8 4 538 210 356 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3421 ~ 1770 5085 1583 1770 3539 1583 3433 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3421 1770 5085 1583 1770 3539 1583 3433 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 302 1060 305 178 1097 436 16 9 5 611 239 405 RTOR Reduction (vph) 0 14 0 0 0 192 0 0 5 0 0 304 Lane Group Flow (vph) 302 1351 0 178 1097 244 16 9 0 611 239 101 Turn Type Prot Prot Perm Prot Perm Prot custom Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 6 8 7 Actuated Green, G (s) 9.5 66.2 I 10.5 67.2 67.2 2.7 5.4 5.4 18.9 21.6 18.9 Effective Green, g (s) 9.5 66.2 10.5 67.2 67.2 2.7 5.4 5.4 18.9 21.6 18.9 Actuated g/C Ratio 0.08 0.55 j 0.09 0.56 0.56 0.02 0.05 0.05 0.16 0.18 0.16 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 272 1887 155 2848 886 40 159 71 541 335 249 v/s Ratio Prot 0.09 c0.39 c0.10 0.22 0.01 0.00 c0.18 c0.13 v/s Ratio Perm 0.15 0.00 0.06 v/c Ratio 1.11 0.72 1.15 0.39 0.28 0.40 0.06 0.00 1.13 0.71 0.41 Uniform Delay, d1 55.2 19.9 54.8 14.8 13.7 57.9 54.9 54.7 50.6 46.3 45.5 Progression Factor 0.98 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 77.8 1.6 117.7 0.4 0.8 2.4 0.2 0.0 79.5 5.9 0.4 Delay (s) 132.1 24.0 ~ 172.5 15.2 14.5 60.2 55.1 54.8 130.0 52.2 45.9 Level of Service F C F B B E E D F D D Approach Delay (s) 43.6 31.4 57.8 88.1 Approach LOS D C E F HCM Average Control Delay 51.2 HCM Level of Service D HCM Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 77.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 11 HCM Unsignalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 12: St. Patrick Way & Golden Gate Drive AM Peak Hour ~ ~ } I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ Sign Control Stop Stop Stop Stop Volume (vph) 61 71 2 66 40 36 0 132 20 55 414 42 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Hourly flow rate (vph) 79 92 3 86 52 47 0 171 26 71 538 55 Volume Total (vph) 174 Volume Left (vph) 79 Volume Right (vph) 3 Hadj (s) 0.12 Departure Headway (s) 7.0 Degree Utilization, x 0.34 Capacity (veh/h) 497 Control Delay (s) 13.4 Approach Delay (s) 13.4 Approach LOS B HCM Level of Service Intersection Capacity Utilization Analysis Period (min) 86 99 197 664 86 0 0 71 0 47 26 55 0.53 -0.30 -0.04 0.01 7.8 7.0 6.2 5.5 0.19 0.19 0.34 1.02 440 493 554 645 11.4 10.4 12.4 64.4 10.9 12.4 64.4 B B F 40.6 E 59.4% 15 ICU Level of Service B Baseline Synchro 7 - Report Page 12 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 13: St. Patrick Way & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 57 121 28 88 181 535 15 236 27 610 416 49 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.85 1.00 0.98 1.00 0.98 ~ Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1810 ~ 1833 1583 1770 1834 1770 1833 ~ Flt Permitted 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1810 1833 1583 1770 1834 1770 1833 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 59 126 29 92 189 557 16 246 28 635 433 51 RTOR Reduction (vph) 0 8 0 0 0 441 0 4 0 0 4 0 Lane Group Flow (vph) 59 147 0 0 281 116 16 270 0 635 480 0 Turn Type Split Split Perm Split Split Protected Phases 4 4 ~ 8 8 2 2 6 6 ~ Permitted Phases 8 Actuated Green, G (s) 13.0 13.0 ~ 19.5 19.5 18.4 18.4 24.4 24.4 Effective Green, g (s) 13.0 13.0 19.5 19.5 18.4 18.4 24.4 24.4 Actuated g/C Ratio 0.14 0.14 = 0.21 0.21 0.20 0.20 0.26 0.26 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 247 252 383 331 349 362 463 479 v/s Ratio Prot 0.03 c0.08 c0.15 0.01 c0.15 c0.36 0.26 v/s Ratio Perm 0.07 v/c Ratio 0.24 0.58 0.73 0.35 0.05 0.75 1.37 1.00 Uniform Delay, d1 35.7 37.6 34.5 31.5 30.3 35.2 34.5 34.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 3.4 7.1 0.6 0.1 8.1 180.5 41.8 Delay (s) 36.2 41.1 ~ 41.6 32.2 30.4 43.4 214.9 76.2 ~ Level of Service D D D C C D F E Approach Delay (s) 39.7 35.3 42.7 154.9 Approach LOS D D D F HCM Average Control Delay 91.0 HCM Level of Service F HCM Volume to Capacity ratio 0.92 Actuated Cycle Length (s) I t ti C it Utili ti 93.3 Sum of lost time (s) 18.0 85 3% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 13 HCM Unsignalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 14: I-680 Northbound On-Ramp & Village Parkway AM Peak Hour I Movement EBL EBR NBL NBT SBT SBR Lane Configurations ~' "~ Volume (veh/h) 0 0 19 13 57 566 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 20 14 61 602 Pedestrians Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 418 pX, platoon unblocked 0.89 0.89 0.89 vC, conflicting volume 416 362 663 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 279 218 557 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 98 cM capacity (veh/h) 617 730 900 Volume Total 34 663 Volume Left 20 0 Volume Right 0 602 cSH 900 1700 Volume to Capacity 0.02 0.39 Queue Length 95th (ft) 2 0 Control Delay (s) 5.5 0.0 Lane LOS A Approach Delay (s) 5.5 0.0 Approach LOS Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 41.3% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report Page 14 HCM Unsignalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 15: Saint Patrick Way & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 10 10 10 20 10 40 10 20 20 50 30 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 11 11 22 11 43 11 22 22 54 33 11 Volume Total (vph) 33 76 54 Volume Left (vph) 11 22 11 Volume Right (vph) 11 43 22 Hadj (s) -0.10 -0.25 -0.17 Departure Headway (s) 4.2 4.0 4.1 Degree Utilization, x 0.04 0.08 0.06 Capacity (veh/h) 816 859 849 Control Delay (s) 7.4 7.4 7.3 Approach Delay (s) 7.4 7.4 7.3 Approach LOS A A A Delay ~ 7.5 HCM Level of Service _ A Intersection Capacity Utilization 23.3% Analysis Period (min) 15 98 54 11 0.08 4.3 0.12 819 7.8 A ICU Level of Service A Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 1: Amador Valley Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ ~' ~ ~ ~~ ~ ~~ ~~~ Volume (vph) 44 64 50 364 62 572 168 1254 807 506 995 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.91 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 0.97 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 1863 1583 1681 1709 1583 1770 3539 1583 3433 5085 1583 Flt Permitted 0.60 1.00 1.00 0.95 0.48 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 1124 1863 1583 1681 850 1583 1770 3539 1583 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 49 71 56 404 69 636 187 1393 897 562 1106 49 RTOR Reduction (vph) 0 0 52 0 0 288 0 0 330 0 0 29 Lane Group Flow (vph) 49 71 4 234 239 348 187 1393 567 562 1106 20 Turn Type Perm Perm Prot Perm Prot Perm Prot Perm Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 8.2 8.2 8.2 22.4 35.1 35.1 16.1 40.4 40.4 21.9 46.2 46.2 Effective Green, g (s) 8.2 8.2 8.2 22.4 35.1 35.1 16.1 40.4 40.4 21.9 46.2 46.2 Actuated g/C Ratio 0.07 0.07 0.07 0.20 0.32 0.32 0.14 0.36 0.36 0.20 0.41 0.41 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 83 137 117 338 441 499 256 1283 574 675 2109 657 v/s Ratio Prot 0.04 0.14 0.11 0.11 c0.39 c0.16 0.22 v/s Ratio Perm 0.04 0.00 0.06 c0.22 0.36 0.01 v/c Ratio 0.59 0.52 0.04 0.69 0.54 0.70 0.73 1.09 0.99 0.83 0.52 0.03 Uniform Delay, d1 50.0 49.7 47.9 41.3 31.5 33.5 45.6 35.5 35.3 43.0 24.4 19.3 Progression Factor 1.00 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 7.3 1.4 0.0 4.9 0.7 3.4 8.9 51.8 34.1 8.3 0.3 0.0 Delay (s) 57.2 51.1 48.0 46.2 32.2 36.9 54.5 87.3 69.4 51.3 24.7 19.4 Level of Service E D D D C D D F E D C B Approach Delay (s) 51.8 37.8 78.3 33.2 Approach LOS D D E C HCM Average Control Delay 55.2 HCM Level of Service E HCM Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 111.4 Sum of lost time (s) 14.0 Intersection Capacity Utilization 85.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 2: Amador Valley Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ ~ ~ ~ "~ Volume (vph) 113 1003 248 242 637 26 327 35 212 40 26 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.92 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 3434 ~ 1770 3519 1770 1863 1583 1770 1718 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.72 1.00 1.00 0.73 1.00 Satd. Flow (perm) 1770 3434 1770 3519 1345 1863 1583 1368 1718 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 114 1013 251 244 643 26 330 35 214 40 26 28 RTOR Reduction (vph) 0 21 0 0 2 0 0 0 156 0 20 0 Lane Group Flow (vph) 114 1243 0 244 667 0 330 35 58 40 34 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 8.9 36.1 I 16.7 43.9 24.7 24.7 24.7 24.7 24.7 Effective Green, g (s) 8.9 36.1 16.7 43.9 24.7 24.7 24.7 24.7 24.7 Actuated g/C Ratio 0.10 0.39 j 0.18 0.48 0.27 0.27 0.27 0.27 0.27 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 172 1355 323 1688 363 503 427 369 464 v/s Ratio Prot 0.06 c0.36 c0.14 0.19 0.02 0.02 v/s Ratio Perm c0.25 0.04 0.03 v/c Ratio 0.66 0.92 0.76 0.40 0.91 0.07 0.14 0.11 0.07 Uniform Delay, d1 39.9 26.3 35.5 15.3 32.3 24.9 25.3 25.1 24.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.2 10.2 8.6 0.2 25.2 0.0 0.1 0.0 0.0 Delay (s) 47.1 36.4 ~ 44.1 15.5 57.5 24.9 25.4 25.2 24.9 ~ Level of Service D D D B E C C C C Approach Delay (s) 37.3 23.1 43.6 25.0 Approach LOS D C D C HCM Average Control Delay 33.8 HCM Level of Service C HCM Volume to Capacity ratio 0.88 Actuated Cycle Length (s) I t ti C it Utili ti 91.5 Sum of lost time (s) 14.0 85 5% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 3: Amador Valley Boulevard & Starward Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~"~ ~' Volume (vph) 124 1167 18 0 887 99 4 0 2 55 0 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt ~ 1.00 1.00 ~ 0.98 ~ 0.95 ~ 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.97 0.95 1.00 Satd. Flow (prot) ~ 1770 3531 ~ 3486 ~ 1722 ~ 1770 1583 Flt Permitted 0.95 1.00 1.00 0.88 0.75 1.00 Satd. Flow (perm) 1770 3531 3486 1557 1404 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 129 1216 19 0 924 103 4 0 2 57 0 57 RTOR Reduction (vph) 0 1 0 0 7 0 0 2 0 0 0 48 Lane Group Flow (vph) 129 1234 0 0 1020 0 0 4 0 0 57 9 Turn Type Prot Perm Perm Perm Protected Phases 5 1 2 ~ 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s) 10.1 54.3 = 39.7 ~ 12.4 ~ 12.4 12.4 Effective Green, g (s) 10.1 54.3 39.7 12.4 12.4 12.4 Actuated g/C Ratio 0.13 0.71 = 0.52 ~ 0.16 ~ 0.16 0.16 Clearance Time (s) 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 235 2516 1816 253 228 258 v/s Ratio Prot 0.07 c0.35 c0.29 v/s Ratio Perm 0.00 c0.04 0.01 v/c Ratio 0.55 0.49 0.56 0.02 0.25 0.04 Uniform Delay, d1 30.9 4.8 12.4 26.8 27.8 26.9 Progression Factor 1.00 1.00 0.38 1.00 1.00 1.00 Incremental Delay, d2 1.4 0.1 0.4 0.0 0.2 0.0 Delay (s) 32.3 4.9 ~ 5.0 ~ 26.8 ~ 28.1 26.9 Level of Service C A A C C C Approach Delay (s) 7.5 5.0 26.8 27.5 Approach LOS A A C C HCM Average Control Delay 7.4 HCM Level of Service A HCM Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 76.2 Sum of lost time (s) 9.0 Intersection Capacity Utilization 50.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 4: Amador Valley Boulevard & Donohue Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ "~ Volume (vph) 99 1060 46 17 877 133 60 17 25 102 8 47 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.98 1.00 0.91 ~ 0.96 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.97 Satd. Flow (prot) ~ 1770 3517 ~ 1770 3469 1770 1698 ~ 1731 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.67 1.00 0.78 Satd. Flow (perm) 1770 3517 1770 3469 1241 1698 1388 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) 104 1116 48 18 923 140 63 18 26 107 8 49 RTOR Reduction (vph) 0 3 0 0 9 0 0 22 0 0 19 0 Lane Group Flow (vph) 104 1161 0 18 1054 0 63 22 0 0 145 0 Turn Type Prot Prot Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 4 Actuated Green, G (s) 10.1 30.4 I 19.4 39.7 12.4 12.4 ~ 12.4 Effective Green, g (s) 10.1 30.4 19.4 39.7 12.4 12.4 12.4 Actuated g/C Ratio 0.13 0.40 j 0.25 0.52 0.16 0.16 ~ 0.16 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 235 1403 451 1807 202 276 226 v/s Ratio Prot c0.06 c0.33 0.01 c0.30 0.01 v/s Ratio Perm 0.05 c0.10 v/c Ratio 0.44 0.83 0.04 0.58 0.31 0.08 0.64 Uniform Delay, d1 30.5 20.5 21.4 12.6 28.1 27.1 29.8 Progression Factor 1.26 0.82 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 3.9 0.0 0.6 0.3 0.0 4.6 Delay (s) 38.8 20.8 ~ 21.4 13.1 28.5 27.1 ~ 34.4 ~ Level of Service D C C B C C C Approach Delay (s) 22.2 13.3 27.9 34.4 Approach LOS C B C C HCM Average Control Delay 19.5 HCM Level of Service B HCM Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 76.2 Sum of lost time (s) 19.0 Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 5: Amador Valley Boulevard &Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~' Volume (vph) 8 834 227 458 717 2 256 5 549 4 5 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 ~ 1.00 0.85 0.94 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.99 Satd. Flow (prot) ~ 1770 3426 ~ 1770 3538 ~ 1776 1583 1731 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.72 1.00 0.93 Satd. Flow (perm) 1770 3426 1770 3538 1338 1583 1626 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 9 887 241 487 763 2 272 5 584 4 5 7 RTOR Reduction (vph) 0 27 0 0 0 0 0 0 338 0 6 0 Lane Group Flow (vph) 9 1101 0 487 765 0 0 277 246 0 10 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 1.2 36.7 I 20.1 55.6 ~ 19.3 19.3 19.3 ] Effective Green, g (s) 1.2 36.7 20.1 55.6 19.3 19.3 19.3 Actuated g/C Ratio 0.01 0.41 j 0.22 0.62 ~ 0.21 0.21 0.21 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 24 1395 395 2183 287 339 348 v/s Ratio Prot 0.01 c0.32 c0.28 0.22 v/s Ratio Perm c0.21 0.16 0.01 v/c Ratio 0.38 0.79 1.23 0.35 0.97 0.73 0.03 Uniform Delay, d1 44.1 23.3 35.0 8.4 35.1 32.9 28.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.6 3.2 125.0 0.1 43.0 6.4 0.0 Delay (s) 47.6 26.5 ~ 160.0 8.6 ~ 78.1 39.4 28.0 ~ Level of Service D C F A E D C Approach Delay (s) 26.7 67.5 51.8 28.0 Approach LOS C E D C HCM Average Control Delay 49.0 HCM Level of Service D HCM Volume to Capacity ratio 0.95 Actuated Cycle Length (s) I t ti C it Utili ti 90.1 Sum of lost time (s) 14.0 88 5% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 6: Amador Valley Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~'~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 583 836 98 209 484 27 211 737 186 77 730 489 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 1.00 1.00 0.95 1.00 0.91 0.91 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1610 3369 1583 1770 3539 1583 1610 3286 1770 3539 1583 Flt Permitted 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3369 1583 1770 3539 1583 1610 3286 1770 3539 1583 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 601 862 101 215 499 28 218 760 192 79 753 504 RTOR Reduction (vph) 0 0 18 0 0 13 0 11 0 0 0 101 Lane Group Flow (vph) 475 988 83 215 499 15 196 963 0 79 753 403 Turn Type Split Perm Split Perm Split Split Perm Protected Phases 4 4 8 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 40.0 40.0 40.0 32.0 32.0 32.0 40.0 40.0 40.0 40.0 40.0 Effective Green, g (s) 40.0 40.0 40.0 32.0 32.0 32.0 40.0 40.0 40.0 40.0 40.0 Actuated g/C Ratio 0.23 0.23 0.23 0.19 0.19 0.19 0.23 0.23 0.23 0.23 0.23 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 374 783 368 329 658 295 374 764 412 823 368 v/s Ratio Prot c0.29 0.29 0.12 c0.14 0.12 c0.29 0.04 0.21 v/s Ratio Perm 0.05 0.01 c0.25 v/c Ratio 1.27 1.26 0.22 0.65 0.76 0.05 0.52 1.26 0.19 0.91 1.10 Uniform Delay, d1 66.0 66.0 53.4 64.9 66.3 57.5 57.7 66.0 53.0 64.3 66.0 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 141.0 128.0 0.4 5.1 5.3 0.1 1.7 127.8 0.3 14.8 75.4 Delay (s) 207.0 194.0 53.9 70.0 71.7 57.6 59.4 193.8 53.3 79.2 141.4 Level of Service F F D E E E E F D E F Approach Delay (s) 188.9 70.6 171.3 101.1 Approach LOS F E F F HCM Average Control Delay 142.0 HCM Level of Service F HCM Volume to Capacity ratio 1.11 Actuated Cycle Length (s) 172.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 98.5% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 6 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 7: Dublin Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ '~~ ~~~ ~~ ~~ ~~~ Volume (vph) 162 551 458 2105 558 766 803 1331 2551 701 703 156 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.97 0.91 0.88 0.97 0.91 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) ~ 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 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) 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 180 612 509 2339 620 851 892 1479 2834 779 781 173 RTOR Reduction (vph) 0 0 226 0 0 118 0 0 66 0 0 124 Lane Group Flow (vph) 180 612 284 2339 620 733 892 1479 2768 779 781 49 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 8.9 38.0 38.0 19.0 48.1 48.1 9.0 34.0 53.0 9.0 34.0 34.0 Effective Green, g (s) 8.9 38.0 38.0 19.0 48.1 48.1 9.0 34.0 53.0 9.0 34.0 34.0 Actuated g/C Ratio 0.07 0.32 0.32 0.16 0.40 0.40 0.08 0.28 0.44 0.08 0.28 0.28 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 255 1121 883 790 747 635 257 1441 1347 257 1441 449 v/s Ratio Prot 0.05 0.17 c0.47 0.33 c0.26 0.29 c0.33 0.23 0.15 v/s Ratio Perm 0.10 c0.46 0.67 0.03 v/c Ratio 0.71 0.55 0.32 2.96 0.83 1.15 3.47 1.03 2.05 3.03 0.54 0.11 Uniform Delay, d1 54.3 33.9 31.2 50.5 32.3 36.0 55.5 43.0 33.5 55.5 36.4 31.8 Progression Factor 1.00 1.00 1.00 1.34 0.54 0.50 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.6 1.9 1.0 882.7 1.0 71.3 1121.6 30.7 477.2 924.3 0.5 0.1 Delay (s) 62.9 35.8 32.1 950.5 18.4 89.2 1177.1 73.7 510.7 979.8 36.9 31.9 Level of Service E D C F B F F E F F D C Approach Delay (s) 38.1 606.5 500.7 460.3 Approach LOS D F F F HCM Average Control Delay 478.4 HCM Level of Service F HCM Volume to Capacity ratio 1.99 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 15.0 137 0% ICU L l f S i H n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 8: Dublin Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 357 2913 466 183 2613 277 485 113 182 386 115 362 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4980 ~ 1770 6316 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4980 1770 6316 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 384 3132 501 197 2810 298 522 122 196 415 124 389 RTOR Reduction (vph) 0 15 0 0 12 0 0 0 158 0 0 199 Lane Group Flow (vph) 384 3618 0 197 3096 0 522 122 38 415 124 190 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 17.5 52.1 I 12.5 47.1 16.5 23.4 23.4 13.5 20.4 20.4 Effective Green, g (s) 17.5 52.1 12.5 47.1 16.5 23.4 23.4 13.5 20.4 20.4 Actuated g/C Ratio 0.15 0.43 j 0.10 0.39 0.14 0.19 0.19 0.11 0.17 0.17 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 258 2162 184 2479 243 363 309 199 317 269 v/s Ratio Prot c0.22 c0.73 0.11 0.49 c0.29 c0.07 0.23 0.07 v/s Ratio Perm 0.02 c0.12 v/c Ratio 1.49 1.67 1.07 1.25 2.15 0.34 0.12 2.09 0.39 0.71 Uniform Delay, d1 51.2 34.0 53.8 36.5 51.8 41.6 39.8 53.2 44.3 47.0 Progression Factor 1.07 0.80 0.91 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 221.7 303.2 41.9 112.3 530.2 0.7 0.2 505.2 0.9 8.4 Delay (s) 276.4 330.3 ~ 91.1 148.5 581.9 42.3 40.1 558.5 45.2 55.4 Level of Service F F F F F D D F D E Approach Delay (s) 325.1 145.0 377.1 279.0 Approach LOS F F F F HCM Average Control Delay 259.8 HCM Level of Service F HCM Volume to Capacity ratio 1.54 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 18.0 122 0% ICU L l f S i H n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 8 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 9: Dublin Boulevard & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 314 2569 595 233 2165 181 675 16 464 264 5 221 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.85 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4942 ~ 1770 5026 1770 1863 1583 1770 1589 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.39 1.00 1.00 0.75 1.00 Satd. Flow (perm) 1770 4942 1770 5026 723 1863 1583 1390 1589 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 338 2762 640 251 2328 195 726 17 499 284 5 238 RTOR Reduction (vph) 0 32 0 0 8 0 0 0 106 0 106 0 Lane Group Flow (vph) 338 3370 0 251 2515 0 726 17 393 284 137 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 11.5 69.0 I 9.5 67.0 27.5 27.5 27.5 27.5 27.5 Effective Green, g (s) 11.5 69.0 9.5 67.0 27.5 27.5 27.5 27.5 27.5 Actuated g/C Ratio 0.10 0.58 j 0.08 0.56 0.23 0.23 0.23 0.23 0.23 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 170 2842 140 2806 166 427 363 319 364 v/s Ratio Prot c0.19 c0.68 0.14 0.50 0.01 0.09 v/s Ratio Perm c1.00 0.25 0.20 v/c Ratio 1.99 1.19 1.79 0.90 4.37 0.04 1.08 0.89 0.38 Uniform Delay, d1 54.2 25.5 55.2 23.4 46.2 36.0 46.2 44.8 39.0 Progression Factor 0.77 1.32 0.74 1.11 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 446.6 84.0 359.4 0.5 1532.0 0.0 71.5 24.5 0.2 Delay (s) 488.3 117.6 ~ 400.2 26.5 1578.3 36.0 117.8 69.3 39.2 ~ Level of Service F F F C F D F E D Approach Delay (s) 151.1 60.4 970.4 55.5 Approach LOS F E F E HCM Average Control Delay 237.5 HCM Level of Service F HCM Volume to Capacity ratio 2.03 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 9.0 142 6% ICU L l f S i H n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 9 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 10: Dublin Boulevard & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~~ ~ ~ ~ ~ ~~ "~ Volume (vph) 357 1904 1059 902 1469 236 937 451 1098 324 388 224 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 Frt ~ 1.00 0.95 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.95 ~ 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) ~ 1770 4813 ~ 1770 5085 1583 1770 1863 1583 3433 1760 ~ 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) 1770 4813 1770 5085 1583 1770 1863 1583 3433 1760 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 364 1943 1081 920 1499 241 956 460 1120 331 396 229 RTOR Reduction (vph) 0 84 0 0 0 161 0 0 304 0 18 0 Lane Group Flow (vph) 364 2940 0 920 1499 80 956 460 816 331 607 0 Turn Type Prot Prot Perm Prot Perm Prot Protected Phases 5 2 ~ 1 6 3 8 7 4 ~ Permitted Phases 6 8 Actuated Green, G (s) 20.5 31.0 I 29.5 40.0 40.0 13.5 27.8 27.8 13.2 27.5 Effective Green, g (s) 20.5 31.0 29.5 40.0 40.0 13.5 27.8 27.8 13.2 27.5 Actuated g/C Ratio 0.17 0.26 j 0.25 0.33 0.33 0.11 0.23 0.23 0.11 0.23 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 3.0 3.0 2.0 3.0 Lane Grp Cap (vph) 302 1243 435 1695 528 199 432 367 378 403 v/s Ratio Prot 0.21 c0.61 c0.52 0.29 c0.54 0.25 0.10 0.34 v/s Ratio Perm 0.05 c0.52 v/c Ratio 1.21 2.37 2.11 0.88 0.15 4.80 1.06 2.22 0.88 1.51 Uniform Delay, d1 49.8 44.5 45.2 37.8 28.1 53.2 46.1 46.1 52.6 46.2 Progression Factor 1.24 0.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 95.4 614.7 509.5 7.1 0.6 1723.2 61.6 559.0 19.1 240.7 Delay (s) 157.0 653.3 ~ 554.7 45.0 28.7 1776.4 107.7 605.1 71.7 286.9 ~ Level of Service F F F D C F F F E F Approach Delay (s) 599.9 219.8 956.4 212.4 Approach LOS F F F F HCM Average Control Delay 549.9 HCM Level of Service F HCM Volume to Capacity ratio 2.47 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 14.0 211 9% ICU L l f S i H n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 10 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 11: Dublin Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~"~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 765 1952 608 251 1971 459 66 28 8 523 84 552 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frt ~ 1.00 0.96 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3413 ~ 1770 5085 1583 1770 3539 1583 3433 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3413 1770 5085 1583 1770 3539 1583 3433 1863 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) 805 2055 640 264 2075 483 69 29 8 551 88 581 RTOR Reduction (vph) 0 17 0 0 0 230 0 0 8 0 0 423 Lane Group Flow (vph) 805 2678 0 264 2075 253 69 29 0 551 88 158 Turn Type Prot Prot Perm Prot Perm Prot custom Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 6 8 7 Actuated Green, G (s) 16.5 63.2 I 21.4 68.1 68.1 7.6 4.9 4.9 21.5 18.8 21.5 Effective Green, g (s) 16.5 63.2 21.4 68.1 68.1 7.6 4.9 4.9 21.5 18.8 21.5 Actuated g/C Ratio 0.13 0.49 j 0.16 0.52 0.52 0.06 0.04 0.04 0.17 0.14 0.17 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 436 1659 291 2664 829 103 133 60 568 269 262 v/s Ratio Prot c0.23 c0.78 c0.15 0.41 0.04 0.01 c0.16 c0.05 v/s Ratio Perm 0.16 0.00 0.10 v/c Ratio 1.85 1.61 0.91 0.78 0.31 0.67 0.22 0.01 0.97 0.33 0.60 Uniform Delay, d1 56.8 33.4 53.3 24.9 17.5 60.0 60.7 60.2 53.9 49.9 50.3 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 389.7 279.1 29.2 2.3 1.0 12.1 1.1 0.0 30.1 0.3 2.7 Delay (s) 446.4 312.5 ~ 82.5 27.2 18.5 72.0 61.8 60.2 84.0 50.2 53.0 Level of Service F F F C B E E E F D D Approach Delay (s) 343.3 30.9 68.4 66.8 Approach LOS F C E E HCM Average Control Delay 180.1 HCM Level of Service F HCM Volume to Capacity ratio 1.37 Actuated Cycle Length (s) I t ti C it Utili ti 130.0 Sum of lost time (s) 14.0 121 0% ICU L l f S i H n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 11 HCM Unsignalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 12: St. Patrick Way & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ Sign Control Stop Stop Stop Stop Volume (vph) 125 114 3 20 113 78 3 496 83 85 260 131 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Hourly flow rate (vph) 149 136 4 24 135 93 4 590 99 101 310 156 Volume Total (vph) 288 Volume Left (vph) 149 Volume Right (vph) 4 Hadj (s) 0.13 Departure Headway (s) 8.7 Degree Utilization, x 0.69 Capacity (veh/h) Control Dela (s) 404 29 1 y Approach Delay (s) . 29.1 Approach LOS D HCM Level of Service Intersection Capacity Utilization Analysis Period (min) 24 227 693 567 24 0 4 101 0 93 99 156 0.53 -0.25 -0.05 -0.10 9.6 8.8 7.7 7.6 0.06 0.55 1.48 1.20 364 393 484 479 12.0 21.0 246.2 133.8 20.1 246.2 133.8 C F F 144.5 F 94.8% ICU Level of Service 5:00 pm Baseline Synchro 7 - Report Page 12 HCM Signalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 13: St. Patrick Way & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 164 273 24 114 210 695 22 1000 175 830 868 135 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.85 1.00 0.98 1.00 0.98 ~ Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1840 ~ 1831 1583 1770 1821 1770 1825 ~ Flt Permitted 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1840 1831 1583 1770 1821 1770 1825 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 180 300 26 125 231 764 24 1099 192 912 954 148 RTOR Reduction (vph) 0 3 0 0 0 378 0 6 0 0 5 0 Lane Group Flow (vph) 180 323 0 0 356 386 24 1285 0 912 1097 0 Turn Type Split Split Perm Split Split Protected Phases 4 4 ~ 8 8 2 2 6 6 ~ Permitted Phases 8 Actuated Green, G (s) 22.0 22.0 ~ 24.0 24.0 22.0 22.0 22.0 22.0 Effective Green, g (s) 22.0 22.0 24.0 24.0 22.0 22.0 22.0 22.0 Actuated g/C Ratio 0.20 0.20 = 0.22 0.22 0.20 0.20 0.20 0.20 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 361 375 407 352 361 371 361 372 v/s Ratio Prot 0.10 c0.18 0.19 0.01 c0.71 0.52 c0.60 v/s Ratio Perm c0.24 v/c Ratio 0.50 0.86 0.87 1.10 0.07 3.46 2.53 2.95 Uniform Delay, d1 38.1 41.5 40.5 42.0 34.7 43.0 43.0 43.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 17.9 18.4 76.5 0.1 1115.9 695.0 884.5 Delay (s) 39.2 59.4 ~ 59.0 118.5 34.8 1158.9 738.0 927.5 ~ Level of Service D E E F C F F F Approach Delay (s) 52.2 99.6 1138.4 841.7 Approach LOS D F F F HCM Average Control Delay 672.1 HCM Level of Service F HCM Volume to Capacity ratio 2.07 Actuated Cycle Length (s) 108.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 157.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 13 HCM Unsignalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 14: I-680 Northbound On-Ramp & Village Parkway PM Peak Hour I Movement EBL EBR NBL NBT SBT SBR Lane Configurations ~' "~ Volume (veh/h) 0 0 32 51 25 903 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 34 54 27 961 Pedestrians Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 418 pX, platoon unblocked 0.97 0.97 0.97 vC, conflicting volume 629 507 987 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 602 476 971 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 95 cM capacity (veh/h) 426 571 688 Volume Total 88 987 Volume Left 34 0 Volume Right 0 961 cSH 688 1700 Volume to Capacity 0.05 0.58 Queue Length 95th (ft) 4 0 Control Delay (s) 4.4 0.0 Lane LOS A Approach Delay (s) 4.4 Approach LOS Average Delay 0.4 Intersection Capacity Utilization 60.5% ICU Level of Service Analysis Period (min) 15 5:00 pm Baseline Synchro 7 - Report Page 14 HCM Unsignalized Intersection Capacity Analysis Cumulative No Project (Existing SPs) 15: Saint Patrick Way & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 10 10 10 30 10 60 10 40 40 100 30 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 11 11 33 11 65 11 43 43 109 33 11 Volume Total (vph) 33 109 98 152 Volume Left (vph) _ 11 33 11 109 Volume Right (vph) 11 65 43 11 Hadj (s) -0.10 -0.27 -0.21 0.13 Departure Headway (s) 4.5 4.2 4.2 4.5 Degree Utilization, x 0.04 0.13 0.11 0.19 Capacity (veh/h) 739 792 820 770 Control Delay (s) 7.7 7.9 7.7 8.5 Approach Delay (s) 7.7 7.9 7.7 8.5 Approach LOS A A A A Delay ~ 8.1 HCM Level of Service _ A Intersection Capacity Utilization 28.5% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report Page 1 Cumulative Plus Project (Base FAR) AM and PM Peak Hour Synch ro Worksheets I-'F.HR ~ PFER TRANSP[7 RTATi{7N C9NSIILTANiS HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 1: Amador Valley Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ ~' ~ ~ ~~ ~ ~~ ~~~ Volume (vph) 28 31 44 556 41 294 63 1340 333 423 769 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.91 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 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 1863 1583 1681 1696 1583 1770 3539 1583 3433 5085 1583 Flt Permitted 0.57 1.00 1.00 0.95 0.44 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 1064 1863 1583 1681 786 1583 1770 3539 1583 3433 5085 1583 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 32 36 51 639 47 338 72 1540 383 486 884 33 RTOR Reduction (vph) 0 0 48 0 0 227 0 0 126 0 0 17 Lane Group Flow (vph) 32 36 3 345 341 111 72 1540 257 486 884 16 Turn Type Perm Perm Prot Perm Prot Perm Prot Perm Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 7.0 7.0 7.0 25.2 36.7 36.7 7.7 41.4 41.4 19.5 53.2 53.2 Effective Green, g (s) 7.0 7.0 7.0 25.2 36.7 36.7 7.7 41.4 41.4 19.5 53.2 53.2 Actuated g/C Ratio 0.06 0.06 0.06 0.23 0.33 0.33 0.07 0.37 0.37 0.17 0.48 0.48 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 67 117 99 380 464 521 122 1313 587 600 2424 755 v/s Ratio Prot 0.02 c0.21 0.17 0.04 c0.44 c0.14 0.17 v/s Ratio Perm 0.03 0.00 c0.08 0.07 0.16 0.01 v/c Ratio 0.48 0.31 0.03 0.91 0.73 0.21 0.59 1.17 0.44 0.81 0.36 0.02 Uniform Delay, d1 50.5 50.0 49.1 42.1 33.1 27.0 50.4 35.1 26.4 44.3 18.5 15.4 Progression Factor 1.00 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 1.9 0.5 0.0 24.2 5.2 0.1 5.0 86.2 0.7 7.7 0.1 0.0 Delay (s) 52.5 50.5 49.2 66.3 38.3 27.1 55.4 121.3 27.1 52.0 18.6 15.4 Level of Service D D D E D C E F C D B B Approach Delay (s) 50.5 44.0 100.8 30.1 Approach LOS D D F C HCM Average Control Delay 64.8 HCM Level of Service E HCM Volume to Capacity ratio 0.97 Actuated Cycle Length (s) I t ti C it Utili ti 111.6 Sum of lost time (s) 14.0 83 9% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 2: Amador Valley Boulevard & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ ~ ~ ~ "~ Volume (vph) 30 676 139 114 797 4 108 9 83 8 5 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 1.00 1.00 0.85 1.00 0.88 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 3449 ~ 1770 3537 1770 1863 1583 1770 1642 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.74 1.00 1.00 0.75 1.00 Satd. Flow (perm) 1770 3449 1770 3537 1381 1863 1583 1399 1642 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 32 727 149 123 857 4 116 10 89 9 5 19 RTOR Reduction (vph) 0 14 0 0 0 0 0 0 75 0 16 0 Lane Group Flow (vph) 32 862 0 123 861 0 116 10 14 9 8 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 2.4 29.6 I 7.6 34.8 ' 9.9 9.9 9.9 9.9 9.9 ] Effective Green, g (s) 2.4 29.6 7.6 34.8 9.9 9.9 9.9 9.9 9.9 Actuated g/C Ratio 0.04 0.48 j 0.12 0.57 0.16 0.16 0.16 0.16 0.16 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 70 1671 220 2015 224 302 256 227 266 v/s Ratio Prot 0.02 c0.25 c0.07 0.24 0.01 0.00 v/s Ratio Perm c0.08 0.01 0.01 v/c Ratio 0.46 0.52 0.56 0.43 0.52 0.03 0.06 0.04 0.03 Uniform Delay, d1 28.7 10.8 25.2 7.5 23.4 21.6 21.6 21.6 21.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.7 0.4 1.7 0.2 0.8 0.0 0.0 0.0 0.0 Delay (s) 30.4 11.2 ~ 26.9 7.7 24.3 21.6 21.7 21.6 21.6 ~ Level of Service C B C A C C C C C Approach Delay (s) 11.9 10.1 23.1 21.6 Approach LOS B B C C HCM Average Control Delay 12.3 HCM Level of Service B HCM Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 61.1 Sum of lost time (s) 14.0 Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 3: Amador Valley Boulevard & Starward Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~"~ ~' Volume (vph) 55 611 10 0 694 59 2 0 2 63 0 83 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt ~ 1.00 1.00 ~ 0.99 ~ 0.93 ~ 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.98 0.95 1.00 Satd. Flow (prot) ~ 1770 3531 ~ 3498 ~ 1695 ~ 1770 1583 Flt Permitted 0.95 1.00 1.00 0.92 0.76 1.00 Satd. Flow (perm) 1770 3531 3498 1606 1407 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 62 694 11 0 789 67 2 0 2 72 0 94 RTOR Reduction (vph) 0 1 0 0 5 0 0 2 0 0 0 73 Lane Group Flow (vph) 62 704 0 0 851 0 0 2 0 0 72 21 Turn Type Prot Perm Perm Perm Protected Phases 5 1 2 ~ 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s) 5.9 46.2 = 35.8 ~ 16.2 ~ 16.2 16.2 Effective Green, g (s) 5.9 46.2 35.8 16.2 16.2 16.2 Actuated g/C Ratio 0.08 0.64 = 0.50 ~ 0.23 ~ 0.23 0.23 Clearance Time (s) 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 145 2269 1742 362 317 357 v/s Ratio Prot c0.04 c0.20 c0.24 v/s Ratio Perm 0.00 c0.05 0.01 v/c Ratio 0.43 0.31 0.49 0.01 0.23 0.06 Uniform Delay, d1 31.4 5.7 12.0 21.6 22.7 21.9 Progression Factor 1.00 1.00 0.37 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.0 0.3 0.0 0.1 0.0 Delay (s) 32.1 5.8 ~ 4.7 ~ 21.6 ~ 22.9 21.9 Level of Service C A A C C C Approach Delay (s) 7.9 4.7 21.6 22.3 Approach LOS A A C C HCM Average Control Delay 7.8 HCM Level of Service A HCM Volume to Capacity ratio 0.38 Actuated Cycle Length (s) 71.9 Sum of lost time (s) 9.0 Intersection Capacity Utilization 42.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 4: Amador Valley Boulevard & Donohue Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ "~ Volume (vph) 46 622 32 11 667 135 8 3 2 158 7 63 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.97 1.00 0.94 ~ 0.96 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.97 Satd. Flow (prot) ~ 1770 3513 ~ 1770 3450 1770 1751 ~ 1733 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.65 1.00 0.79 Satd. Flow (perm) 1770 3513 1770 3450 1214 1751 1418 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 52 699 36 12 749 152 9 3 2 178 8 71 RTOR Reduction (vph) 0 4 0 0 14 0 0 2 0 0 15 0 Lane Group Flow (vph) 52 731 0 12 887 0 9 3 0 0 242 0 Turn Type Prot Prot Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 4 Actuated Green, G (s) 5.9 29.1 I 12.6 35.8 16.2 16.2 ~ 16.2 ] Effective Green, g (s) 5.9 29.1 12.6 35.8 16.2 16.2 16.2 Actuated g/C Ratio 0.08 0.40 j 0.18 0.50 0.23 0.23 ~ 0.23 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 145 1422 310 1718 274 395 319 v/s Ratio Prot c0.03 0.21 0.01 c0.26 0.00 v/s Ratio Perm 0.01 c0.17 v/c Ratio 0.36 0.51 0.04 0.52 0.03 0.01 0.76 Uniform Delay, d1 31.2 16.1 24.6 12.2 21.7 21.6 26.0 Progression Factor 1.35 0.79 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.4 0.0 0.4 0.0 0.0 8.8 Delay (s) 42.5 13.1 ~ 24.6 12.6 21.8 21.6 ~ 34.8 ~ Level of Service D B C B C C C Approach Delay (s) 15.1 12.7 21.7 34.8 Approach LOS B B C C HCM Average Control Delay 16.6 HCM Level of Service B HCM Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 71.9 Sum of lost time (s) 14.0 Intersection Capacity Utilization 57.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 5: Amador Valley Boulevard &Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~ ~ ~"~ ~' Volume (vph) 2 662 124 316 878 0 76 0 184 0 4 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 1.00 ~ 1.00 0.85 0.93 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 3456 ~ 1770 3539 ~ 1770 1583 1726 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.75 1.00 1.00 Satd. Flow (perm) 1770 3456 1770 3539 1398 1583 1726 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 2 770 144 367 1021 0 88 0 214 0 5 6 RTOR Reduction (vph) 0 16 0 0 0 0 0 0 188 0 5 0 Lane Group Flow (vph) 2 898 0 367 1021 0 0 88 26 0 6 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 0.8 30.4 I 18.7 48.3 ~ 8.9 8.9 8.9 ] Effective Green, g (s) 0.8 30.4 18.7 48.3 8.9 8.9 8.9 Actuated g/C Ratio 0.01 0.42 j 0.26 0.67 ~ 0.12 0.12 0.12 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 20 1459 460 2374 173 196 213 v/s Ratio Prot 0.00 c0.26 c0.21 0.29 0.00 v/s Ratio Perm c0.06 0.02 v/c Ratio 0.10 0.62 0.80 0.43 0.51 0.13 0.03 Uniform Delay, d1 35.2 16.2 24.9 5.5 29.5 28.1 27.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.9 8.7 0.2 0.9 0.1 0.0 Delay (s) 36.0 17.1 ~ 33.6 5.7 ~ 30.4 28.2 27.8 ~ Level of Service D B C A C C C Approach Delay (s) 17.2 13.0 28.9 27.8 Approach LOS B B C C HCM Average Control Delay 16.4 HCM Level of Service B HCM Volume to Capacity ratio 0.66 Actuated Cycle Length (s) I t ti C it Utili ti 72.0 Sum of lost time (s) 14.0 62 3% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 6: Amador Valley Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~'~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 282 435 32 327 691 25 136 356 47 144 630 354 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 1.00 1.00 0.95 1.00 0.91 0.91 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1610 3373 1583 1770 3539 1583 1610 3327 1770 3539 1583 Flt Permitted 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3373 1583 1770 3539 1583 1610 3327 1770 3539 1583 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 328 506 37 380 803 29 158 414 55 167 733 412 RTOR Reduction (vph) 0 0 12 0 0 8 0 6 0 0 0 84 Lane Group Flow (vph) 269 565 25 380 803 21 142 479 0 167 733 328 Turn Type Split Perm Split Perm Split Split Perm Protected Phases 4 4 8 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 34.6 34.6 34.6 40.3 40.3 40.3 30.9 30.9 39.1 39.1 39.1 Effective Green, g (s) 34.6 34.6 34.6 40.3 40.3 40.3 30.9 30.9 39.1 39.1 39.1 Actuated g/C Ratio 0.21 0.21 0.21 0.24 0.24 0.24 0.19 0.19 0.24 0.24 0.24 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 338 708 332 433 865 387 302 623 420 839 375 v/s Ratio Prot 0.17 c0.17 0.21 c0.23 0.09 c0.14 0.09 0.21 v/s Ratio Perm 0.02 0.01 c0.21 v/c Ratio 0.80 0.80 0.08 0.88 0.93 0.05 0.47 0.77 0.40 0.87 0.87 Uniform Delay, d1 61.8 61.8 52.3 59.9 60.9 47.7 59.7 63.6 53.0 60.5 60.5 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 12.9 6.6 0.1 18.3 16.0 0.1 1.6 6.0 0.8 10.3 20.2 Delay (s) 74.7 68.4 52.4 78.2 76.9 47.8 61.3 69.7 53.8 70.8 80.8 Level of Service E E D E E D E E D E F Approach Delay (s) 69.7 76.6 67.8 71.8 Approach LOS E E E E HCM Average Control Delay 72.2 HCM Level of Service E HCM Volume to Capacity ratio 0.85 Actuated Cycle Length (s) I t ti C it Utili ti 164.9 Sum of lost time (s) 20.0 76 9% ICU L l f S i D n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 6 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 7: Dublin Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ '~~ ~~~ ~~ ~~ ~~~ Volume (vph) 190 340 728 617 239 429 581 1526 1103 237 999 207 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.97 0.91 0.88 0.97 0.91 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) ~ 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 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) 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 207 370 791 671 260 466 632 1659 1199 258 1086 225 RTOR Reduction (vph) 0 0 366 0 0 120 0 0 115 0 0 161 Lane Group Flow (vph) 207 370 425 671 260 346 632 1659 1084 258 1086 64 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 8.0 31.0 31.0 15.0 38.0 38.0 20.0 45.0 60.0 9.0 34.0 34.0 Effective Green, g (s) 8.0 31.0 31.0 15.0 38.0 38.0 20.0 45.0 60.0 9.0 34.0 34.0 Actuated g/C Ratio 0.07 0.26 0.26 0.12 0.32 0.32 0.17 0.38 0.50 0.08 0.28 0.28 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 229 914 720 624 590 501 572 1907 1510 257 1441 449 v/s Ratio Prot 0.06 0.10 c0.13 0.14 c0.18 c0.33 0.09 0.08 0.21 v/s Ratio Perm 0.15 c0.22 0.30 0.04 v/c Ratio 0.90 0.40 0.59 1.08 0.44 0.69 1.10 0.87 0.72 1.00 0.75 0.14 Uniform Delay, d1 55.6 36.9 38.9 52.5 32.6 35.9 50.0 34.8 23.4 55.5 39.2 32.1 Progression Factor 1.00 1.00 1.00 1.01 1.02 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 34.5 1.3 3.5 56.6 2.2 7.0 69.7 4.7 1.7 57.1 2.4 0.2 Delay (s) 90.2 38.2 42.5 109.8 35.4 45.4 119.7 39.5 25.1 112.6 41.6 32.3 Level of Service F D D F D D F D C F D C Approach Delay (s) 48.5 74.5 49.0 52.0 Approach LOS D E D D HCM Average Control Delay 54.1 HCM Level of Service D HCM Volume to Capacity ratio 0.85 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 10.0 76 3% ICU L l f S i D n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 8: Dublin Boulevard & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 154 1340 175 63 617 109 256 34 44 157 27 156 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4997 ~ 1770 6263 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4997 1770 6263 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 160 1396 182 66 643 114 267 35 46 164 28 162 RTOR Reduction (vph) 0 9 0 0 19 0 0 0 43 0 0 149 Lane Group Flow (vph) 160 1569 0 66 738 0 267 35 3 164 28 13 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 12.2 73.5 i 7.0 68.3 11.5 9.0 9.0 12.0 9.5 9.5 Effective Green, g (s) 12.2 73.5 7.0 68.3 11.5 9.0 9.0 12.0 9.5 9.5 Actuated g/C Ratio 0.10 0.61 j 0.06 0.57 0.10 0.08 0.08 0.10 0.08 0.08 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 180 3061 103 3565 170 140 119 177 147 125 v/s Ratio Prot c0.09 c0.31 0.04 0.12 c0.15 c0.02 0.09 0.02 v/s Ratio Perm 0.00 0.01 v/c Ratio 0.89 0.51 0.64 0.21 1.57 0.25 0.03 0.93 0.19 0.10 Uniform Delay, d1 53.2 13.1 55.3 12.6 54.2 52.3 51.4 53.6 51.7 51.3 Progression Factor 1.04 0.89 0.87 0.93 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 27.8 0.4 9.7 0.1 283.2 1.1 0.1 45.9 0.7 0.4 Delay (s) 82.9 12.1 ~ 57.9 11.9 337.4 53.4 51.6 99.5 52.4 51.7 Level of Service F B E B F D D F D D Approach Delay (s) 18.6 15.6 271.1 73.9 Approach LOS B B F E HCM Average Control Delay 50.8 HCM Level of Service D HCM Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 8 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 9: Dublin Boulevard & Golden Gate Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 77 1017 397 164 678 37 94 2 109 19 7 35 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.96 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.88 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4871 ~ 1770 5046 1770 1863 1583 1770 1630 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.73 1.00 1.00 0.76 1.00 Satd. Flow (perm) 1770 4871 1770 5046 1359 1863 1583 1409 1630 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 78 1027 401 166 685 37 95 2 110 19 7 35 RTOR Reduction (vph) 0 42 0 0 3 0 0 0 98 0 31 0 Lane Group Flow (vph) 78 1386 0 166 719 0 95 2 12 19 11 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 7.3 83.7 I 9.5 85.9 12.8 12.8 12.8 12.8 12.8 ] Effective Green, g (s) 7.3 83.7 9.5 85.9 12.8 12.8 12.8 12.8 12.8 Actuated g/C Ratio 0.06 0.70 j 0.08 0.72 0.11 0.11 0.11 0.11 0.11 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 108 3398 140 3612 145 199 169 150 174 v/s Ratio Prot 0.04 c0.28 c0.09 0.14 0.00 0.01 v/s Ratio Perm c0.07 0.01 0.01 v/c Ratio 0.72 0.41 1.19 0.20 0.66 0.01 0.07 0.13 0.06 Uniform Delay, d1 55.4 7.7 55.2 5.6 51.5 47.9 48.2 48.5 48.2 Progression Factor 1.29 0.30 1.23 0.63 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 15.8 0.3 130.1 0.1 7.9 0.0 0.1 0.1 0.1 Delay (s) 87.1 2.6 ~ 198.2 3.7 59.3 47.9 48.3 48.7 48.3 ~ Level of Service F A F A E D D D D Approach Delay (s) 7.0 40.0 53.4 48.4 Approach LOS A D D D HCM Average Control Delay 22.6 HCM Level of Service C HCM Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 61.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 9 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 10: Dublin Boulevard & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~~ ~ ~ ~ ~ ~~ "~ Volume (vph) 146 769 265 305 698 130 142 117 357 129 286 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 Frt ~ 1.00 0.96 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 ~ 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) ~ 1770 4890 ~ 1770 5085 1583 1770 1863 1583 3433 1801 ~ 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) 1770 4890 1770 5085 1583 1770 1863 1583 3433 1801 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 152 801 276 318 727 135 148 122 372 134 298 85 RTOR Reduction (vph) 0 49 0 0 0 78 0 0 281 0 8 0 Lane Group Flow (vph) 152 1028 0 318 727 57 148 122 91 134 375 0 Turn Type Prot Prot Perm Prot Perm Prot Protected Phases 5 2 ~ 1 6 3 8 7 4 ~ Permitted Phases 6 8 Actuated Green, G (s) 13.4 40.0 I 23.8 50.4 50.4 9.5 29.2 29.2 8.5 28.2 ] Effective Green, g (s) 13.4 40.0 23.8 50.4 50.4 9.5 29.2 29.2 8.5 28.2 Actuated g/C Ratio 0.11 0.33 j 0.20 0.42 0.42 0.08 0.24 0.24 0.07 0.23 ] Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 3.0 3.0 2.0 3.0 Lane Grp Cap (vph) 198 1630 351 2136 665 140 453 385 243 423 v/s Ratio Prot 0.09 c0.21 c0.18 0.14 c0.08 0.07 0.04 c0.21 v/s Ratio Perm 0.04 0.06 v/c Ratio 0.77 0.63 0.91 0.34 0.09 1.06 0.27 0.24 0.55 0.89 Uniform Delay, d1 51.8 33.8 47.0 23.6 20.9 55.2 36.8 36.4 53.9 44.3 Progression Factor 0.86 1.23 0.80 0.74 1.54 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.0 1.8 24.2 0.4 0.2 92.1 0.3 0.3 1.5 19.3 Delay (s) 58.8 43.2 ~ 61.7 17.9 32.4 147.4 37.1 36.8 55.4 63.7 ~ Level of Service E D E B C F D D E E Approach Delay (s) 45.1 31.4 62.3 61.5 Approach LOS D C E E HCM Average Control Delay 46.1 HCM Level of Service D HCM Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 81.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 10 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 11: Dublin Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~"~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 222 828 207 157 796 381 14 8 4 532 208 274 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3433 ~ 1770 5085 1583 1770 3539 1583 3433 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3433 1770 5085 1583 1770 3539 1583 3433 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 252 941 235 178 905 433 16 9 5 605 236 311 RTOR Reduction (vph) 0 12 0 0 0 190 0 0 5 0 0 236 Lane Group Flow (vph) 252 1164 0 178 905 243 16 9 0 605 236 75 Turn Type Prot Prot Perm Prot Perm Prot c ustom Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 6 8 7 Actuated Green, G (s) 9.5 66.4 I 10.5 67.4 67.4 2.7 5.3 5.3 18.8 21.4 18.8 Effective Green, g (s) 9.5 66.4 10.5 67.4 67.4 2.7 5.3 5.3 18.8 21.4 18.8 Actuated g/C Ratio 0.08 0.55 j 0.09 0.56 0.56 0.02 0.04 0.04 0.16 0.18 0.16 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 272 1900 155 2856 889 40 156 70 538 332 248 v/s Ratio Prot 0.07 c0.34 c0.10 0.18 0.01 0.00 c0.18 c0.13 v/s Ratio Perm 0.15 0.00 0.05 v/c Ratio 0.93 0.61 1.15 0.32 0.27 0.40 0.06 0.00 1.12 0.71 0.30 Uniform Delay, d1 54.9 18.1 54.8 14.0 13.6 57.9 55.0 54.8 50.6 46.4 44.8 Progression Factor 0.84 1.41 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 31.1 1.3 117.7 0.3 0.8 2.4 0.2 0.0 77.8 5.9 0.3 Delay (s) 77.4 26.9 ~ 172.5 14.3 14.4 60.2 55.2 54.8 128.4 52.3 45.0 Level of Service E C F B B E E D F D D Approach Delay (s) 35.8 32.9 57.8 90.3 Approach LOS D C E F HCM Average Control Delay 50.1 HCM Level of Service D HCM Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 11 HCM Unsignalized Intersection Capacity Analysis Cumulative + Base FAR Project 12: St. Patrick Way & Golden Gate Drive AM Peak Hour ~ ~ } I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ Sign Control Stop Stop Stop Stop Volume (vph) 46 63 1 66 26 30 0 113 21 46 374 16 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Hourly flow rate (vph) 60 82 1 86 34 39 0 147 27 60 486 21 Volume Total (vph) 143 Volume Left (vph) 60 Volume Right (vph) 1 Hadj (s) 0.11 Departure Headway (s) 6.5 Degree Utilization, x 0.26 Capacity (veh/h) 506 Control Delay (s) 11.8 Approach Delay (s) 11.8 Approach LOS B HCM Level of Service Intersection Capacity Utilization Analysis Period (min) 86 73 174 566 86 0 0 60 0 39 27 21 0.53 -0.34 -0.06 0.03 7.4 6.5 5.7 5.2 0.18 0.13 0.28 0.82 450 510 567 566 10.7 9.2 10.9 27.4 10.1 10.9 27.4 B B D 19.9 C 53.0% ICU Level of Service A 15 Baseline Synchro 7 - Report Page 12 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 13: St. Patrick Way & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 40 106 28 57 146 499 15 102 12 591 205 30 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.85 1.00 0.98 1.00 0.98 ~ Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1804 ~ 1837 1583 1770 1834 1770 1827 ~ Flt Permitted 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1804 1837 1583 1770 1834 1770 1827 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 42 110 29 59 152 520 16 106 12 616 214 31 RTOR Reduction (vph) 0 9 0 0 0 416 0 4 0 0 4 0 Lane Group Flow (vph) 42 130 0 0 211 104 16 114 0 616 241 0 Turn Type Split Split Perm Split Split Protected Phases 4 4 ~ 8 8 2 2 6 6 ~ Permitted Phases 8 Actuated Green, G (s) 11.2 11.2 ~ 15.7 15.7 8.6 8.6 25.0 25.0 ] Effective Green, g (s) 11.2 11.2 15.7 15.7 8.6 8.6 25.0 25.0 Actuated g/C Ratio 0.14 0.14 = 0.20 0.20 0.11 0.11 0.32 0.32 ] Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 253 257 367 317 194 201 564 582 v/s Ratio Prot 0.02 c0.07 c0.11 0.01 c0.06 c0.35 0.13 v/s Ratio Perm 0.07 v/c Ratio 0.17 0.50 0.57 0.33 0.08 0.56 1.09 0.41 Uniform Delay, d1 29.5 31.1 28.4 26.9 31.4 33.2 26.8 21.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 1.6 2.2 0.6 0.2 3.6 65.5 0.5 Delay (s) 29.9 32.6 ~ 30.6 27.5 31.6 36.8 92.2 21.5 ~ Level of Service C C C C C D F C Approach Delay (s) 32.0 28.4 36.2 72.1 Approach LOS C C D E HCM Average Control Delay 49.0 HCM Level of Service D HCM Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 78.5 Sum of lost time (s) 18.0 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 13 HCM Unsignalized Intersection Capacity Analysis Cumulative + Base FAR Project 14: I-680 Northbound On-Ramp & Village Parkway AM Peak Hour I Movement EBL EBR NBL NBT SBT SBR Lane Configurations ~' "~ Volume (veh/h) 0 0 19 13 57 504 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 20 14 61 536 Pedestrians Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 418 pX, platoon unblocked 0.89 0.89 0.89 vC, conflicting volume 383 329 597 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 244 183 484 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 98 cM capacity (veh/h) 648 765 959 Volume Total 34 597 Volume Left 20 0 Volume Right 0 536 cSH 959 1700 Volume to Capacity 0.02 0.35 Queue Length 95th (ft) 2 0 Control Delay (s) 5.3 0.0 Lane LOS A Approach Delay (s) 5.3 0.0 Approach LOS Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 37.5% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report Page 14 HCM Unsignalized Intersection Capacity Analysis Cumulative + Base FAR Project 15: Saint Patrick Way & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 10 10 10 22 10 41 10 37 22 51 43 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 11 11 24 11 45 11 40 24 55 47 11 Volume Total (vph) 33 79 Volume Left (vph) _ 11 24 Volume Right (vph) 11 45 Hadj (s) -0.10 -0.24 Departure Headway (s) 4.3 4.1 Degree Utilization, x 0.04 0.09 Capacity (veh/h) 793 834 Control Delay (s) 7.5 7.5 Approach Delay (s) 7.5 7.5 Approach LOS A A HCM Level of Service Intersection Capacity Utilization Analysis Period (min) 75 113 11 55 24 11 -0.13 0.07 4.1 4.3 0.09 0.13 834 813 7.5 8.0 7.5 8.0 A A 7.7 ~ A 24.4% ICU Level of Service A Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 1: Amador Valley Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ ~' ~ ~ ~~ ~ ~~ ~~~ Volume (vph) 44 54 36 365 52 507 152 924 818 437 701 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.91 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 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 1863 1583 1681 1706 1583 1770 3539 1583 3433 5085 1583 Flt Permitted 0.61 1.00 1.00 0.95 0.48 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 1130 1863 1583 1681 843 1583 1770 3539 1583 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 49 60 40 406 58 563 169 1027 909 486 779 49 RTOR Reduction (vph) 0 0 37 0 0 290 0 0 386 0 0 29 Lane Group Flow (vph) 49 60 3 231 233 273 169 1027 523 486 779 20 Turn Type Perm Perm Prot Perm Prot Perm Prot Perm Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 8.1 8.1 8.1 22.0 34.6 34.6 14.8 40.4 40.4 19.4 45.0 45.0 Effective Green, g (s) 8.1 8.1 8.1 22.0 34.6 34.6 14.8 40.4 40.4 19.4 45.0 45.0 Actuated g/C Ratio 0.07 0.07 0.07 0.20 0.32 0.32 0.14 0.37 0.37 0.18 0.42 0.42 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 84 139 118 341 444 505 242 1319 590 614 2111 657 v/s Ratio Prot 0.03 c0.14 0.11 0.10 0.29 c0.14 0.15 v/s Ratio Perm 0.04 0.00 0.06 c0.17 c0.33 0.01 v/c Ratio 0.58 0.43 0.03 0.68 0.52 0.54 0.70 0.78 0.89 0.79 0.37 0.03 Uniform Delay, d1 48.5 47.9 46.5 39.9 30.2 30.4 44.7 30.0 31.8 42.6 21.9 18.8 Progression Factor 1.00 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 6.5 0.8 0.0 4.2 0.5 0.6 6.9 3.2 15.2 6.5 0.1 0.0 Delay (s) 55.0 48.7 46.5 44.1 30.7 31.0 51.6 33.2 47.0 49.0 22.0 18.8 Level of Service E D D D C C D C D D C B Approach Delay (s) 50.2 33.9 40.6 31.9 Approach LOS D C D C HCM Average Control Delay 36.9 HCM Level of Service D HCM Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 108.4 Sum of lost time (s) 14.0 Intersection Capacity Utilization 78.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 2: Amador Valley Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ ~ ~ ~ "~ Volume (vph) 113 985 196 199 608 26 282 35 164 40 26 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.92 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 3451 ~ 1770 3518 1770 1863 1583 1770 1718 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.72 1.00 1.00 0.73 1.00 Satd. Flow (perm) 1770 3451 1770 3518 1345 1863 1583 1368 1718 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 114 995 198 201 614 26 285 35 166 40 26 28 RTOR Reduction (vph) 0 15 0 0 3 0 0 0 124 0 21 0 Lane Group Flow (vph) 114 1178 0 201 637 0 285 35 42 40 33 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 8.5 35.5 I 14.0 41.0 21.5 21.5 21.5 21.5 21.5 Effective Green, g (s) 8.5 35.5 14.0 41.0 21.5 21.5 21.5 21.5 21.5 Actuated g/C Ratio 0.10 0.42 j 0.16 0.48 0.25 0.25 0.25 0.25 0.25 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 177 1441 292 1697 340 471 400 346 435 v/s Ratio Prot 0.06 c0.34 c0.11 0.18 0.02 0.02 v/s Ratio Perm c0.21 0.03 0.03 v/c Ratio 0.64 0.82 0.69 0.38 0.84 0.07 0.10 0.12 0.08 Uniform Delay, d1 36.8 21.9 33.4 13.9 30.1 24.2 24.4 24.4 24.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.9 3.9 5.3 0.2 15.7 0.0 0.0 0.1 0.0 Delay (s) 42.7 25.8 ~ 38.7 14.1 45.8 24.2 24.4 24.5 24.2 ~ Level of Service D C D B D C C C C Approach Delay (s) 27.3 20.0 36.9 24.3 Approach LOS C B D C HCM Average Control Delay 26.6 HCM Level of Service C HCM Volume to Capacity ratio 0.80 Actuated Cycle Length (s) Intersection Ca acit Utilization 85.0 Sum of lost time (s) 14.0 78 5% ICU Level of Service D p y Analysis Period (min) . 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 3: Amador Valley Boulevard & Starward Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~"~ ~' Volume (vph) 124 1111 18 0 806 99 4 0 2 55 0 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt ~ 1.00 1.00 ~ 0.98 ~ 0.95 ~ 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.97 0.95 1.00 Satd. Flow (prot) ~ 1770 3531 ~ 3481 ~ 1722 ~ 1770 1583 Flt Permitted 0.95 1.00 1.00 0.88 0.75 1.00 Satd. Flow (perm) 1770 3531 3481 1557 1404 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 129 1157 19 0 840 103 4 0 2 57 0 57 RTOR Reduction (vph) 0 1 0 0 7 0 0 2 0 0 0 48 Lane Group Flow (vph) 129 1175 0 0 936 0 0 4 0 0 57 9 Turn Type Prot Perm Perm Perm Protected Phases 5 1 2 ~ 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s) 10.1 53.5 = 38.9 ~ 12.3 ~ 12.3 12.3 Effective Green, g (s) 10.1 53.5 38.9 12.3 12.3 12.3 Actuated g/C Ratio 0.13 0.71 = 0.52 ~ 0.16 ~ 0.16 0.16 Clearance Time (s) 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 237 2509 1798 254 229 259 v/s Ratio Prot 0.07 c0.33 c0.27 v/s Ratio Perm 0.00 c0.04 0.01 v/c Ratio 0.54 0.47 0.52 0.02 0.25 0.04 Uniform Delay, d1 30.5 4.7 12.0 26.4 27.5 26.5 Progression Factor 1.00 1.00 0.40 1.00 1.00 1.00 Incremental Delay, d2 1.4 0.1 0.3 0.0 0.2 0.0 Delay (s) 31.8 4.8 ~ 5.2 ~ 26.4 ~ 27.7 26.5 Level of Service C A A C C C Approach Delay (s) 7.5 5.2 26.4 27.1 Approach LOS A A C C HCM Average Control Delay 7.5 HCM Level of Service A HCM Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 75.3 Sum of lost time (s) 9.0 Intersection Capacity Utilization 48.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 4: Amador Valley Boulevard & Donohue Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ "~ Volume (vph) 99 1004 46 17 796 133 60 17 25 102 8 47 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.98 1.00 0.91 ~ 0.96 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.97 Satd. Flow (prot) ~ 1770 3516 ~ 1770 3463 1770 1698 ~ 1731 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.67 1.00 0.78 Satd. Flow (perm) 1770 3516 1770 3463 1242 1698 1388 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) 104 1057 48 18 838 140 63 18 26 107 8 49 RTOR Reduction (vph) 0 3 0 0 11 0 0 22 0 0 19 0 Lane Group Flow (vph) 104 1102 0 18 967 0 63 22 0 0 145 0 Turn Type Prot Prot Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 4 Actuated Green, G (s) 10.1 30.5 i 18.5 38.9 12.3 12.3 ~ 12.3 Effective Green, g (s) 10.1 30.5 18.5 38.9 12.3 12.3 12.3 Actuated g/C Ratio 0.13 0.41 j 0.25 0.52 0.16 0.16 ~ 0.16 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 237 1424 435 1789 203 277 227 v/s Ratio Prot c0.06 c0.31 0.01 c0.28 0.01 v/s Ratio Perm 0.05 c0.10 v/c Ratio 0.44 0.77 0.04 0.54 0.31 0.08 0.64 Uniform Delay, d1 30.0 19.4 21.6 12.2 27.8 26.7 29.4 Progression Factor 1.24 0.82 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 2.6 0.0 0.4 0.3 0.0 4.3 Delay (s) 37.7 18.4 ~ 21.7 12.6 28.1 26.8 ~ 33.7 ~ Level of Service D B C B C C C Approach Delay (s) 20.1 12.8 27.5 33.7 Approach LOS C B C C HCM Average Control Delay 18.4 HCM Level of Service B HCM Volume to Capacity ratio 0.69 Actuated Cycle Length (s) I t ti C it Utili ti 75.3 Sum of lost time (s) 19.0 59 8% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 5: Amador Valley Boulevard &Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~' Volume (vph) 8 895 201 366 672 2 230 5 447 4 5 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 ~ 1.00 0.85 0.94 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.99 Satd. Flow (prot) ~ 1770 3442 ~ 1770 3538 ~ 1776 1583 1731 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.72 1.00 0.93 Satd. Flow (perm) 1770 3442 1770 3538 1339 1583 1630 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 9 952 214 389 715 2 245 5 476 4 5 7 RTOR Reduction (vph) 0 21 0 0 0 0 0 0 336 0 6 0 Lane Group Flow (vph) 9 1145 0 389 717 0 0 250 140 0 10 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 1.2 37.0 I 20.1 55.9 ~ 18.4 18.4 18.4 ] Effective Green, g (s) 1.2 37.0 20.1 55.9 18.4 18.4 18.4 Actuated g/C Ratio 0.01 0.41 j 0.22 0.62 ~ 0.21 0.21 0.21 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 24 1423 398 2210 275 325 335 v/s Ratio Prot 0.01 c0.33 c0.22 0.20 v/s Ratio Perm c0.19 0.09 0.01 v/c Ratio 0.38 0.80 0.98 0.32 0.91 0.43 0.03 Uniform Delay, d1 43.8 23.1 34.5 7.9 34.7 31.0 28.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.6 3.6 38.6 0.1 30.7 0.3 0.0 Delay (s) 47.3 26.7 ~ 73.1 8.0 ~ 65.4 31.3 28.4 ~ Level of Service D C E A E C C Approach Delay (s) 26.8 30.9 43.1 28.4 Approach LOS C C D C HCM Average Control Delay 32.2 HCM Level of Service C HCM Volume to Capacity ratio 0.88 Actuated Cycle Length (s) I t ti C it Utili ti 89.5 Sum of lost time (s) 14.0 82 8% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 6: Amador Valley Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~'~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 475 796 92 162 447 27 207 541 135 77 549 390 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 1.00 1.00 0.95 1.00 0.91 0.91 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1610 3378 1583 1770 3539 1583 1610 3287 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3378 1583 1770 3539 1583 1610 3287 1770 3539 1583 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 490 821 95 167 461 28 213 558 139 79 566 402 RTOR Reduction (vph) 0 0 19 0 0 15 0 11 0 0 0 109 Lane Group Flow (vph) 426 885 76 167 461 13 192 707 0 79 566 293 Turn Type Split Perm Split Perm Split Split Perm Protected Phases 4 4 8 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 40.3 40.3 40.3 28.9 28.9 28.9 39.3 39.3 36.0 36.0 36.0 Effective Green, g (s) 40.3 40.3 40.3 28.9 28.9 28.9 39.3 39.3 36.0 36.0 36.0 Actuated g/C Ratio 0.24 0.24 0.24 0.18 0.18 0.18 0.24 0.24 0.22 0.22 0.22 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 394 828 388 311 622 278 385 785 387 774 346 v/s Ratio Prot c0.26 0.26 0.09 c0.13 0.12 c0.22 0.04 0.16 v/s Ratio Perm 0.05 0.01 c0.19 v/c Ratio 1.08 1.07 0.20 0.54 0.74 0.05 0.50 0.90 0.20 0.73 0.85 Uniform Delay, d1 62.1 62.1 49.3 61.7 64.3 56.4 54.1 60.7 52.5 59.8 61.6 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 68.8 51.3 0.3 2.3 5.1 0.1 1.4 13.7 0.4 3.8 17.9 Delay (s) 130.9 113.4 49.6 64.0 69.3 56.5 55.5 74.4 52.9 63.6 79.5 Level of Service F F D E E E E E D E E Approach Delay (s) 114.4 67.4 70.4 68.9 Approach LOS F E E E HCM Average Control Delay 84.9 HCM Level of Service F HCM Volume to Capacity ratio 0.91 Actuated Cycle Length (s) I t ti C it Utili ti 164.5 Sum of lost time (s) 20.0 84 9% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 6 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 7: Dublin Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ '~~ ~~~ ~~ ~~ ~~~ Volume (vph) 160 442 458 1382 436 429 803 1315 1581 394 705 156 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.97 0.91 0.88 0.97 0.91 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) ~ 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 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) 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 178 491 509 1536 484 477 892 1461 1757 438 783 173 RTOR Reduction (vph) 0 0 248 0 0 123 0 0 99 0 0 131 Lane Group Flow (vph) 178 491 261 1536 484 354 892 1461 1658 438 783 42 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 8.9 29.9 29.9 23.8 44.8 44.8 17.1 37.3 61.1 9.0 29.2 29.2 Effective Green, g (s) 8.9 29.9 29.9 23.8 44.8 44.8 17.1 37.3 61.1 9.0 29.2 29.2 Actuated g/C Ratio 0.07 0.25 0.25 0.20 0.37 0.37 0.14 0.31 0.51 0.08 0.24 0.24 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 255 882 694 990 696 591 489 1581 1535 257 1237 385 v/s Ratio Prot 0.05 0.14 c0.31 c0.26 c0.26 0.29 c0.21 0.13 0.15 v/s Ratio Perm 0.09 0.22 0.38 0.03 v/c Ratio 0.70 0.56 0.38 1.55 0.70 0.60 1.82 0.92 1.08 1.70 0.63 0.11 Uniform Delay, d1 54.2 39.3 37.3 48.1 31.8 30.3 51.5 40.0 29.4 55.5 40.6 35.3 Progression Factor 1.00 1.00 1.00 1.08 0.61 0.40 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.1 2.5 1.6 250.9 3.1 2.4 378.8 9.6 47.9 333.1 1.2 0.2 Delay (s) 62.3 41.8 38.9 302.7 22.6 14.5 430.3 49.6 77.4 388.6 41.8 35.5 Level of Service E D D F C B F D E F D D Approach Delay (s) 43.6 193.3 144.1 150.0 Approach LOS D F F F HCM Average Control Delay 145.5 HCM Level of Service F HCM Volume to Capacity ratio 1.16 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 93.1% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 8: Dublin Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 324 1690 336 124 1598 230 374 73 99 289 78 308 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4959 ~ 1770 6287 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4959 1770 6287 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 348 1817 361 133 1718 247 402 78 106 311 84 331 RTOR Reduction (vph) 0 19 0 0 17 0 0 0 90 0 0 212 Lane Group Flow (vph) 348 2159 0 133 1948 0 402 78 16 311 84 119 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 17.5 58.2 i 11.5 52.2 16.5 18.3 18.3 13.5 15.3 15.3 Effective Green, g (s) 17.5 58.2 11.5 52.2 16.5 18.3 18.3 13.5 15.3 15.3 Actuated g/C Ratio 0.15 0.49 j 0.10 0.44 0.14 0.15 0.15 0.11 0.13 0.13 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 258 2405 170 2735 243 284 241 199 238 202 v/s Ratio Prot c0.20 c0.44 0.08 0.31 c0.23 c0.04 0.18 0.05 v/s Ratio Perm 0.01 c0.08 v/c Ratio 1.35 0.90 0.78 0.71 1.65 0.27 0.07 1.56 0.35 0.59 Uniform Delay, d1 51.2 28.2 53.0 27.8 51.8 45.0 43.5 53.2 47.8 49.4 Progression Factor 1.03 1.00 0.89 1.18 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 159.4 0.6 12.4 1.0 312.1 0.6 0.1 276.3 1.1 4.6 Delay (s) 211.9 28.7 ~ 59.8 33.6 363.9 45.6 43.7 329.5 48.9 54.0 Level of Service F C E C F D D F D D Approach Delay (s) 53.9 35.3 263.6 171.5 Approach LOS D D F F HCM Average Control Delay 82.4 HCM Level of Service F HCM Volume to Capacity ratio 1.05 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 86.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 8 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 9: Dublin Boulevard & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 207 1677 227 120 1443 104 373 16 315 153 5 133 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.86 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4994 ~ 1770 5034 1770 1863 1583 1770 1593 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.57 1.00 1.00 0.75 1.00 Satd. Flow (perm) 1770 4994 1770 5034 1065 1863 1583 1390 1593 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 223 1803 244 129 1552 112 401 17 339 165 5 143 RTOR Reduction (vph) 0 14 0 0 7 0 0 0 115 0 110 0 Lane Group Flow (vph) 223 2033 0 129 1657 0 401 17 224 165 38 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 11.5 69.0 I 9.5 67.0 27.5 27.5 27.5 27.5 27.5 Effective Green, g (s) 11.5 69.0 9.5 67.0 27.5 27.5 27.5 27.5 27.5 Actuated g/C Ratio 0.10 0.58 j 0.08 0.56 0.23 0.23 0.23 0.23 0.23 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 170 2872 140 2811 244 427 363 319 365 v/s Ratio Prot c0.13 c0.41 0.07 0.33 0.01 0.02 v/s Ratio Perm c0.38 0.14 0.12 v/c Ratio 1.31 0.71 0.92 0.59 1.64 0.04 0.62 0.52 0.10 Uniform Delay, d1 54.2 18.3 54.9 17.4 46.2 36.0 41.5 40.4 36.5 Progression Factor 0.81 1.14 0.83 0.93 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 154.0 0.5 23.3 0.3 307.3 0.0 2.2 0.6 0.0 Delay (s) 198.1 21.3 ~ 68.8 16.6 353.6 36.0 43.7 41.0 36.6 ~ Level of Service F C E B F D D D D Approach Delay (s) 38.6 20.3 207.7 38.9 Approach LOS D C F D HCM Average Control Delay 57.2 HCM Level of Service E HCM Volume to Capacity ratio 0.98 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 9.0 Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 9 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 10: Dublin Boulevard & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~~ ~ ~ ~ ~ ~~ "~ Volume (vph) 288 1521 360 469 1191 207 359 337 504 279 269 168 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.94 ~ 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) ~ 1770 4939 ~ 1770 5085 1583 1770 1863 1583 3433 1755 ~ 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) 1770 4939 1770 5085 1583 1770 1863 1583 3433 1755 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 294 1552 367 479 1215 211 366 344 514 285 274 171 RTOR Reduction (vph) 0 33 0 0 0 141 0 0 305 0 19 0 Lane Group Flow (vph) 294 1886 0 479 1215 70 366 344 209 285 427 0 Turn Type Prot Prot Perm Prot Perm Prot Protected Phases 5 2 ~ 1 6 3 8 7 4 ~ Permitted Phases 6 8 Actuated Green, G (s) 20.5 31.0 I 29.5 40.0 40.0 13.5 28.3 28.3 12.7 27.5 Effective Green, g (s) 20.5 31.0 29.5 40.0 40.0 13.5 28.3 28.3 12.7 27.5 Actuated g/C Ratio 0.17 0.26 j 0.25 0.33 0.33 0.11 0.24 0.24 0.11 0.23 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 3.0 3.0 2.0 3.0 Lane Grp Cap (vph) 302 1276 435 1695 528 199 439 373 363 402 v/s Ratio Prot 0.17 c0.38 c0.27 0.24 c0.21 0.18 0.08 c0.24 v/s Ratio Perm 0.04 0.13 v/c Ratio 0.97 1.48 1.10 0.72 0.13 1.84 0.78 0.56 0.79 1.06 Uniform Delay, d1 49.5 44.5 45.2 35.0 27.9 53.2 43.0 40.4 52.3 46.2 Progression Factor 1.14 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 36.2 218.3 73.4 2.6 0.5 396.5 8.9 1.9 9.9 61.9 Delay (s) 92.9 258.0 ~ 118.7 37.7 28.4 449.8 51.9 42.3 62.2 108.2 ~ Level of Service F F F D C F D D E F Approach Delay (s) 236.0 57.0 166.8 90.2 Approach LOS F E F F HCM Average Control Delay 148.4 HCM Level of Service F HCM Volume to Capacity ratio 1.30 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 123.1% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 10 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 11: Dublin Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~"~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 503 1402 398 251 1466 447 66 28 8 519 83 316 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3422 ~ 1770 5085 1583 1770 3539 1583 3433 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3422 1770 5085 1583 1770 3539 1583 3433 1863 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) 529 1476 419 264 1543 471 69 29 8 546 87 333 RTOR Reduction (vph) 0 15 0 0 0 224 0 0 8 0 0 278 Lane Group Flow (vph) 529 1880 0 264 1543 247 69 29 0 546 87 55 Turn Type Prot Prot Perm Prot Perm Prot custom Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 6 8 7 Actuated Green, G (s) 16.5 63.2 I 21.4 68.1 68.1 7.6 4.9 4.9 21.5 18.8 21.5 Effective Green, g (s) 16.5 63.2 21.4 68.1 68.1 7.6 4.9 4.9 21.5 18.8 21.5 Actuated g/C Ratio 0.13 0.49 j 0.16 0.52 0.52 0.06 0.04 0.04 0.17 0.14 0.17 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 436 1664 291 2664 829 103 133 60 568 269 262 v/s Ratio Prot c0.15 c0.55 c0.15 0.30 0.04 0.01 c0.16 c0.05 v/s Ratio Perm 0.16 0.00 0.03 v/c Ratio 1.21 1.13 0.91 0.58 0.30 0.67 0.22 0.01 0.96 0.32 0.21 Uniform Delay, d1 56.8 33.4 53.3 21.2 17.5 60.0 60.7 60.2 53.8 49.9 46.9 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 115.5 66.6 29.2 0.9 0.9 12.1 1.1 0.0 28.0 0.3 0.1 Delay (s) 172.3 100.0 ~ 82.5 22.1 18.4 72.0 61.8 60.2 81.8 50.1 47.1 Level of Service F F F C B E E E F D D Approach Delay (s) 115.7 28.3 68.4 67.0 Approach LOS F C E E HCM Average Control Delay 72.2 HCM Level of Service E HCM Volume to Capacity ratio 1.01 Actuated Cycle Length (s) I t ti C it Utili ti 130.0 Sum of lost time (s) 14.0 98 9% ICU L l f S i F n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 11 HCM Unsignalized Intersection Capacity Analysis Cumulative + Base FAR Project 12: St. Patrick Way & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ Sign Control Stop Stop Stop Stop Volume (vph) 52 54 2 20 75 52 2 400 83 56 147 59 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Hourly flow rate (vph) 62 64 2 24 89 62 2 476 99 67 175 70 Volume Total (vph) 129 24 151 577 Volume Left (vph) 62 24 0 2 Volume Right (vph) 2 0 62 99 Hadj (s) 0.12 0.53 -0.25 -0.07 Departure Headway (s) 7.2 7.9 7.1 5.5 Degree Utilization, x 0.26 0.05 0.30 0.88 Capacity (veh/h) 466 428 478 647 Control Delay (s) 12.6 10.1 11.8 35.3 Approach Delay (s) 12.6 11.6 35.3 Approach LOS B B E Delay ~ 24.0 HCM Level of Service _ C Intersection Capacity Utilization 66.9% Analysis Period (min) 15 312 67 70 -0.06 5.9 564 15.0 ICU Level of Service C 5:00 pm Baseline Synchro 7 - Report Page 12 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project 13: St. Patrick Way & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 78 159 24 55 142 626 22 340 60 696 237 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.85 1.00 0.98 1.00 0.97 ~ Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1827 ~ 1837 1583 1770 1821 1770 1800 ~ Flt Permitted 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1827 1837 1583 1770 1821 1770 1800 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 86 175 26 60 156 688 24 374 66 765 260 76 RTOR Reduction (vph) 0 5 0 0 0 495 0 5 0 0 9 0 Lane Group Flow (vph) 86 196 0 0 216 193 24 435 0 765 327 0 Turn Type Split Split Perm Split Split Protected Phases 4 4 ~ 8 8 2 2 6 6 ~ Permitted Phases 8 Actuated Green, G (s) 15.6 15.6 ~ 18.9 18.9 22.2 22.2 22.2 22.2 Effective Green, g (s) 15.6 15.6 18.9 18.9 22.2 22.2 22.2 22.2 Actuated g/C Ratio 0.16 0.16 = 0.20 0.20 0.23 0.23 0.23 0.23 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 285 294 358 309 406 417 406 412 v/s Ratio Prot 0.05 c0.11 0.12 0.01 c0.24 c0.43 0.18 v/s Ratio Perm c0.12 v/c Ratio 0.30 0.67 0.60 0.62 0.06 1.04 1.88 0.79 Uniform Delay, d1 35.8 38.2 35.6 35.7 29.2 37.4 37.4 35.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 5.6 2.9 3.9 0.1 55.5 407.1 10.1 Delay (s) 36.4 43.8 ~ 38.4 39.6 29.2 92.8 444.5 45.3 ~ Level of Service D D D D C F F D Approach Delay (s) 41.6 39.4 89.5 322.7 Approach LOS D D F F HCM Average Control Delay 161.2 HCM Level of Service F HCM Volume to Capacity ratio 1.11 Actuated Cycle Length (s) 96.9 Sum of lost time (s) 18.0 Intersection Capacity Utilization 95.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 13 HCM Unsignalized Intersection Capacity Analysis Cumulative + Base FAR Project 14: I-680 Northbound On-Ramp & Village Parkway PM Peak Hour I Movement EBL EBR NBL NBT SBT SBR Lane Configurations ~' "~ Volume (veh/h) 0 0 32 51 25 692 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 34 54 27 736 Pedestrians Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 418 pX, platoon unblocked 0.97 0.97 0.97 vC, conflicting volume 517 395 763 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 487 361 740 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 96 cM capacity (veh/h) 502 663 841 Volume Total 88 763 Volume Left 34 0 Volume Right 0 736 cSH 841 1700 Volume to Capacity 0.04 0.45 Queue Length 95th (ft) 3 0 Control Delay (s) 3.9 0.0 Lane LOS A Approach Delay (s) 3.9 0.0 Approach LOS Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 47.5% ICU Level of Service A Analysis Period (min) 15 5:00 pm Baseline Synchro 7 - Report Page 14 HCM Unsignalized Intersection Capacity Analysis Cumulative + Base FAR Project 15: Saint Patrick Way & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 10 10 10 34 10 64 10 78 46 103 72 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 11 11 37 11 70 11 85 50 112 78 11 Volume Total (vph) 33 117 Volume Left (vph) _ 11 37 Volume Right (vph) 11 70 Hadj (s) -0.10 -0.26 Departure Headway (s) 4.8 4.5 Degree Utilization, x 0.04 0.15 Capacity (veh/h) 688 740 Control Delay (s) 8.0 8.2 Approach Delay (s) 8.0 8.2 Approach LOS A A HCM Level of Service Intersection Capacity Utilization Analysis Period (min) 146 201 11 112 50 11 -0.16 0.11 4.3 4.5 0.18 0.25 791 758 8.3 9.1 8.3 9.1 A A 8.6 ~ A 35.7% ICU Level of Service A Baseline Synchro 7 - Report Page 1 Cumulative Plus Project (Base FAR) Mitigated AM and PM Peak Hour Synch ro Worksheets I-'F.HR ~ PFER TRANSP[7 RTATi{7N C9NSIILTANiS HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project (Mitigated) 1: Amador Valley Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ ~' ~ ~ ~~ ~ ~~ ~~~ Volume (vph) 28 31 44 556 41 294 63 1340 333 423 769 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 4.5 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.91 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 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 1863 1583 1681 1696 1583 1770 3539 1583 3433 5085 1583 Flt Permitted 0.55 1.00 1.00 0.95 0.47 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 1018 1863 1583 1681 823 1583 1770 3539 1583 3433 5085 1583 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 32 36 51 639 47 338 72 1540 383 486 884 33 RTOR Reduction (vph) 0 0 48 0 0 243 0 0 108 0 0 15 Lane Group Flow (vph) 32 36 3 345 341 95 72 1540 275 486 884 18 Turn Type Perm Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 4 3 8 5 2 3 1 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 7.9 7.9 7.9 25.0 37.4 37.4 8.7 59.8 84.8 22.3 73.4 73.4 Effective Green, g (s) 7.9 7.9 7.9 25.0 37.4 37.4 8.7 59.8 84.8 22.3 73.4 73.4 Actuated g/C Ratio 0.06 0.06 0.06 0.19 0.28 0.28 0.07 0.45 0.64 0.17 0.55 0.55 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 4.5 4.5 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 2.0 2.0 4.0 4.0 Lane Grp Cap (vph) 60 110 94 315 394 443 115 1585 1006 573 2796 870 v/s Ratio Prot 0.02 c0.21 0.16 0.04 c0.44 0.05 c0.14 0.17 v/s Ratio Perm 0.03 0.00 c0.08 0.06 0.12 0.01 v/c Ratio 0.53 0.33 0.03 1.10 0.87 0.21 0.63 0.97 0.27 0.85 0.32 0.02 Uniform Delay, d1 61.0 60.3 59.2 54.2 45.7 36.8 60.8 36.0 10.8 54.0 16.4 13.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.5 0.6 0.1 78.7 17.1 0.1 7.4 16.8 0.1 10.8 0.3 0.0 Delay (s) 65.5 60.9 59.2 132.9 62.8 36.9 68.2 52.8 10.8 64.7 16.7 13.7 Level of Service E E E F E D E D B E B B Approach Delay (s) 61.4 77.9 45.3 33.3 Approach LOS E E D C HCM Average Control Delay 49.3 HCM Level of Service D HCM Volume to Capacity ratio 0.95 Actuated Cycle Length (s) I t ti C it Utili ti 133.5 Sum of lost time (s) 14.0 83 9% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project (Mitigated) 6: Amador Valley Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 282 435 32 327 691 25 136 356 47 144 630 354 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 3539 1583 1770 3539 1583 1770 3477 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 3477 1770 3539 1583 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 328 506 37 380 803 29 158 414 55 167 733 412 RTOR Reduction (vph) 0 0 20 0 0 12 0 8 0 0 0 126 Lane Group Flow (vph) 328 506 17 380 803 17 158 461 0 167 733 286 Turn Type Prot Perm Prot Perm Prot Prot Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Actuated Green, G (s) 23.0 22.9 22.9 28.2 28.1 28.1 16.2 26.0 16.3 26.1 26.1 Effective Green, g (s) 23.0 22.9 22.9 28.2 28.1 28.1 16.2 26.0 16.3 26.1 26.1 Actuated g/C Ratio 0.20 0.20 0.20 0.25 0.25 0.25 0.14 0.23 0.14 0.23 0.23 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 359 715 320 440 877 392 253 797 254 815 364 v/s Ratio Prot 0.19 0.14 c0.21 c0.23 0.09 0.13 c0.09 c0.21 v/s Ratio Perm 0.01 0.01 0.18 v/c Ratio 0.91 0.71 0.05 0.86 0.92 0.04 0.62 0.58 0.66 0.90 0.79 Uniform Delay, d1 44.2 42.1 36.5 40.8 41.5 32.4 45.7 38.8 45.9 42.4 41.0 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 27.3 3.4 0.1 16.4 14.2 0.1 5.4 1.2 6.7 13.0 11.2 Delay (s) 71.5 45.6 36.6 57.2 55.7 32.5 51.1 40.0 52.6 55.4 52.2 Level of Service E D D E E C D D D E D Approach Delay (s) 55.0 55.6 42.8 54.0 Approach LOS D E D D HCM Average Control Delay 52.9 HCM Level of Service D HCM Volume to Capacity ratio 0.83 Actuated Cycle Length (s) I t ti C it Utili ti 113.4 Sum of lost time (s) 15.0 76 3% ICU L l f S i D n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project (Mitigated) 7: Dublin Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ ~'~~ ~~~ ~~ ~~ ~~~ Volume (vph) 190 340 728 617 239 429 581 1526 1103 237 999 207 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.94 0.91 0.88 0.97 0.91 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) ~ 3433 3539 2787 4990 1863 1583 4990 5085 2787 3433 5085 1583 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) 3433 3539 2787 4990 1863 1583 4990 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 207 370 791 671 260 466 632 1659 1199 258 1086 225 RTOR Reduction (vph) 0 0 381 0 0 135 0 0 102 0 0 162 Lane Group Flow (vph) 207 370 410 671 260 331 632 1659 1097 258 1086 63 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 8.0 30.0 30.0 19.0 41.0 41.0 17.4 41.0 60.0 10.0 33.6 33.6 Effective Green, g (s) 8.0 30.0 30.0 19.0 41.0 41.0 17.4 41.0 60.0 10.0 33.6 33.6 Actuated g/C Ratio 0.07 0.25 0.25 0.16 0.34 0.34 0.14 0.34 0.50 0.08 0.28 0.28 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 229 885 697 790 637 541 724 1737 1394 286 1424 443 v/s Ratio Prot c0.06 0.10 c0.13 0.14 0.13 c0.33 0.12 0.08 c0.21 v/s Ratio Perm 0.15 c0.21 0.27 0.04 v/c Ratio 0.90 0.42 0.59 0.85 0.41 0.61 0.87 0.96 0.79 0.90 0.76 0.14 Uniform Delay, d1 55.6 37.7 39.6 49.1 30.2 32.9 50.2 38.6 24.7 54.5 39.5 32.4 Progression Factor 1.00 1.00 1.00 0.86 0.83 0.75 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 34.5 1.5 3.6 7.9 1.8 4.7 11.3 12.6 3.0 29.3 2.6 0.2 Delay (s) 90.2 39.1 43.2 50.0 26.7 29.5 61.5 51.2 27.7 83.8 42.2 32.6 Level of Service F D D D C C E D C F D C Approach Delay (s) 49.2 38.8 45.0 47.6 Approach LOS D D D D HCM Average Control Delay 45.2 HCM Level of Service D HCM Volume to Capacity ratio 0.88 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 25.0 76 3% ICU L l f S i D n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project (Mitigated) 10: Dublin Boulevard & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~~ ~ ~~ ~~"~ ~ ~ ~~ ~~ Volume (vph) 146 769 265 305 698 130 142 117 357 129 286 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.97 0.91 1.00 1.00 0.88 0.97 1.00 1.00 Frt ~ 1.00 1.00 0.85 1.00 0.98 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 5085 1583 3433 4966 1770 1863 2787 3433 1863 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 5085 1583 3433 4966 1770 1863 2787 3433 1863 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 152 801 276 318 727 135 148 122 372 134 298 85 RTOR Reduction (vph) 0 0 172 0 18 0 0 0 329 0 0 68 Lane Group Flow (vph) 152 801 104 318 844 0 148 122 43 134 298 17 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green G (s) 14.4 45.2 45.2 17.7 48.5 14.3 14.0 14.0 24.6 24.3 24.3 , Effective Green, g (s) 14.4 45.2 45.2 17.7 48.5 14.3 14.0 14.0 24.6 24.3 24.3 Actuated g/C Ratio 0.12 0.38 0.38 0.15 0.40 0.12 0.12 0.12 0.21 0.20 0.20 Clearance Time (s) 4.5 5.0 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 2.0 3.0 3.0 2.0 3.0 3.0 Lane Grp Cap (vph) 212 1915 596 506 2007 211 217 325 704 377 321 v/s Ratio Prot c0.09 0.16 c0.09 c0.17 c0.08 0.07 0.04 c0.16 v/s Ratio Perm 0.07 0.02 0.01 v/c Ratio 0.72 0.42 0.17 0.63 0.42 0.70 0.56 0.13 0.19 0.79 0.05 Uniform Delay, d1 50.8 27.7 25.0 48.1 25.7 50.8 50.1 47.6 39.5 45.4 38.6 Progression Factor 0.78 0.75 0.82 0.77 0.63 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.8 0.6 0.6 1.6 0.6 8.3 3.3 0.2 0.0 10.8 0.1 Delay (s) 48.5 21.4 21.1 38.7 16.6 59.1 53.4 47.7 39.5 56.2 38.6 Level of Service D C C D B E D D D E D Approach Delay (s) 24.7 22.6 51.4 49.0 Approach LOS C C D D HCM Average Control Delay 32.3 HCM Level of Service C HCM Volume to Capacity ratio 0.65 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 23.0 62 8% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project (Mitigated) 11: Dublin Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 222 828 207 157 796 381 14 8 4 532 208 274 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 1.00 1.00 0.95 1.00 0.97 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) ~ 3433 3539 1583 1770 5085 1583 1770 3539 1583 3433 1863 1583 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) 3433 3539 1583 1770 5085 1583 1770 3539 1583 3433 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 252 941 235 178 905 433 16 9 5 605 236 311 RTOR Reduction (vph) 0 0 100 0 0 210 0 0 5 0 0 237 Lane Group Flow (vph) 252 941 135 178 905 223 16 9 0 605 236 74 Turn Type Prot Perm Prot Perm Prot Perm Prot c ustom Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 7 Actuated Green, G (s) 14.4 63.6 63.6 12.5 61.7 61.7 2.4 3.8 3.8 21.1 22.5 21.1 Effective Green, g (s) 14.4 63.6 63.6 12.5 61.7 61.7 2.4 3.8 3.8 21.1 22.5 21.1 Actuated g/C Ratio 0.12 0.53 0.53 0.10 0.51 0.51 0.02 0.03 0.03 0.18 0.19 0.18 Clearance Time (s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 412 1876 839 184 2615 814 35 112 50 604 349 278 v/s Ratio Prot c0.07 c0.27 c0.10 0.18 c0.01 0.00 c0.18 0.13 v/s Ratio Perm 0.09 0.14 0.00 0.05 v/c Ratio 0.61 0.50 0.16 0.97 0.35 0.27 0.46 0.08 0.00 1.00 0.68 0.26 Uniform Delay, d1 50.1 18.1 14.5 53.5 17.2 16.5 58.2 56.4 56.3 49.5 45.4 42.7 Progression Factor 0.71 0.39 0.12 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.8 0.9 0.4 56.0 0.4 0.8 3.4 0.4 0.0 37.0 4.0 0.2 Delay (s) 37.5 7.9 2.2 109.5 17.6 17.3 61.6 56.8 56.3 86.5 49.4 42.9 Level of Service D A A F B B E E E F D D Approach Delay (s) 12.2 28.3 59.3 67.1 Approach LOS B C E E HCM Average Control Delay 33.8 HCM Level of Service C HCM Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 23.0 Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project (Mitigated) 13: St. Patrick Way & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 40 106 28 57 146 499 15 102 12 591 205 30 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.85 1.00 0.98 1.00 0.98 ~ Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1804 ~ 1837 1583 1770 1834 1770 1827 ~ Flt Permitted 0.95 1.00 0.87 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1804 1620 1583 1770 1834 1770 1827 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 42 110 29 59 152 520 16 106 12 616 214 31 RTOR Reduction (vph) 0 8 0 0 0 415 0 3 0 0 4 0 Lane Group Flow (vph) 42 131 0 0 211 105 16 115 0 616 241 0 Turn Type Prot Perm Perm Prot Prot Protected Phases 7 4 ~ 8 5 2 1 6 ~ Permitted Phases 8 8 Actuated Green, G (s) 2.6 25.5 ~ 18.4 18.4 1.7 15.1 36.8 50.2 ] Effective Green, g (s) 2.6 25.5 18.4 18.4 1.7 15.1 36.8 50.2 Actuated g/C Ratio 0.03 0.28 ~ 0.20 0.20 0.02 0.17 0.40 0.55 ] Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 51 506 328 320 33 305 717 1009 v/s Ratio Prot c0.02 0.07 0.01 c0.06 c0.35 0.13 v/s Ratio Perm c0.13 0.07 v/c Ratio 0.82 0.26 0.64 0.33 0.48 0.38 0.86 0.24 Uniform Delay, d1 43.9 25.4 33.2 31.0 44.2 33.7 24.7 10.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 64.6 0.3 4.3 0.6 10.8 0.8 10.0 0.1 Delay (s) 108.6 25.6 ~ 37.5 31.6 55.0 34.5 34.7 10.6 ~ Level of Service F C D C D C C B Approach Delay (s) 44.9 33.3 36.9 27.9 Approach LOS D C D C HCM Average Control Delay 32.2 HCM Level of Service C HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 90.9 Sum of lost time (s) 18.0 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 6 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project (Mitigated) 6: Amador Valley Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 475 796 92 162 447 27 207 541 135 77 549 390 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 3539 1583 1770 3539 1583 1770 3433 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 3433 1770 3539 1583 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 490 821 95 167 461 28 213 558 139 79 566 402 RTOR Reduction (vph) 0 0 34 0 0 21 0 18 0 0 0 161 Lane Group Flow (vph) 490 821 61 167 461 7 213 679 0 79 566 241 Turn Type Prot Perm Prot Perm Prot Prot Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Actuated Green, G (s) 33.9 42.2 42.2 13.9 21.2 21.2 15.9 33.9 6.0 24.0 24.0 Effective Green, g (s) 33.9 42.2 42.2 13.9 21.2 21.2 15.9 33.9 6.0 24.0 24.0 Actuated g/C Ratio 0.29 0.37 0.37 0.12 0.18 0.18 0.14 0.29 0.05 0.21 0.21 Clearance Time (s) 5.0 5.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 522 1299 581 214 652 292 245 1012 92 739 330 v/s Ratio Prot c0.28 c0.23 0.09 0.13 c0.12 0.20 0.04 c0.16 v/s Ratio Perm 0.04 0.00 0.15 v/c Ratio 0.94 0.63 0.11 0.78 0.71 0.02 0.87 0.67 0.86 0.77 0.73 Uniform Delay, d1 39.5 30.0 24.0 49.1 44.0 38.4 48.5 35.6 54.1 42.9 42.5 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 25.0 1.1 0.1 16.7 3.8 0.0 27.0 1.9 51.8 5.0 8.3 Delay (s) 64.5 31.1 24.1 65.7 47.7 38.5 75.5 37.6 105.9 47.9 50.8 Level of Service E C C E D D E D F D D Approach Delay (s) 42.3 51.9 46.4 53.4 Approach LOS D D D D HCM Average Control Delay 47.7 HCM Level of Service D HCM Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 115.0 Sum of lost time (s) 15.0 Intersection Capacity Utilization 82.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project (Mitigated) 7: Dublin Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ ~'~~ ~~~ ~~ ~~ ~~~ Volume (vph) 160 442 458 1382 436 429 803 1315 1581 394 705 156 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.94 0.91 0.88 0.97 0.91 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) ~ 3433 3539 2787 4990 1863 1583 4990 5085 2787 3433 5085 1583 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) 3433 3539 2787 4990 1863 1583 4990 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 178 491 509 1536 484 477 892 1461 1757 438 783 173 RTOR Reduction (vph) 0 0 423 0 0 199 0 0 7 0 0 135 Lane Group Flow (vph) 178 491 86 1536 484 278 892 1461 1750 438 783 38 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 9.0 20.0 20.0 42.0 53.0 53.0 26.9 40.0 82.0 18.0 31.1 31.1 Effective Green, g (s) 9.0 20.0 20.0 42.0 53.0 53.0 26.9 40.0 82.0 18.0 31.1 31.1 Actuated g/C Ratio 0.06 0.14 0.14 0.30 0.38 0.38 0.19 0.29 0.59 0.13 0.22 0.22 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 221 506 398 1497 705 599 959 1453 1632 441 1130 352 v/s Ratio Prot 0.05 c0.14 0.31 0.26 0.18 0.29 c0.32 c0.13 0.15 v/s Ratio Perm 0.03 0.18 0.31 0.02 v/c Ratio 0.81 0.97 0.22 1.03 0.69 0.46 0.93 1.01 1.07 0.99 0.69 0.11 Uniform Delay, d1 64.6 59.7 53.1 49.0 36.5 32.8 55.6 50.0 29.0 60.9 50.1 43.4 Progression Factor 1.00 1.00 1.00 0.62 0.50 0.20 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 18.9 33.3 1.3 25.1 3.3 1.6 15.0 24.9 44.5 40.9 2.0 0.2 Delay (s) 83.5 93.0 54.3 55.6 21.6 8.1 70.6 74.9 73.5 101.8 52.1 43.6 Level of Service F F D E C A E E E F D D Approach Delay (s) 74.9 39.9 73.4 66.6 Approach LOS E D E E HCM Average Control Delay 63.4 HCM Level of Service E HCM Volume to Capacity ratio 1.04 Actuated Cycle Length (s) I t ti C it Utili ti 140.0 Sum of lost time (s) 20.0 91 8% ICU L l f S i F n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project (Mitigated) 8: Dublin Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 324 1690 336 124 1598 230 374 73 99 289 78 308 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4959 ~ 1770 6287 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4959 1770 6287 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 348 1817 361 133 1718 247 402 78 106 311 84 331 RTOR Reduction (vph) 0 16 0 0 15 0 0 0 97 0 0 296 Lane Group Flow (vph) 348 2162 0 133 1950 0 402 78 9 311 84 35 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 23.5 72.2 i 9.5 58.2 26.5 11.7 11.7 28.1 13.3 13.3 Effective Green, g (s) 23.5 72.2 9.5 58.2 26.5 11.7 11.7 28.1 13.3 13.3 Actuated g/C Ratio 0.17 0.52 j 0.07 0.42 0.19 0.08 0.08 0.20 0.10 0.10 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 297 2557 120 2614 335 156 132 355 177 150 v/s Ratio Prot c0.20 c0.44 c0.08 0.31 c0.23 0.04 0.18 c0.05 v/s Ratio Perm 0.01 0.02 v/c Ratio 1.17 0.85 1.11 0.75 1.20 0.50 0.07 0.88 0.47 0.23 Uniform Delay, d1 P i F t 58.2 1 01 29.1 0 94 65.2 0 58 34.6 0 28 56.8 1 00 61.4 1 00 59.1 1 00 54.3 1 00 60.0 58.6 1 00 1 00 rogress on ac or Incremental Delay, d2 . 80.8 . 0.3 . 91.2 . 1.0 . 115.2 . 3.0 . 0.3 . 20.2 . . 2.4 0.9 Delay (s) 139.9 27.8 ~ 129.3 10.7 171.9 64.3 59.4 74.4 62.4 59.6 Level of Service F C F B F E E E E E Approach Delay (s) 43.2 18.3 137.3 66.3 Approach LOS D B F E HCM Average Control Delay 46.5 HCM Level of Service D HCM Volume to Capacity ratio 0.95 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 86.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project (Mitigated) 9: Dublin Boulevard & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 207 1677 227 120 1443 104 373 16 315 153 5 133 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.86 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4994 ~ 1770 5034 1770 1863 1583 1770 1593 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.62 1.00 1.00 0.75 1.00 Satd. Flow (perm) 1770 4994 1770 5034 1149 1863 1583 1390 1593 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 223 1803 244 129 1552 112 401 17 339 165 5 143 RTOR Reduction (vph) 0 12 0 0 6 0 0 0 129 0 91 0 Lane Group Flow (vph) 223 2035 0 129 1658 0 401 17 210 165 57 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 22.6 63.5 i 12.0 52.9 50.5 50.5 50.5 50.5 50.5 Effective Green, g (s) 22.6 63.5 12.0 52.9 50.5 50.5 50.5 50.5 50.5 Actuated g/C Ratio 0.16 0.45 j 0.09 0.38 0.36 0.36 0.36 0.36 0.36 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 286 2265 152 1902 414 672 571 501 575 v/s Ratio Prot 0.13 c0.41 0.07 c0.33 0.01 0.04 v/s Ratio Perm c0.35 0.13 0.12 v/c Ratio 0.78 0.90 0.85 0.87 0.97 0.03 0.37 0.33 0.10 Uniform Delay, d1 56.3 35.3 63.1 40.4 44.0 28.9 33.0 32.5 29.7 Progression Factor 0.72 0.57 1.42 0.42 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.8 3.7 18.7 3.1 35.5 0.0 0.1 0.1 0.0 Delay (s) 47.6 23.7 ~ 108.6 20.1 79.4 28.9 33.1 32.6 29.7 ~ Level of Service D C F C E C C C C Approach Delay (s) 26.1 26.5 57.6 31.2 Approach LOS C C E C HCM Average Control Delay 31.2 HCM Level of Service C HCM Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 14.5 Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project (Mitigated) 10: Dublin Boulevard & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~~ ~ ~~ ~~"~ ~ ~ ~~ ~~ Volume (vph) 288 1521 360 469 1191 207 359 337 504 279 269 168 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.97 0.91 1.00 1.00 0.88 0.97 1.00 1.00 Frt ~ 1.00 1.00 0.85 1.00 0.98 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 5085 1583 3433 4972 1770 1863 2787 3433 1863 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 5085 1583 3433 4972 1770 1863 2787 3433 1863 1583 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 294 1552 367 479 1215 211 366 344 514 285 274 171 RTOR Reduction (vph) 0 0 46 0 17 0 0 0 373 0 0 141 Lane Group Flow (vph) 294 1552 321 479 1409 0 366 344 141 285 274 30 Turn Type Prot pm+ov Prot Prot Perm Prot Perm Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 23.5 47.8 77.3 19.9 44.2 29.5 38.3 38.3 15.5 24.3 24.3 Effective Green, g (s) 23.5 47.8 77.3 19.9 44.2 29.5 38.3 38.3 15.5 24.3 24.3 Actuated g/C Ratio 0.17 0.34 0.55 0.14 0.32 0.21 0.27 0.27 0.11 0.17 0.17 Clearance Time (s) 4.5 5.0 4.5 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 2.0 4.0 2.0 3.0 3.0 2.0 3.0 3.0 Lane Grp Cap (vph) 297 1736 874 488 1570 373 510 762 380 323 275 v/s Ratio Prot c0.17 0.31 0.08 0.14 c0.28 c0.21 0.18 0.08 c0.15 v/s Ratio Perm 0.13 0.05 0.02 v/c Ratio 0.99 0.89 0.37 0.98 0.90 0.98 0.67 0.19 0.75 0.85 0.11 Uniform Delay, d1 58.1 43.7 17.6 59.9 45.7 55.0 45.3 38.9 60.4 56.1 48.7 Progression Factor 0.86 0.83 0.17 0.77 0.79 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 36.7 4.6 0.1 32.2 7.2 41.3 3.5 0.1 7.2 18.3 0.2 Delay (s) 86.8 41.0 3.1 78.6 43.3 96.3 48.8 39.0 67.6 74.3 48.9 Level of Service F D A E D F D D E E D Approach Delay (s) 40.8 52.2 58.9 65.7 Approach LOS D D E E HCM Average Control Delay 51.0 HCM Level of Service D HCM Volume to Capacity ratio 0.93 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 93.0% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project (Mitigated) 11: Dublin Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 503 1402 398 251 1466 447 66 28 8 519 83 316 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 4.5 5.0 4.5 4.5 5.0 4.5 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 1.00 1.00 0.95 1.00 0.97 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) ~ 3433 3539 1583 1770 5085 1583 1770 3539 1583 3433 1863 1583 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) 3433 3539 1583 1770 5085 1583 1770 3539 1583 3433 1863 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) 529 1476 419 264 1543 471 69 29 8 546 87 333 RTOR Reduction (vph) 0 0 101 0 0 153 0 0 3 0 0 66 Lane Group Flow (vph) 529 1476 318 264 1543 318 69 29 5 546 87 267 Turn Type Prot Perm Prot pm+ov Prot pm+ov Prot pm+ov Protected Phases 5 2 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Actuated Green, G (s) 21.4 80.9 80.9 16.5 76.0 94.4 10.5 5.2 21.7 18.4 13.1 34.5 Effective Green, g (s) 21.4 80.9 80.9 16.5 76.0 94.4 10.5 5.2 21.7 18.4 13.1 34.5 Actuated g/C Ratio 0.15 0.58 0.58 0.12 0.54 0.67 0.08 0.04 0.15 0.13 0.09 0.25 Clearance Time (s) 4.5 5.0 5.0 4.5 5.0 4.5 4.5 5.0 4.5 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 2.0 2.0 4.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 525 2045 915 209 2760 1067 133 131 245 451 174 390 v/s Ratio Prot c0.15 c0.42 c0.15 0.30 0.04 c0.04 0.01 0.00 c0.16 0.05 0.10 v/s Ratio Perm 0.20 0.16 0.00 0.06 v/c Ratio 1.01 0.72 0.35 1.26 0.56 0.30 0.52 0.22 0.02 1.21 0.50 0.69 Uniform Delay, d1 59.3 21.4 15.6 61.8 21.0 9.3 62.3 65.4 50.2 60.8 60.3 47.8 Progression Factor 1.02 0.39 0.03 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 33.6 1.5 0.7 150.9 0.8 0.1 1.4 1.2 0.0 113.9 0.8 4.0 Delay (s) 93.8 9.8 1.1 212.6 21.8 9.3 63.7 66.6 50.2 174.7 61.2 51.8 Level of Service F A A F C A E E D F E D Approach Delay (s) 26.6 41.4 63.5 122.1 Approach LOS C D E F HCM Average Control Delay 49.1 HCM Level of Service D HCM Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 86.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 6 HCM Signalized Intersection Capacity Analysis Cumulative + Base FAR Project (Mitigated) 13: St. Patrick Way & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 78 159 24 55 142 626 22 340 60 696 237 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.85 1.00 0.98 1.00 0.97 ~ Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1827 ~ 1837 1583 1770 1821 1770 1800 ~ Flt Permitted 0.95 1.00 0.85 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1827 1576 1583 1770 1821 1770 1800 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 86 175 26 60 156 688 24 374 66 765 260 76 RTOR Reduction (vph) 0 4 0 0 0 535 0 5 0 0 8 0 Lane Group Flow (vph) 86 197 0 0 216 153 24 435 0 765 328 0 Turn Type Prot Perm Perm Prot Prot Protected Phases 7 4 ~ 8 5 2 1 6 ~ Permitted Phases 8 8 Actuated Green, G (s) 5.5 31.3 ~ 21.3 21.3 3.5 30.0 44.5 71.0 ] Effective Green, g (s) 5.5 31.3 21.3 21.3 3.5 30.0 44.5 71.0 Actuated g/C Ratio 0.05 0.26 ~ 0.18 0.18 0.03 0.25 0.37 0.60 ] Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 82 479 281 283 52 458 660 1071 v/s Ratio Prot c0.05 0.11 0.01 c0.24 c0.43 0.18 v/s Ratio Perm c0.14 0.10 v/c Ratio 1.05 0.41 0.77 0.54 0.46 0.95 1.16 0.31 Uniform Delay, d1 56.9 36.4 46.7 44.6 57.0 43.9 37.4 12.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 113.3 0.6 11.9 2.1 6.4 29.2 87.8 0.2 Delay (s) 170.2 36.9 ~ 58.6 46.7 63.3 73.1 125.2 12.1 ~ Level of Service F D E D E E F B Approach Delay (s) 76.9 49.5 72.6 90.7 Approach LOS E D E F HCM Average Control Delay 72.7 HCM Level of Service E HCM Volume to Capacity ratio 1.01 Actuated Cycle Length (s) 119.3 Sum of lost time (s) 18.0 Intersection Capacity Utilization 95.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 7 Cumulative Plus Project (Maximum FAR) AM and PM Peak Hour Synch ro Worksheets I-'F.HR ~ PFER TRANSP[7 RTATi{7N C9NSIILTANiS HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 1: Amador Valley Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ ~' ~ ~ ~~ ~ ~~ ~~~ Volume (vph) 28 32 46 556 42 319 64 1420 336 451 874 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.91 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 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 1863 1583 1681 1697 1583 1770 3539 1583 3433 5085 1583 Flt Permitted 0.57 1.00 1.00 0.95 0.44 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 1064 1863 1583 1681 786 1583 1770 3539 1583 3433 5085 1583 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 32 37 53 639 48 367 74 1632 386 518 1005 33 RTOR Reduction (vph) 0 0 50 0 0 247 0 0 120 0 0 17 Lane Group Flow (vph) 32 37 3 345 342 120 74 1632 266 518 1005 16 Turn Type Perm Perm Prot Perm Prot Perm Prot Perm Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 7.0 7.0 7.0 25.2 36.7 36.7 7.8 41.4 41.4 20.6 54.2 54.2 Effective Green, g (s) 7.0 7.0 7.0 25.2 36.7 36.7 7.8 41.4 41.4 20.6 54.2 54.2 Actuated g/C Ratio 0.06 0.06 0.06 0.22 0.33 0.33 0.07 0.37 0.37 0.18 0.48 0.48 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 66 116 98 376 460 515 123 1300 582 628 2445 761 v/s Ratio Prot 0.02 c0.21 0.17 0.04 c0.46 c0.15 0.20 v/s Ratio Perm 0.03 0.00 c0.08 0.08 0.17 0.01 v/c Ratio 0.48 0.32 0.03 0.92 0.74 0.23 0.60 1.26 0.46 0.82 0.41 0.02 Uniform Delay, d1 51.1 50.6 49.7 42.7 33.8 27.7 50.9 35.7 27.1 44.3 18.9 15.3 Progression Factor 1.00 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 2.0 0.6 0.1 26.2 5.6 0.1 5.6 121.4 0.8 8.3 0.2 0.0 Delay (s) 53.1 51.1 49.7 68.9 39.4 27.8 56.5 157.0 27.9 52.6 19.1 15.4 Level of Service D D D E D C E F C D B B Approach Delay (s) 51.1 45.0 129.6 30.1 Approach LOS D D F C HCM Average Control Delay 77.1 HCM Level of Service E HCM Volume to Capacity ratio 1.00 Actuated Cycle Length (s) 112.7 Sum of lost time (s) 14.0 Intersection Capacity Utilization 87.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 2: Amador Valley Boulevard & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ ~ ~ ~ "~ Volume (vph) 30 687 155 128 809 4 123 9 92 8 5 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 1.00 1.00 0.85 1.00 0.88 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 3441 ~ 1770 3537 1770 1863 1583 1770 1642 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.74 1.00 1.00 0.75 1.00 Satd. Flow (perm) 1770 3441 1770 3537 1381 1863 1583 1399 1642 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 32 739 167 138 870 4 132 10 99 9 5 19 RTOR Reduction (vph) 0 16 0 0 0 0 0 0 82 0 16 0 Lane Group Flow (vph) 32 890 0 138 874 0 132 10 17 9 8 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 2.3 29.2 I 8.0 34.9 10.9 10.9 10.9 10.9 10.9 ] Effective Green, g (s) 2.3 29.2 8.0 34.9 10.9 10.9 10.9 10.9 10.9 Actuated g/C Ratio 0.04 0.47 j 0.13 0.56 0.18 0.18 0.18 0.18 0.18 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 66 1618 228 1988 242 327 278 246 288 v/s Ratio Prot 0.02 c0.26 c0.08 0.25 0.01 0.01 v/s Ratio Perm c0.10 0.01 0.01 v/c Ratio 0.48 0.55 0.61 0.44 0.55 0.03 0.06 0.04 0.03 Uniform Delay, d1 29.3 11.8 25.6 7.9 23.3 21.2 21.3 21.2 21.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.0 0.5 3.1 0.2 1.3 0.0 0.0 0.0 0.0 Delay (s) 31.4 12.3 ~ 28.7 8.1 24.7 21.2 21.4 21.3 21.2 ~ Level of Service C B C A C C C C C Approach Delay (s) 12.9 10.9 23.2 21.2 Approach LOS B B C C HCM Average Control Delay 13.2 HCM Level of Service B HCM Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 62.1 Sum of lost time (s) 14.0 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 3: Amador Valley Boulevard & Starward Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~"~ ~' Volume (vph) 56 630 10 0 719 60 2 0 2 65 0 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt ~ 1.00 1.00 ~ 0.99 ~ 0.93 ~ 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.98 0.95 1.00 Satd. Flow (prot) ~ 1770 3531 ~ 3498 ~ 1695 ~ 1770 1583 Flt Permitted 0.95 1.00 1.00 0.93 0.76 1.00 Satd. Flow (perm) 1770 3531 3498 1607 1407 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 64 716 11 0 817 68 2 0 2 74 0 95 RTOR Reduction (vph) 0 1 0 0 5 0 0 2 0 0 0 74 Lane Group Flow (vph) 64 726 0 0 880 0 0 2 0 0 74 21 Turn Type Prot Perm Perm Perm Protected Phases 5 1 2 ~ 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s) 6.0 47.3 = 36.8 ~ 16.5 ~ 16.5 16.5 Effective Green, g (s) 6.0 47.3 36.8 16.5 16.5 16.5 Actuated g/C Ratio 0.08 0.65 = 0.50 ~ 0.23 ~ 0.23 0.23 Clearance Time (s) 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 145 2279 1756 362 317 356 v/s Ratio Prot c0.04 0.21 c0.25 v/s Ratio Perm 0.00 c0.05 0.01 v/c Ratio 0.44 0.32 0.50 0.01 0.23 0.06 Uniform Delay, d1 32.1 5.8 12.1 22.0 23.2 22.3 Progression Factor 1.00 1.00 0.36 1.00 1.00 1.00 Incremental Delay, d2 0.8 0.0 0.3 0.0 0.1 0.0 Delay (s) 32.8 5.8 ~ 4.7 ~ 22.0 ~ 23.4 22.3 Level of Service C A A C C C Approach Delay (s) 8.0 4.7 22.0 22.8 Approach LOS A A C C HCM Average Control Delay 7.8 HCM Level of Service A HCM Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 73.3 Sum of lost time (s) 14.0 Intersection Capacity Utilization 43.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 4: Amador Valley Boulevard & Donohue Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ "~ Volume (vph) 47 644 32 11 693 136 8 3 2 160 7 64 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.98 1.00 0.94 ~ 0.96 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.97 Satd. Flow (prot) ~ 1770 3514 ~ 1770 3452 1770 1751 ~ 1733 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.65 1.00 0.79 Satd. Flow (perm) 1770 3514 1770 3452 1213 1751 1418 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 53 724 36 12 779 153 9 3 2 180 8 72 RTOR Reduction (vph) 0 4 0 0 13 0 0 2 0 0 15 0 Lane Group Flow (vph) 53 756 0 12 919 0 9 3 0 0 245 0 Turn Type Prot Prot Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 4 Actuated Green, G (s) 6.0 29.8 i 13.0 36.8 16.5 16.5 ~ 16.5 ] Effective Green, g (s) 6.0 29.8 13.0 36.8 16.5 16.5 16.5 Actuated g/C Ratio 0.08 0.41 j 0.18 0.50 0.23 0.23 ~ 0.23 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 145 1429 314 1733 273 394 319 v/s Ratio Prot c0.03 0.22 0.01 c0.27 0.00 v/s Ratio Perm 0.01 c0.17 v/c Ratio 0.37 0.53 0.04 0.53 0.03 0.01 0.77 Uniform Delay, d1 31.8 16.4 25.0 12.4 22.2 22.1 26.6 Progression Factor 1.34 0.80 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.5 0.0 0.4 0.0 0.0 9.5 Delay (s) 43.2 13.6 ~ 25.0 12.8 22.2 22.1 ~ 36.1 ~ Level of Service D B C B C C D Approach Delay (s) 15.5 12.9 22.1 36.1 Approach LOS B B C D HCM Average Control Delay 17.0 HCM Level of Service B HCM Volume to Capacity ratio 0.58 Actuated Cycle Length (s) I t ti C it Utili ti 73.3 Sum of lost time (s) 14.0 58 3% ICU L l f S i B n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 5: Amador Valley Boulevard &Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~' Volume (vph) 2 673 138 338 897 0 85 0 198 0 4 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 ~ 1.00 0.85 0.93 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 3449 ~ 1770 3539 ~ 1770 1583 1726 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.75 1.00 1.00 Satd. Flow (perm) 1770 3449 1770 3539 1398 1583 1726 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 2 783 160 393 1043 0 99 0 230 0 5 6 RTOR Reduction (vph) 0 19 0 0 0 0 0 0 200 0 5 0 Lane Group Flow (vph) 2 924 0 393 1043 0 0 99 30 0 6 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 0.9 30.9 i 20.2 50.2 ~ 9.6 9.6 9.6 ] Effective Green, g (s) 0.9 30.9 20.2 50.2 9.6 9.6 9.6 Actuated g/C Ratio 0.01 0.41 j 0.27 0.67 ~ 0.13 0.13 0.13 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 21 1427 479 2378 180 203 222 v/s Ratio Prot 0.00 c0.27 c0.22 0.29 0.00 v/s Ratio Perm c0.07 0.02 v/c Ratio 0.10 0.65 0.82 0.44 0.55 0.15 0.03 Uniform Delay, d1 36.5 17.5 25.5 5.7 30.5 28.9 28.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 1.1 10.3 0.2 2.1 0.1 0.0 Delay (s) 37.2 18.7 ~ 35.8 5.9 ~ 32.6 29.0 28.5 ~ Level of Service D B D A C C C Approach Delay (s) 18.7 14.1 30.1 28.5 Approach LOS B B C C HCM Average Control Delay 17.7 HCM Level of Service B HCM Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 74.7 Sum of lost time (s) 14.0 Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 6: Amador Valley Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~'~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 298 442 34 341 701 25 144 386 58 144 674 377 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 1.00 1.00 0.95 1.00 0.91 0.91 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1610 3370 1583 1770 3539 1583 1610 3321 1770 3539 1583 Flt Permitted 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3370 1583 1770 3539 1583 1610 3321 1770 3539 1583 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 347 514 40 397 815 29 167 449 67 167 784 438 RTOR Reduction (vph) 0 0 13 0 0 8 0 6 0 0 0 83 Lane Group Flow (vph) 278 583 27 397 815 21 150 527 0 167 784 355 Turn Type Split Perm Split Perm Split Split Perm Protected Phases 4 4 8 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 36.0 36.0 36.0 40.2 40.2 40.2 33.7 33.7 40.2 40.2 40.2 Effective Green, g (s) 36.0 36.0 36.0 40.2 40.2 40.2 33.7 33.7 40.2 40.2 40.2 Actuated g/C Ratio 0.21 0.21 0.21 0.24 0.24 0.24 0.20 0.20 0.24 0.24 0.24 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 341 713 335 418 836 374 319 658 418 836 374 v/s Ratio Prot 0.17 c0.17 0.22 c0.23 0.09 c0.16 0.09 0.22 v/s Ratio Perm 0.02 0.01 c0.22 v/c Ratio 0.82 0.82 0.08 0.95 0.97 0.06 0.47 0.80 0.40 0.94 0.95 Uniform Delay, d1 63.9 63.9 53.8 64.0 64.4 50.3 60.3 65.0 54.8 63.7 63.9 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 14.6 7.6 0.1 31.3 25.0 0.1 1.5 7.3 0.9 17.9 33.3 Delay (s) 78.4 71.5 53.9 95.2 89.4 50.4 61.8 72.3 55.6 81.6 97.3 Level of Service E E D F F D E E E F F Approach Delay (s) 72.9 90.4 70.0 83.4 Approach LOS E F E F HCM Average Control Delay 81.0 HCM Level of Service F HCM Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 170.1 Sum of lost time (s) 20.0 Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 6 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 7: Dublin Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ '~~ ~~~ ~~ ~~ ~~~ Volume (vph) 191 364 728 841 258 379 581 1535 1444 344 999 207 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.97 0.91 0.88 0.97 0.91 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) ~ 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 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) 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 208 396 791 914 280 412 632 1668 1570 374 1086 225 RTOR Reduction (vph) 0 0 366 0 0 120 0 0 99 0 0 161 Lane Group Flow (vph) 208 396 425 914 280 292 632 1668 1471 374 1086 64 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 8.0 31.0 31.0 15.0 38.0 38.0 20.0 45.0 60.0 9.0 34.0 34.0 Effective Green, g (s) 8.0 31.0 31.0 15.0 38.0 38.0 20.0 45.0 60.0 9.0 34.0 34.0 Actuated g/C Ratio 0.07 0.26 0.26 0.12 0.32 0.32 0.17 0.38 0.50 0.08 0.28 0.28 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 229 914 720 624 590 501 572 1907 1510 257 1441 449 v/s Ratio Prot 0.06 0.11 c0.18 0.15 c0.18 0.33 c0.12 c0.11 0.21 v/s Ratio Perm 0.15 c0.18 0.41 0.04 v/c Ratio 0.91 0.43 0.59 1.46 0.47 0.58 1.10 0.87 0.97 1.46 0.75 0.14 Uniform Delay, d1 55.6 37.2 38.9 52.5 33.0 34.4 50.0 34.9 29.2 55.5 39.2 32.1 Progression Factor 1.00 1.00 1.00 1.10 1.16 1.39 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 35.3 1.5 3.5 216.3 2.2 4.0 69.7 5.0 17.2 225.2 2.4 0.2 Delay (s) 90.9 38.7 42.5 274.1 40.5 51.7 119.7 39.8 46.5 280.7 41.6 32.3 Level of Service F D D F D D F D D F D C Approach Delay (s) 48.6 176.4 55.6 93.4 Approach LOS D F E F HCM Average Control Delay 84.6 HCM Level of Service F HCM Volume to Capacity ratio 0.93 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 10.0 84 5% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 8: Dublin Boulevard & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 168 1750 224 78 875 123 311 46 68 179 38 168 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4999 ~ 1770 6289 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4999 1770 6289 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 175 1823 233 81 911 128 324 48 71 186 40 175 RTOR Reduction (vph) 0 9 0 0 15 0 0 0 65 0 0 161 Lane Group Flow (vph) 175 2047 0 81 1024 0 324 48 6 186 40 14 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 12.5 72.8 i 7.3 67.6 11.5 9.4 9.4 12.0 9.9 9.9 Effective Green, g (s) 12.5 72.8 7.3 67.6 11.5 9.4 9.4 12.0 9.9 9.9 Actuated g/C Ratio 0.10 0.61 j 0.06 0.56 0.10 0.08 0.08 0.10 0.08 0.08 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 184 3033 108 3543 170 146 124 177 154 131 v/s Ratio Prot c0.10 c0.41 0.05 0.16 c0.18 c0.03 0.11 0.02 v/s Ratio Perm 0.00 0.01 v/c Ratio 0.95 0.68 0.75 0.29 1.91 0.33 0.04 1.05 0.26 0.11 Uniform Delay, d1 53.4 15.7 55.5 13.7 54.2 52.3 51.1 54.0 51.6 51.0 Progression Factor 0.92 1.00 0.58 1.59 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 24.3 0.4 21.7 0.2 428.8 1.6 0.2 81.7 1.1 0.4 Delay (s) 73.6 16.0 ~ 53.9 21.9 483.1 53.9 51.3 135.7 52.7 51.4 Level of Service E B D C F D D F D D Approach Delay (s) 20.5 24.2 367.4 90.6 Approach LOS C C F F HCM Average Control Delay 64.8 HCM Level of Service E HCM Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 78.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 8 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 9: Dublin Boulevard & Golden Gate Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 107 1284 544 203 868 58 178 2 145 35 7 51 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.96 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.87 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4858 ~ 1770 5037 1770 1863 1583 1770 1616 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.72 1.00 1.00 0.76 1.00 Satd. Flow (perm) 1770 4858 1770 5037 1338 1863 1583 1409 1616 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 108 1297 549 205 877 59 180 2 146 35 7 52 RTOR Reduction (vph) 0 55 0 0 5 0 0 0 121 0 43 0 Lane Group Flow (vph) 108 1791 0 205 931 0 180 2 25 35 16 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 9.1 76.3 i 9.5 76.7 20.2 20.2 20.2 20.2 20.2 ] Effective Green, g (s) 9.1 76.3 9.5 76.7 20.2 20.2 20.2 20.2 20.2 Actuated g/C Ratio 0.08 0.64 j 0.08 0.64 0.17 0.17 0.17 0.17 0.17 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 134 3089 140 3219 225 314 266 237 272 v/s Ratio Prot 0.06 c0.37 c0.12 0.18 0.00 0.01 v/s Ratio Perm c0.13 0.02 0.02 v/c Ratio 0.81 0.58 1.46 0.29 0.80 0.01 0.09 0.15 0.06 Uniform Delay, d1 54.6 12.6 55.2 9.6 48.0 41.5 42.2 42.6 41.9 Progression Factor 1.12 0.95 0.83 1.92 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 20.9 0.6 227.1 0.1 17.2 0.0 0.1 0.1 0.0 Delay (s) 82.0 12.6 ~ 272.9 18.5 65.2 41.5 42.2 42.7 41.9 ~ Level of Service F B F B E D D D D Approach Delay (s) 16.4 64.2 54.8 42.2 Approach LOS B E D D HCM Average Control Delay 36.2 HCM Level of Service D HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 76.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 9 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 10: Dublin Boulevard & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~~ ~ ~ ~ ~ ~~ "~ Volume (vph) 169 859 471 433 794 139 283 136 482 138 309 94 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 Frt ~ 1.00 0.95 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.96 ~ 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) ~ 1770 4815 ~ 1770 5085 1583 1770 1863 1583 3433 1798 ~ 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) 1770 4815 1770 5085 1583 1770 1863 1583 3433 1798 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 176 895 491 451 827 145 295 142 502 144 322 98 RTOR Reduction (vph) 0 82 0 0 0 87 0 0 276 0 9 0 Lane Group Flow (vph) 176 1304 0 451 827 58 295 142 226 144 411 0 Turn Type Prot Prot Perm Prot Perm Prot Protected Phases 5 2 ~ 1 6 3 8 7 4 ~ Permitted Phases 6 8 Actuated Green, G (s) 14.3 37.0 I 25.5 48.2 48.2 9.5 30.4 30.4 8.6 29.5 ] Effective Green, g (s) 14.3 37.0 25.5 48.2 48.2 9.5 30.4 30.4 8.6 29.5 Actuated g/C Ratio 0.12 0.31 j 0.21 0.40 0.40 0.08 0.25 0.25 0.07 0.25 ] Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 3.0 3.0 2.0 3.0 Lane Grp Cap (vph) 211 1485 376 2042 636 140 472 401 246 442 v/s Ratio Prot 0.10 c0.27 c0.25 0.16 c0.17 0.08 0.04 c0.23 v/s Ratio Perm 0.04 0.14 v/c Ratio 0.83 0.88 1.20 0.40 0.09 2.11 0.30 0.56 0.59 0.93 Uniform Delay, d1 51.7 39.4 47.2 25.7 22.3 55.2 36.2 39.0 54.0 44.2 Progression Factor 0.75 1.23 0.80 0.79 1.51 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 20.3 6.7 110.8 0.5 0.3 521.6 0.4 1.8 2.3 25.9 Delay (s) 59.0 55.4 ~ 148.7 20.8 33.8 576.8 36.6 40.9 56.3 70.1 ~ Level of Service E E F C C F D D E E Approach Delay (s) 55.8 62.7 208.6 66.6 Approach LOS E E F E HCM Average Control Delay 91.3 HCM Level of Service F HCM Volume to Capacity ratio 1.09 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 104.2% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 10 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 11: Dublin Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~"~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 265 937 280 157 951 385 14 8 4 540 213 353 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3417 ~ 1770 5085 1583 1770 3539 1583 3433 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3417 1770 5085 1583 1770 3539 1583 3433 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 301 1065 318 178 1081 438 16 9 5 614 242 401 RTOR Reduction (vph) 0 15 0 0 0 193 0 0 5 0 0 297 Lane Group Flow (vph) 301 1368 0 178 1081 245 16 9 0 614 242 104 Turn Type Prot Prot Perm Prot Perm Prot c ustom Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 6 8 7 Actuated Green, G (s) 9.5 66.1 I 10.5 67.1 67.1 2.7 5.5 5.5 18.9 21.7 18.9 Effective Green, g (s) 9.5 66.1 10.5 67.1 67.1 2.7 5.5 5.5 18.9 21.7 18.9 Actuated g/C Ratio 0.08 0.55 j 0.09 0.56 0.56 0.02 0.05 0.05 0.16 0.18 0.16 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 272 1882 155 2843 885 40 162 73 541 337 249 v/s Ratio Prot 0.09 c0.40 c0.10 0.21 0.01 0.00 c0.18 c0.13 v/s Ratio Perm 0.15 0.00 0.07 v/c Ratio 1.11 0.73 1.15 0.38 0.28 0.40 0.06 0.00 1.13 0.72 0.42 Uniform Delay, d1 55.2 20.2 54.8 14.8 13.8 57.9 54.8 54.6 50.6 46.3 45.6 Progression Factor 0.99 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 76.4 1.7 117.7 0.4 0.8 2.4 0.2 0.0 81.6 6.0 0.4 Delay (s) 130.9 24.4 ~ 172.5 15.2 14.6 60.2 55.0 54.7 132.1 52.2 46.0 Level of Service F C F B B E D D F D D Approach Delay (s) 43.5 31.5 57.7 89.3 Approach LOS D C E F HCM Average Control Delay 51.5 HCM Level of Service D HCM Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 11 HCM Unsignalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 12: St. Patrick Way & Golden Gate Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ Sign Control Stop Stop Stop Stop Volume (vph) 62 81 2 66 41 38 0 147 22 60 420 42 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Hourly flow rate (vph) 81 105 3 86 53 49 0 191 29 78 545 55 Volume Total (vph) 188 86 103 219 678 Volume Left (vph) 81 86 0 0 78 Volume Right (vph) 3 0 49 29 55 Hadj (s) 0.11 0.53 -0.30 -0.04 0.01 Departure Headway (s) 7.0 7.9 7.1 6.3 5.7 Degree Utilization, x 0.37 0.19 0.20 0.39 1.07 Capacity (veh/h) 491 433 483 545 621 Control Delay (s) 14.1 11.6 10.7 13.2 78.3 Approach Delay (s) 14.1 11.1 13.2 78.3 Approach LOS B B B F Delay ~ 47.7 HCM Level of Service _ E Intersection Capacity Utilization 61.5% ICU Level of Service Analysis Period (min) 15 Baseline Synchro 7 - Report Page 12 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 13: St. Patrick Way & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 62 134 28 82 185 532 15 245 32 615 370 53 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.85 1.00 0.98 1.00 0.98 ~ Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1815 ~ 1835 1583 1770 1831 1770 1828 ~ Flt Permitted 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1815 1835 1583 1770 1831 1770 1828 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 65 140 29 85 193 554 16 255 33 641 385 55 RTOR Reduction (vph) 0 7 0 0 0 440 0 4 0 0 4 0 Lane Group Flow (vph) 65 162 0 0 278 114 16 284 0 641 436 0 Turn Type Split Split Perm Split Split Protected Phases 4 4 ~ 8 8 2 2 6 6 ~ Permitted Phases 8 Actuated Green, G (s) 13.9 13.9 ~ 19.5 19.5 19.2 19.2 24.4 24.4 Effective Green, g (s) 13.9 13.9 19.5 19.5 19.2 19.2 24.4 24.4 Actuated g/C Ratio 0.15 0.15 = 0.21 0.21 0.20 0.20 0.26 0.26 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 259 266 377 325 358 370 455 470 v/s Ratio Prot 0.04 c0.09 c0.15 0.01 c0.16 c0.36 0.24 v/s Ratio Perm 0.07 v/c Ratio 0.25 0.61 0.74 0.35 0.04 0.77 1.41 0.93 Uniform Delay, d1 35.9 38.0 35.4 32.3 30.5 35.8 35.3 34.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 3.9 7.3 0.7 0.1 9.2 196.7 24.3 Delay (s) 36.4 41.9 ~ 42.7 33.0 30.6 45.0 232.0 58.7 ~ Level of Service D D D C C D F E Approach Delay (s) 40.4 36.2 44.2 161.5 Approach LOS D D D F HCM Average Control Delay 92.9 HCM Level of Service F HCM Volume to Capacity ratio 0.94 Actuated Cycle Length (s) I t ti C it Utili ti 95.0 Sum of lost time (s) 18.0 86 9% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 13 HCM Unsignalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 14: I-680 Northbound On-Ramp & Village Parkway AM Peak Hour I Movement EBL EBR NBL NBT SBT SBR Lane Configurations ~' "~ Volume (veh/h) 0 0 19 13 57 581 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 20 14 61 618 Pedestrians Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 418 pX, platoon unblocked 0.89 0.89 0.89 vC, conflicting volume 424 370 679 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 285 224 573 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 98 cM capacity (veh/h) 610 722 886 Volume Total 34 679 Volume Left 20 0 Volume Right 0 618 cSH 886 1700 Volume to Capacity 0.02 0.40 Queue Length 95th (ft) 2 0 Control Delay (s) 5.5 0.0 Lane LOS A Approach Delay (s) 5.5 0.0 Approach LOS Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 42.2% ICU Level of Service A Analysis Period (min) 15 Baseline Synchro 7 - Report Page 14 HCM Unsignalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 15: Saint Patrick Way & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 10 10 10 31 10 44 10 125 36 55 114 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 11 11 34 11 48 11 136 39 60 124 11 Volume Total (vph) 33 92 Volume Left (vph) _ 11 34 Volume Right (vph) 11 48 Hadj (s) -0.10 -0.20 Departure Headway (s) 4.8 4.6 Degree Utilization, x 0.04 0.12 Capacity (veh/h) 680 715 Control Delay (s) 8.0 8.2 Approach Delay (s) 8.0 8.2 Approach LOS A A HCM Level of Service Intersection Capacity Utilization Analysis Period (min) 186 195 11 60 39 11 -0.08 0.06 4.3 4.5 0.22 0.24 796 770 8.6 8.9 8.6 8.9 A A 8.6 ~ A 35.7% ICU Level of Service A Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 1: Amador Valley Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ ~' ~ ~ ~~ ~ ~~ ~~~ Volume (vph) 44 63 49 365 61 577 167 1227 826 515 983 44 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.91 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 0.97 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 1863 1583 1681 1708 1583 1770 3539 1583 3433 5085 1583 Flt Permitted 0.60 1.00 1.00 0.95 0.48 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 1124 1863 1583 1681 850 1583 1770 3539 1583 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 49 70 54 406 68 641 186 1363 918 572 1092 49 RTOR Reduction (vph) 0 0 50 0 0 289 0 0 346 0 0 29 Lane Group Flow (vph) 49 70 4 235 239 352 186 1363 572 572 1092 20 Turn Type Perm Perm Prot Perm Prot Perm Prot Perm Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 8.2 8.2 8.2 22.5 35.2 35.2 16.1 40.4 40.4 22.3 46.6 46.6 Effective Green, g (s) 8.2 8.2 8.2 22.5 35.2 35.2 16.1 40.4 40.4 22.3 46.6 46.6 Actuated g/C Ratio 0.07 0.07 0.07 0.20 0.31 0.31 0.14 0.36 0.36 0.20 0.42 0.42 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 82 137 116 338 440 498 255 1278 572 684 2118 659 v/s Ratio Prot 0.04 0.14 0.11 0.11 c0.39 c0.17 0.21 v/s Ratio Perm 0.04 0.00 0.06 c0.22 0.36 0.01 v/c Ratio 0.60 0.51 0.03 0.70 0.54 0.71 0.73 1.07 1.00 0.84 0.52 0.03 Uniform Delay, d1 50.3 49.9 48.2 41.5 31.7 33.8 45.8 35.8 35.7 43.0 24.3 19.3 Progression Factor 1.00 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 7.6 1.3 0.0 4.9 0.7 3.7 8.5 45.0 37.2 8.4 0.3 0.0 Delay (s) 57.8 51.3 48.2 46.5 32.4 37.6 54.4 80.7 73.0 51.4 24.5 19.3 Level of Service E D D D C D D F E D C B Approach Delay (s) 52.2 38.3 75.8 33.4 Approach LOS D D E C HCM Average Control Delay 54.1 HCM Level of Service D HCM Volume to Capacity ratio 0.89 Actuated Cycle Length (s) I t ti C it Utili ti 111.9 Sum of lost time (s) 14.0 84 6% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 2: Amador Valley Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ ~ ~ ~ "~ Volume (vph) 113 1022 245 244 639 26 330 35 208 40 26 28 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.92 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 3437 ~ 1770 3519 1770 1863 1583 1770 1718 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.72 1.00 1.00 0.73 1.00 Satd. Flow (perm) 1770 3437 1770 3519 1345 1863 1583 1368 1718 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 114 1032 247 246 645 26 333 35 210 40 26 28 RTOR Reduction (vph) 0 20 0 0 2 0 0 0 153 0 20 0 Lane Group Flow (vph) 114 1259 0 246 669 0 333 35 57 40 34 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 9.0 36.1 I 16.9 44.0 24.9 24.9 24.9 24.9 24.9 Effective Green, g (s) 9.0 36.1 16.9 44.0 24.9 24.9 24.9 24.9 24.9 Actuated g/C Ratio 0.10 0.39 j 0.18 0.48 0.27 0.27 0.27 0.27 0.27 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 173 1350 325 1685 364 505 429 371 465 v/s Ratio Prot 0.06 c0.37 c0.14 0.19 0.02 0.02 v/s Ratio Perm c0.25 0.04 0.03 v/c Ratio 0.66 0.93 0.76 0.40 0.91 0.07 0.13 0.11 0.07 Uniform Delay, d1 40.0 26.7 35.6 15.4 32.5 24.9 25.3 25.2 24.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.7 11.9 8.6 0.2 26.4 0.0 0.1 0.0 0.0 Delay (s) 46.7 38.7 ~ 44.2 15.6 58.8 24.9 25.4 25.2 24.9 ~ Level of Service D D D B E C C C C Approach Delay (s) 39.3 23.3 44.6 25.0 Approach LOS D C D C HCM Average Control Delay 35.0 HCM Level of Service C HCM Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 91.9 Sum of lost time (s) 14.0 Intersection Capacity Utilization 86.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 3: Amador Valley Boulevard & Starward Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~"~ ~' Volume (vph) 124 1172 18 0 903 99 4 0 2 55 0 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt ~ 1.00 1.00 ~ 0.99 ~ 0.95 ~ 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.97 0.95 1.00 Satd. Flow (prot) ~ 1770 3531 ~ 3487 ~ 1722 ~ 1770 1583 Flt Permitted 0.95 1.00 1.00 0.88 0.75 1.00 Satd. Flow (perm) 1770 3531 3487 1557 1404 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 129 1221 19 0 941 103 4 0 2 57 0 57 RTOR Reduction (vph) 0 1 0 0 6 0 0 2 0 0 0 48 Lane Group Flow (vph) 129 1239 0 0 1038 0 0 4 0 0 57 9 Turn Type Prot Perm Perm Perm Protected Phases 5 1 2 ~ 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s) 8.7 55.5 = 42.3 ~ 12.4 ~ 12.4 12.4 Effective Green, g (s) 8.7 55.5 42.3 12.4 12.4 12.4 Actuated g/C Ratio 0.11 0.72 = 0.55 ~ 0.16 ~ 0.16 0.16 Clearance Time (s) 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 199 2532 1906 249 225 254 v/s Ratio Prot c0.07 c0.35 c0.30 v/s Ratio Perm 0.00 c0.04 0.01 v/c Ratio 0.65 0.49 0.54 0.02 0.25 0.04 Uniform Delay, d1 32.9 4.8 11.3 27.4 28.4 27.5 Progression Factor 1.00 1.00 0.37 1.00 1.00 1.00 Incremental Delay, d2 5.4 0.1 0.3 0.0 0.2 0.0 Delay (s) 38.2 4.8 ~ 4.6 ~ 27.4 ~ 28.7 27.5 Level of Service D A A C C C Approach Delay (s) 8.0 4.6 27.4 28.1 Approach LOS A A C C HCM Average Control Delay 7.5 HCM Level of Service A HCM Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 77.4 Sum of lost time (s) 9.0 Intersection Capacity Utilization 50.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 4: Amador Valley Boulevard & Donohue Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~ "~ Volume (vph) 49 1065 96 17 893 133 60 17 25 102 8 47 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.98 1.00 0.91 ~ 0.96 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.97 Satd. Flow (prot) ~ 1770 3495 ~ 1770 3470 1770 1698 ~ 1731 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.67 1.00 0.78 Satd. Flow (perm) 1770 3495 1770 3470 1240 1698 1388 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) 52 1121 101 18 940 140 63 18 26 107 8 49 RTOR Reduction (vph) 0 7 0 0 9 0 0 22 0 0 19 0 Lane Group Flow (vph) 52 1215 0 18 1071 0 63 22 0 0 145 0 Turn Type Prot Prot Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 4 Actuated Green, G (s) 8.7 31.6 I 19.4 42.3 12.4 12.4 ~ 12.4 ] Effective Green, g (s) 8.7 31.6 19.4 42.3 12.4 12.4 12.4 Actuated g/C Ratio 0.11 0.41 j 0.25 0.55 0.16 0.16 ~ 0.16 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 199 1427 444 1896 199 272 222 v/s Ratio Prot c0.03 c0.35 0.01 c0.31 0.01 v/s Ratio Perm 0.05 c0.10 v/c Ratio 0.26 0.85 0.04 0.57 0.32 0.08 0.65 Uniform Delay, d1 31.4 20.8 22.0 11.5 28.8 27.7 30.5 Progression Factor 1.28 0.82 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 4.8 0.0 0.5 0.3 0.0 5.1 Delay (s) 40.4 21.8 ~ 22.0 12.0 29.1 27.7 ~ 35.6 ~ Level of Service D C C B C C D Approach Delay (s) 22.6 12.2 28.5 35.6 Approach LOS C B C D HCM Average Control Delay 19.3 HCM Level of Service B HCM Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 77.4 Sum of lost time (s) 19.0 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 5: Amador Valley Boulevard &Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~"~ ~ ~"~ ~' Volume (vph) 8 950 228 444 721 2 257 5 531 4 5 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 1.00 ~ 1.00 0.85 0.94 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.99 Satd. Flow (prot) ~ 1770 3436 ~ 1770 3538 ~ 1776 1583 1731 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.72 1.00 0.93 Satd. Flow (perm) 1770 3436 1770 3538 1338 1583 1626 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 9 1011 243 472 767 2 273 5 565 4 5 7 RTOR Reduction (vph) 0 23 0 0 0 0 0 0 329 0 6 0 Lane Group Flow (vph) 9 1231 0 472 769 0 0 278 236 0 10 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 1.2 38.2 i 20.0 57.0 ~ 19.4 19.4 19.4 ] Effective Green, g (s) 1.2 38.2 20.0 57.0 19.4 19.4 19.4 Actuated g/C Ratio 0.01 0.42 j 0.22 0.62 ~ 0.21 0.21 0.21 ] Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 23 1433 386 2202 283 335 344 v/s Ratio Prot 0.01 c0.36 c0.27 0.22 v/s Ratio Perm c0.21 0.15 0.01 v/c Ratio 0.39 0.86 1.22 0.35 0.98 0.70 0.03 Uniform Delay, d1 44.8 24.3 35.8 8.3 35.9 33.4 28.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.0 5.6 121.4 0.1 48.2 5.4 0.0 Delay (s) 48.8 29.8 ~ 157.2 8.5 ~ 84.2 38.8 28.7 ~ Level of Service D C F A F D C Approach Delay (s) 30.0 65.0 53.8 28.7 Approach LOS C E D C HCM Average Control Delay 48.9 HCM Level of Service D HCM Volume to Capacity ratio 0.98 Actuated Cycle Length (s) 91.6 Sum of lost time (s) 14.0 Intersection Capacity Utilization 91.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 6: Amador Valley Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~'~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 569 831 103 208 480 27 214 723 185 77 718 478 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.91 0.91 1.00 1.00 0.95 1.00 0.91 0.91 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1610 3370 1583 1770 3539 1583 1610 3285 1770 3539 1583 Flt Permitted 0.95 0.99 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1610 3370 1583 1770 3539 1583 1610 3285 1770 3539 1583 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 587 857 106 214 495 28 221 745 191 79 740 493 RTOR Reduction (vph) 0 0 19 0 0 14 0 12 0 0 0 100 Lane Group Flow (vph) 470 974 87 214 495 14 199 946 0 79 740 393 Turn Type Split Perm Split Perm Split Split Perm Protected Phases 4 4 8 8 2 2 6 6 Permitted Phases 4 8 6 Actuated Green, G (s) 40.0 40.0 40.0 31.8 31.8 31.8 40.0 40.0 40.0 40.0 40.0 Effective Green, g (s) 40.0 40.0 40.0 31.8 31.8 31.8 40.0 40.0 40.0 40.0 40.0 Actuated g/C Ratio 0.23 0.23 0.23 0.19 0.19 0.19 0.23 0.23 0.23 0.23 0.23 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 375 785 369 328 655 293 375 765 412 824 369 v/s Ratio Prot c0.29 0.29 0.12 c0.14 0.12 c0.29 0.04 0.21 v/s Ratio Perm 0.05 0.01 c0.25 v/c Ratio 1.25 1.24 0.24 0.65 0.76 0.05 0.53 1.24 0.19 0.90 1.07 Uniform Delay, d1 65.9 65.9 53.5 64.9 66.3 57.6 57.7 65.9 52.9 63.9 65.9 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 134.2 119.1 0.4 5.1 5.3 0.1 1.8 117.9 0.3 12.7 65.4 Delay (s) 200.1 185.0 53.9 70.0 71.6 57.7 59.5 183.8 53.2 76.7 131.3 Level of Service F F D E E E E F D E F Approach Delay (s) 180.6 70.6 162.4 95.8 Approach LOS F E F F HCM Average Control Delay 135.7 HCM Level of Service F HCM Volume to Capacity ratio 1.10 Actuated Cycle Length (s) I t ti C it Utili ti 171.8 Sum of lost time (s) 20.0 97 5% ICU L l f S i F n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 6 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 7: Dublin Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ '~~ ~~~ ~~ ~~ ~~~ Volume (vph) 163 546 458 2077 549 741 803 1339 2539 688 705 156 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.97 0.91 0.88 0.97 0.91 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) ~ 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 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) 3433 3539 2787 4990 1863 1583 3433 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 181 607 509 2308 610 823 892 1488 2821 764 783 173 RTOR Reduction (vph) 0 0 226 0 0 118 0 0 68 0 0 124 Lane Group Flow (vph) 181 607 284 2308 610 705 892 1488 2753 764 783 49 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 8.9 38.0 38.0 19.0 48.1 48.1 9.0 34.0 53.0 9.0 34.0 34.0 Effective Green, g (s) 8.9 38.0 38.0 19.0 48.1 48.1 9.0 34.0 53.0 9.0 34.0 34.0 Actuated g/C Ratio 0.07 0.32 0.32 0.16 0.40 0.40 0.08 0.28 0.44 0.08 0.28 0.28 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 255 1121 883 790 747 635 257 1441 1347 257 1441 449 v/s Ratio Prot 0.05 0.17 c0.46 0.33 c0.26 0.29 c0.32 0.22 0.15 v/s Ratio Perm 0.10 c0.45 0.66 0.03 v/c Ratio 0.71 0.54 0.32 2.92 0.82 1.11 3.47 1.03 2.04 2.97 0.54 0.11 Uniform Delay, d1 54.3 33.8 31.2 50.5 32.0 36.0 55.5 43.0 33.5 55.5 36.4 31.8 Progression Factor 1.00 1.00 1.00 1.35 0.55 0.51 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.7 1.9 1.0 865.0 1.0 52.0 1121.6 32.5 472.3 898.2 0.5 0.1 Delay (s) 63.0 35.7 32.1 933.2 18.4 70.4 1177.1 75.5 505.8 953.7 37.0 31.9 Level of Service E D C F B E F E F F D C Approach Delay (s) 38.1 594.2 497.8 443.6 Approach LOS D F F F HCM Average Control Delay 470.3 HCM Level of Service F HCM Volume to Capacity ratio 1.96 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 15.0 136 0% ICU L l f S i H n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 8: Dublin Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 363 2850 494 174 2542 274 490 110 169 381 114 368 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4973 ~ 1770 6314 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4973 1770 6314 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 390 3065 531 187 2733 295 527 118 182 410 123 396 RTOR Reduction (vph) 0 17 0 0 13 0 0 0 145 0 0 198 Lane Group Flow (vph) 390 3579 0 187 3015 0 527 118 37 410 123 198 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 17.5 51.4 I 12.5 46.4 16.5 24.1 24.1 13.5 21.1 21.1 Effective Green, g (s) 17.5 51.4 12.5 46.4 16.5 24.1 24.1 13.5 21.1 21.1 Actuated g/C Ratio 0.15 0.43 j 0.10 0.39 0.14 0.20 0.20 0.11 0.18 0.18 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 258 2130 184 2441 243 374 318 199 328 278 v/s Ratio Prot c0.22 c0.72 0.11 0.48 c0.30 c0.06 0.23 0.07 v/s Ratio Perm 0.02 c0.13 v/c Ratio 1.51 1.68 1.02 1.24 2.17 0.32 0.11 2.06 0.38 0.71 Uniform Delay, d1 51.2 34.3 53.8 36.8 51.8 40.9 39.2 53.2 43.6 46.6 Progression Factor 1.07 0.80 0.92 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 232.1 306.3 24.1 106.2 539.3 0.6 0.2 494.1 0.9 8.7 Delay (s) 286.7 333.7 ~ 73.3 142.5 591.1 41.5 39.4 547.4 44.5 55.2 Level of Service F F E F F D D F D E Approach Delay (s) 329.1 138.5 391.3 271.0 Approach LOS F F F F HCM Average Control Delay 260.4 HCM Level of Service F HCM Volume to Capacity ratio 1.54 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 121.2% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 8 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 9: Dublin Boulevard & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 292 2469 637 245 2068 165 708 16 478 241 5 203 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.85 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4929 ~ 1770 5029 1770 1863 1583 1770 1590 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.43 1.00 1.00 0.75 1.00 Satd. Flow (perm) 1770 4929 1770 5029 793 1863 1583 1390 1590 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 314 2655 685 263 2224 177 761 17 514 259 5 218 RTOR Reduction (vph) 0 38 0 0 8 0 0 0 106 0 107 0 Lane Group Flow (vph) 314 3302 0 263 2393 0 761 17 408 259 116 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 11.5 69.0 I 9.5 67.0 27.5 27.5 27.5 27.5 27.5 Effective Green, g (s) 11.5 69.0 9.5 67.0 27.5 27.5 27.5 27.5 27.5 Actuated g/C Ratio 0.10 0.58 j 0.08 0.56 0.23 0.23 0.23 0.23 0.23 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 170 2834 140 2808 182 427 363 319 364 v/s Ratio Prot c0.18 c0.67 0.15 0.48 0.01 0.07 v/s Ratio Perm c0.96 0.26 0.19 v/c Ratio 1.85 1.17 1.88 0.85 4.18 0.04 1.13 0.81 0.32 Uniform Delay, d1 54.2 25.5 55.2 22.3 46.2 36.0 46.2 43.8 38.5 Progression Factor 0.76 1.36 0.75 1.09 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 383.2 74.7 397.8 0.3 1444.5 0.0 85.6 13.8 0.2 Delay (s) 424.5 109.3 ~ 439.5 24.8 1490.7 36.0 131.9 57.6 38.6 ~ Level of Service F F F C F D F E D Approach Delay (s) 136.4 65.7 931.0 48.8 Approach LOS F E F D HCM Average Control Delay 234.8 HCM Level of Service F HCM Volume to Capacity ratio 1.95 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 9.0 143 0% ICU L l f S i H n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 9 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 10: Dublin Boulevard & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~~ ~ ~ ~ ~ ~~ "~ Volume (vph) 363 1887 963 867 1456 234 845 434 1040 321 371 227 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 0.97 1.00 Frt ~ 1.00 0.95 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.94 ~ 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) ~ 1770 4828 ~ 1770 5085 1583 1770 1863 1583 3433 1757 ~ 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) 1770 4828 1770 5085 1583 1770 1863 1583 3433 1757 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 370 1926 983 885 1486 239 862 443 1061 328 379 232 RTOR Reduction (vph) 0 76 0 0 0 159 0 0 304 0 19 0 Lane Group Flow (vph) 370 2833 0 885 1486 80 862 443 757 328 593 0 Turn Type Prot Prot Perm Prot Perm Prot Protected Phases 5 2 ~ 1 6 3 8 7 4 ~ Permitted Phases 6 8 Actuated Green, G (s) 20.5 31.0 I 29.5 40.0 40.0 13.5 27.8 27.8 13.2 27.5 Effective Green, g (s) 20.5 31.0 29.5 40.0 40.0 13.5 27.8 27.8 13.2 27.5 Actuated g/C Ratio 0.17 0.26 j 0.25 0.33 0.33 0.11 0.23 0.23 0.11 0.23 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 3.0 3.0 2.0 3.0 Lane Grp Cap (vph) 302 1247 435 1695 528 199 432 367 378 403 v/s Ratio Prot 0.21 c0.59 c0.50 0.29 c0.49 0.24 0.10 0.34 v/s Ratio Perm 0.05 c0.48 v/c Ratio 1.23 2.27 2.03 0.88 0.15 4.33 1.03 2.06 0.87 1.47 Uniform Delay, d1 49.8 44.5 45.2 37.7 28.1 53.2 46.1 46.1 52.5 46.2 Progression Factor 1.23 0.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 104.2 572.4 473.5 6.7 0.6 1510.9 50.0 487.2 18.0 224.7 Delay (s) 165.6 611.3 ~ 518.8 44.4 28.7 1564.2 96.1 533.3 70.5 271.0 ~ Level of Service F F F D C F F F E F Approach Delay (s) 561.0 203.8 827.0 201.0 Approach LOS F F F F HCM Average Control Delay 491.3 HCM Level of Service F HCM Volume to Capacity ratio 2.32 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 14.0 201 6% ICU L l f S i H n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 10 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 11: Dublin Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~"~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 751 1901 595 251 1934 463 66 28 8 527 85 540 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 1.00 0.97 1.00 1.00 Frt ~ 1.00 0.96 ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 3433 3413 ~ 1770 5085 1583 1770 3539 1583 3433 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3413 1770 5085 1583 1770 3539 1583 3433 1863 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) 791 2001 626 264 2036 487 69 29 8 555 89 568 RTOR Reduction (vph) 0 18 0 0 0 232 0 0 8 0 0 423 Lane Group Flow (vph) 791 2609 0 264 2036 255 69 29 0 555 89 145 Turn Type Prot Prot Perm Prot Perm Prot custom Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 6 8 7 Actuated Green, G (s) 16.5 63.2 I 21.4 68.1 68.1 7.6 4.9 4.9 21.5 18.8 21.5 Effective Green, g (s) 16.5 63.2 21.4 68.1 68.1 7.6 4.9 4.9 21.5 18.8 21.5 Actuated g/C Ratio 0.13 0.49 j 0.16 0.52 0.52 0.06 0.04 0.04 0.17 0.14 0.17 Clearance Time (s) 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 436 1659 291 2664 829 103 133 60 568 269 262 v/s Ratio Prot c0.23 c0.76 c0.15 0.40 0.04 0.01 c0.16 c0.05 v/s Ratio Perm 0.16 0.00 0.09 v/c Ratio 1.81 1.57 0.91 0.76 0.31 0.67 0.22 0.01 0.98 0.33 0.55 Uniform Delay, d1 56.8 33.4 53.3 24.6 17.6 60.0 60.7 60.2 54.0 49.9 49.8 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 375.4 260.6 29.2 2.1 1.0 12.1 1.1 0.0 31.5 0.3 1.4 Delay (s) 432.1 294.0 ~ 82.5 26.7 18.5 72.0 61.8 60.2 85.5 50.2 51.3 Level of Service F F F C B E E E F D D Approach Delay (s) 326.0 30.6 68.4 66.9 Approach LOS F C E E HCM Average Control Delay 171.2 HCM Level of Service F HCM Volume to Capacity ratio 1.34 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 119.2% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 11 HCM Unsignalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 12: St. Patrick Way & Golden Gate Drive PM Peak Hour ~ ~ } I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ Sign Control Stop Stop Stop Stop Volume (vph) 128 110 4 21 117 88 4 510 84 97 280 133 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Hourly flow rate (vph) 152 131 5 25 139 105 5 607 100 115 333 158 Volume Total (vph) 288 25 244 712 Volume Left (vph) 152 25 0 5 Volume Right (vph) 5 0 105 100 Hadj (s) 0.13 0.53 -0.27 -0.05 Departure Headway (s) 8.8 9.6 8.8 7.8 Degree Utilization, x 0.70 0.07 0.60 1.54 Capacity (veh/h) 400 364 394 467 Control Delay (s) 30.0 12.1 22.7 274.1 Approach Delay (s) 30.0 21.7 274.1 Approach LOS D C F Delay ~ 168.8 HCM Level of Service _ F Intersection Capacity Utilization 98.3% Analysis Period (min) 15 607 115 158 -0.08 7.8 1.31 474 176.5 176.5 F ICU Level of Service F 5:00 pm Baseline Synchro 7 - Report Page 12 HCM Signalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 13: St. Patrick Way & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 184 280 24 104 220 691 22 847 150 818 745 151 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.85 1.00 0.98 1.00 0.97 ~ Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1841 ~ 1833 1583 1770 1821 1770 1816 ~ Flt Permitted 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1841 1833 1583 1770 1821 1770 1816 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 202 308 26 114 242 759 24 931 165 899 819 166 RTOR Reduction (vph) 0 3 0 0 0 365 0 6 0 0 6 0 Lane Group Flow (vph) 202 331 0 0 356 394 24 1090 0 899 979 0 Turn Type Split Split Perm Split Split Protected Phases 4 4 ~ 8 8 2 2 6 6 ~ Permitted Phases 8 Actuated Green, G (s) 22.2 22.2 ~ 24.0 24.0 22.0 22.0 22.0 22.0 Effective Green, g (s) 22.2 22.2 24.0 24.0 22.0 22.0 22.0 22.0 Actuated g/C Ratio 0.21 0.21 = 0.22 0.22 0.20 0.20 0.20 0.20 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 363 378 407 351 360 370 360 369 v/s Ratio Prot 0.11 c0.18 0.19 0.01 c0.60 0.51 c0.54 v/s Ratio Perm c0.25 v/c Ratio 0.56 0.88 0.87 1.12 0.07 2.95 2.50 2.65 Uniform Delay, d1 38.6 41.7 40.6 42.1 34.8 43.1 43.1 43.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.8 19.6 18.4 85.5 0.1 883.5 682.0 751.2 Delay (s) 40.4 61.3 ~ 59.1 127.6 34.9 926.6 725.1 794.3 ~ Level of Service D E E F C F F F Approach Delay (s) 53.4 105.7 907.5 761.3 Approach LOS D F F F HCM Average Control Delay 557.9 HCM Level of Service F HCM Volume to Capacity ratio 1.88 Actuated Cycle Length (s) 108.2 Sum of lost time (s) 18.0 Intersection Capacity Utilization 147.5% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 13 HCM Unsignalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 14: I-680 Northbound On-Ramp & Village Parkway PM Peak Hour I Movement EBL EBR NBL NBT SBT SBR Lane Configurations ~' "~ Volume (veh/h) 0 0 32 51 25 891 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 0 0 34 54 27 948 Pedestrians Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 418 pX, platoon unblocked 0.97 0.97 0.97 vC, conflicting volume 623 501 974 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 595 468 958 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 95 cM capacity (veh/h) 431 576 696 Volume Total 88 974 Volume Left 34 0 Volume Right 0 948 cSH 696 1700 Volume to Capacity 0.05 0.57 Queue Length 95th (ft) 4 0 Control Delay (s) 4.3 0.0 Lane LOS A Approach Delay (s) 4.3 0.0 Approach LOS Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 5:00 pm Baseline Synchro 7 - Report Page 14 HCM Unsignalized Intersection Capacity Analysis Cumulative + Maximum FAR Project 15: Saint Patrick Way & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 10 10 10 53 10 64 10 280 77 121 299 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 11 11 58 11 70 11 304 84 132 325 11 Volume Total (vph) 33 138 399 Volume Left (vph) 11 58 11 Volume Right (vph) 11 70 84 Hadj (s) -0.10 -0.18 -0.09 Departure Headway (s) 6.3 5.9 5.0 Degree Utilization, x 0.06 0.23 0.55 Capacity (veh/h) 472 534 691 Control Delay (s) 9.7 10.6 13.9 Approach Delay (s) 9.7 10.6 13.9 Approach LOS A B B Delay ~ 14.8 HCM Level of Service _ B Intersection Capacity Utilization 63.6% Analysis Period (min) 15 467 132 11 0.08 5.0 0.65 696 17.1 17.1 C ICU Level of Service Baseline Synchro 7 - Report Page 1 Cumulative Plus Project (Maximum FAR) Mitigated AM and PM Peak Hour Synch ro Worksheets I-'F.HR ~ PFER TRANSP[7 RTATi{7N C9NSIILTANiS HCM Signalized Intersection Capacity Analysis Cumulative + Max. FAR Project (Mitigated) 1: Amador Valley Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ ~' ~ ~ ~~ ~ ~~ ~~~ Volume (vph) 28 32 46 556 42 319 64 1420 336 451 874 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.91 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 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 1863 1583 1681 1697 1583 1770 3539 1583 3433 5085 1583 Flt Permitted 0.95 1.00 1.00 0.95 0.42 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow (perm) 1770 1863 1583 1681 748 1583 1770 3539 1583 3433 5085 1583 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 32 37 53 639 48 367 74 1632 386 518 1005 33 RTOR Reduction (vph) 0 0 51 0 0 289 0 0 104 0 0 14 Lane Group Flow (vph) 32 37 2 345 342 78 74 1632 282 518 1005 19 Turn Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 3.2 6.2 6.2 25.0 35.7 28.5 8.9 60.7 60.7 23.1 74.9 74.9 Effective Green, g (s) 3.2 6.2 6.2 25.0 35.7 28.5 8.9 60.7 60.7 23.1 74.9 74.9 Actuated g/C Ratio 0.02 0.05 0.05 0.19 0.27 0.21 0.07 0.45 0.45 0.17 0.56 0.56 Clearance Time (s) 4.0 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension (s) 3.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap (vph) 42 87 74 315 378 338 118 1609 720 594 2853 888 v/s Ratio Prot 0.02 0.02 c0.21 0.17 0.04 c0.46 c0.15 0.20 v/s Ratio Perm 0.00 c0.07 0.05 0.18 0.01 v/c Ratio 0.76 0.43 0.03 1.10 0.90 0.23 0.63 1.01 0.39 0.87 0.35 0.02 Uniform Delay, d1 64.8 61.9 60.8 54.2 47.3 43.4 60.7 36.4 24.2 53.8 16.0 13.0 Progression Factor 1.00 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 56.2 1.2 0.1 78.7 23.8 0.1 7.3 26.0 1.6 12.9 0.3 0.0 Delay (s) 120.9 63.1 60.9 132.9 71.1 43.6 68.0 62.4 25.8 66.7 16.4 13.1 Level of Service F E E F E D E E C E B B Approach Delay (s) 77.3 81.7 55.9 33.1 Approach LOS E F E C HCM Average Control Delay 54.7 HCM Level of Service D HCM Volume to Capacity ratio 0.98 Actuated Cycle Length (s) 133.5 Sum of lost time (s) 14.0 Intersection Capacity Utilization 87.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Cumulative + Max. FAR Project (Mitigated) 6: Amador Valley Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 298 442 34 341 701 25 144 386 58 144 674 377 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 3539 1583 1770 3539 1583 1770 3470 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 3470 1770 3539 1583 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 347 514 40 397 815 29 167 449 67 167 784 438 RTOR Reduction (vph) 0 0 27 0 0 14 0 12 0 0 0 153 Lane Group Flow (vph) 347 514 13 397 815 15 167 504 0 167 784 285 Turn Type Prot Perm Prot Perm Prot Prot Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Actuated Green, G (s) 20.0 22.0 22.0 23.0 25.0 25.0 10.0 25.0 10.0 25.0 25.0 Effective Green, g (s) 20.0 22.0 22.0 23.0 25.0 25.0 10.0 25.0 10.0 25.0 25.0 Actuated g/C Ratio 0.20 0.22 0.22 0.23 0.25 0.25 0.10 0.25 0.10 0.25 0.25 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 354 779 348 407 885 396 177 868 177 885 396 v/s Ratio Prot 0.20 0.15 c0.22 c0.23 c0.09 0.15 0.09 c0.22 v/s Ratio Perm 0.01 0.01 0.18 v/c Ratio 0.98 0.66 0.04 0.98 0.92 0.04 0.94 0.58 0.94 0.89 0.72 Uniform Delay, d1 39.8 35.6 30.7 38.2 36.5 28.4 44.7 32.9 44.7 36.1 34.3 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 42.5 2.3 0.1 37.9 14.8 0.1 51.4 1.2 51.4 10.8 6.6 Delay (s) 82.3 37.8 30.7 76.2 51.4 28.4 96.2 34.1 96.2 47.0 40.9 Level of Service F D C E D C F C F D D Approach Delay (s) 54.6 58.8 49.3 51.0 Approach LOS D E D D HCM Average Control Delay 53.8 HCM Level of Service D HCM Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Cumulative + Max. FAR Project (Mitigated) 7: Dublin Boulevard & San Ramon Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ ~'~~ ~~~ ~~ ~~ ~~~ Volume (vph) 191 364 728 841 258 379 581 1535 1444 344 999 207 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.94 0.91 0.88 0.97 0.91 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) ~ 3433 3539 2787 4990 1863 1583 4990 5085 2787 3433 5085 1583 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) 3433 3539 2787 4990 1863 1583 4990 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 208 396 791 914 280 412 632 1668 1570 374 1086 225 RTOR Reduction (vph) 0 0 454 0 0 194 0 0 26 0 0 158 Lane Group Flow (vph) 208 396 337 914 280 218 632 1668 1544 374 1086 67 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 17.6 21.0 21.0 24.0 27.4 27.4 19.4 42.0 66.0 13.0 35.6 35.6 Effective Green, g (s) 17.6 21.0 21.0 24.0 27.4 27.4 19.4 42.0 66.0 13.0 35.6 35.6 Actuated g/C Ratio 0.15 0.18 0.18 0.20 0.23 0.23 0.16 0.35 0.55 0.11 0.30 0.30 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 504 619 488 998 425 361 807 1780 1533 372 1509 470 v/s Ratio Prot 0.06 0.11 0.18 0.15 0.13 0.33 c0.20 c0.11 0.21 v/s Ratio Perm c0.12 0.14 0.35 0.04 v/c Ratio 0.41 0.64 0.69 0.92 0.66 0.60 0.78 0.94 1.01 1.01 0.72 0.14 Uniform Delay, d1 46.5 46.0 46.5 47.0 42.1 41.5 48.3 37.7 27.0 53.5 37.7 31.0 Progression Factor 1.00 1.00 1.00 0.84 0.81 1.02 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 5.0 7.8 11.6 7.1 6.7 5.0 10.0 24.7 48.0 1.8 0.2 Delay (s) 47.1 51.0 54.3 50.9 41.3 49.0 53.3 47.8 51.7 101.5 39.5 31.2 Level of Service D D D D D D D D D F D C Approach Delay (s) 52.3 48.7 50.3 52.2 Approach LOS D D D D HCM Average Control Delay 50.7 HCM Level of Service D HCM Volume to Capacity ratio 0.94 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 20.0 84 5% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Cumulative + Max. FAR Project (Mitigated) 8: Dublin Boulevard & Regional Street AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 168 1750 224 78 875 123 311 46 68 179 38 168 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4999 ~ 1770 6289 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4999 1770 6289 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 175 1823 233 81 911 128 324 48 71 186 40 175 RTOR Reduction (vph) 0 9 0 0 15 0 0 0 66 0 0 161 Lane Group Flow (vph) 175 2047 0 81 1024 0 324 48 5 186 40 14 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 15.8 66.6 i 5.5 56.3 19.5 7.8 7.8 21.6 9.9 9.9 Effective Green, g (s) 15.8 66.6 5.5 56.3 19.5 7.8 7.8 21.6 9.9 9.9 Actuated g/C Ratio 0.13 0.55 j 0.05 0.47 0.16 0.06 0.06 0.18 0.08 0.08 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 233 2774 81 2951 288 121 103 319 154 131 v/s Ratio Prot 0.10 c0.41 c0.05 0.16 c0.18 0.03 c0.11 0.02 v/s Ratio Perm 0.00 0.01 v/c Ratio 0.75 0.74 1.00 0.35 1.12 0.40 0.04 0.58 0.26 0.11 Uniform Delay, d1 50.2 20.1 57.2 20.2 50.2 53.8 52.6 45.1 51.6 51.0 Progression Factor 0.98 1.02 0.66 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.1 0.6 98.0 0.3 91.0 2.5 0.2 1.8 1.1 0.4 Delay (s) 53.4 21.0 ~ 135.7 6.9 141.3 56.4 52.8 46.8 52.7 51.4 Level of Service D C F A F E D D D D Approach Delay (s) 23.6 16.2 117.9 49.4 Approach LOS C B F D HCM Average Control Delay 34.0 HCM Level of Service C HCM Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 78.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Cumulative + Max. FAR Project (Mitigated) 10: Dublin Boulevard & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~~ ~ ~~ ~~"~ ~ ~ ~~ ~~ Volume (vph) 169 859 471 433 794 139 283 136 482 138 309 94 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.97 0.91 1.00 1.00 0.88 0.97 1.00 1.00 Frt ~ 1.00 1.00 0.85 1.00 0.98 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 5085 1583 3433 4972 1770 1863 2787 3433 1863 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 5085 1583 3433 4972 1770 1863 2787 3433 1863 1583 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 176 895 491 451 827 145 295 142 502 144 322 98 RTOR Reduction (vph) 0 0 347 0 18 0 0 0 436 0 0 78 Lane Group Flow (vph) 176 895 144 451 954 0 295 142 66 144 322 20 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 15.1 35.3 35.3 18.4 38.6 23.1 15.8 15.8 32.0 24.7 24.7 Effective Green, g (s) 15.1 35.3 35.3 18.4 38.6 23.1 15.8 15.8 32.0 24.7 24.7 Actuated g/C Ratio 0.13 0.29 0.29 0.15 0.32 0.19 0.13 0.13 0.27 0.21 0.21 Clearance Time (s) 4.5 5.0 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 2.0 3.0 3.0 2.0 3.0 3.0 Lane Grp Cap (vph) 223 1496 466 526 1599 341 245 367 915 383 326 v/s Ratio Prot 0.10 0.18 c0.13 c0.19 c0.17 0.08 0.04 c0.17 v/s Ratio Perm 0.09 0.02 0.01 v/c Ratio 0.79 0.60 0.31 0.86 0.60 0.87 0.58 0.18 0.16 0.84 0.06 Uniform Delay, d1 50.9 36.3 32.9 49.5 34.2 46.9 49.0 46.3 33.7 45.8 38.3 Progression Factor 0.79 0.93 2.93 0.79 0.75 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 13.7 1.5 1.5 11.5 1.5 19.2 3.3 0.2 0.0 15.2 0.1 Delay (s) 54.0 35.2 97.9 50.6 27.3 66.2 52.3 46.6 33.7 61.0 38.4 Level of Service D D F D C E D D C E D Approach Delay (s) 57.0 34.7 53.6 50.1 Approach LOS E C D D HCM Average Control Delay 48.3 HCM Level of Service D HCM Volume to Capacity ratio 0.77 Actuated Cycle Length (s) I t ti C it Utili ti 120.0 Sum of lost time (s) 18.5 76 3% ICU L l f S i D n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Cumulative + Max. FAR Project (Mitigated) 11: Dublin Boulevard & Village Parkway AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 265 937 280 157 951 385 14 8 4 540 213 353 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 1.00 1.00 0.95 1.00 0.97 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) ~ 3433 3539 1583 1770 5085 1583 1770 3539 1583 3433 1863 1583 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) 3433 3539 1583 1770 5085 1583 1770 3539 1583 3433 1863 1583 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 301 1065 318 178 1081 438 16 9 5 614 242 401 RTOR Reduction (vph) 0 0 119 0 0 198 0 0 5 0 0 298 Lane Group Flow (vph) 301 1065 199 178 1081 240 16 9 0 614 242 103 Turn Type Prot Perm Prot Perm Prot Perm Prot c ustom Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 7 Actuated Green, G (s) 10.7 64.8 64.8 11.7 65.8 65.8 2.5 4.5 4.5 20.0 22.0 20.0 Effective Green, g (s) 10.7 64.8 64.8 11.7 65.8 65.8 2.5 4.5 4.5 20.0 22.0 20.0 Actuated g/C Ratio 0.09 0.54 0.54 0.10 0.55 0.55 0.02 0.04 0.04 0.17 0.18 0.17 Clearance Time (s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 306 1911 855 173 2788 868 37 133 59 572 342 264 v/s Ratio Prot c0.09 c0.30 c0.10 0.21 c0.01 0.00 c0.18 0.13 v/s Ratio Perm 0.13 0.15 0.00 0.06 v/c Ratio 0.98 0.56 0.23 1.03 0.39 0.28 0.43 0.07 0.00 1.07 0.71 0.39 Uniform Delay, d1 54.6 18.2 14.5 54.1 15.5 14.4 58.0 55.7 55.6 50.0 46.0 44.6 Progression Factor 0.69 0.99 1.32 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 44.3 1.1 0.6 76.2 0.4 0.8 2.9 0.3 0.0 58.9 5.4 0.3 Delay (s) 82.2 19.0 19.7 130.4 16.0 15.2 61.0 56.0 55.6 108.9 51.4 44.9 Level of Service F B B F B B E E E F D D Approach Delay (s) 30.4 27.8 58.6 77.4 Approach LOS C C E E HCM Average Control Delay 42.3 HCM Level of Service D HCM Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Baseline Synchro 7 - Report Page 6 HCM Unsignalized Intersection Capacity Analysis Cumulative + Max. FAR Project (Mitigated) 12: St. Patrick Way & Golden Gate Drive AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~"~ ~ "~ ~"~ ~"~ Sign Control Stop Stop Stop Stop Volume (vph) 62 81 2 66 41 38 0 147 22 60 420 42 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Hourly flow rate (vph) 81 105 3 86 53 49 0 191 29 78 545 55 Volume Total (vph) 133 Volume Left (vph) 81 Volume Right (vph) 0 Hadj (s) 0.34 Departure Headway (s) 7.4 Degree Utilization, x 0.27 Capacity (veh/h) 460 Control Delay (s) 11.9 Approach Delay (s) 11.3 Approach LOS B HCM Level of Service Intersection Capacity Utilization Analysis Period (min) 55 86 103 95 124 351 327 0 86 0 0 0 78 0 3 0 49 0 29 0 55 0.00 0.53 -0.30 0.03 -0.13 0.15 -0.08 7.0 7.6 6.7 6.7 6.5 6.2 6.0 0.11 0.18 0.19 0.18 0.22 0.60 0.54 478 445 499 510 523 567 589 9.7 11.0 10.1 9.9 10.2 17.0 14.6 10.6 10.1 15.9 B B C 13.4 ~ B 39.8% ICU Level of Service A Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Cumulative + Max. FAR Project (Mitigated) 13: St. Patrick Way & Amador Plaza Road AM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 62 134 28 82 185 532 15 245 32 615 370 53 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.85 1.00 0.98 1.00 0.98 ~ Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1815 ~ 1835 1583 1770 1831 1770 1828 ~ Flt Permitted 0.95 1.00 0.84 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1815 1561 1583 1770 1831 1770 1828 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 65 140 29 85 193 554 16 255 33 641 385 55 RTOR Reduction (vph) 0 8 0 0 0 437 0 5 0 0 4 0 Lane Group Flow (vph) 65 161 0 0 278 117 16 283 0 641 436 0 Turn Type Prot Perm Perm Prot Prot Protected Phases 7 4 ~ 8 5 2 1 6 ~ Permitted Phases 8 8 Actuated Green, G (s) 4.0 28.3 ~ 20.3 20.3 2.8 21.7 32.7 51.6 ] Effective Green, g (s) 4.0 28.3 20.3 20.3 2.8 21.7 32.7 51.6 Actuated g/C Ratio 0.04 0.29 ~ 0.21 0.21 0.03 0.23 0.34 0.54 ] Clearance Time (s) 4.0 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 74 534 329 334 52 413 602 981 v/s Ratio Prot c0.04 0.09 0.01 c0.15 c0.36 0.24 v/s Ratio Perm c0.18 0.07 v/c Ratio 0.88 0.30 0.84 0.35 0.31 0.69 1.06 0.44 Uniform Delay, d1 45.9 26.3 36.4 32.3 45.8 34.1 31.8 13.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 64.1 0.3 17.7 0.6 3.3 4.7 55.1 0.3 Delay (s) 109.9 26.6 ~ 54.1 33.0 49.1 38.8 86.9 13.9 ~ Level of Service F C D C D D F B Approach Delay (s) 49.8 40.0 39.4 57.2 Approach LOS D D D E HCM Average Control Delay 48.4 HCM Level of Service D HCM Volume to Capacity ratio 0.89 Actuated Cycle Length (s) I t ti C it Utili ti 96.2 Sum of lost time (s) 17.5 86 9% ICU L l f S i E n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group Baseline Synchro 7 - Report Page 8 HCM Signalized Intersection Capacity Analysis Cumulative + Max. FAR Project (Mitigated) 6: Amador Valley Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~ ~ ~ ~~ ~ ~ ~"~ ~ ~~ Volume (vph) 569 831 103 208 480 27 214 723 185 77 718 478 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Frt ~ 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 3539 1583 1770 3539 1583 1770 3431 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 3431 1770 3539 1583 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 587 857 106 214 495 28 221 745 191 79 740 493 RTOR Reduction (vph) 0 0 29 0 0 17 0 16 0 0 0 130 Lane Group Flow (vph) 587 857 77 214 495 11 221 920 0 79 740 363 Turn Type Prot Perm Prot Perm Prot Prot Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 6 Actuated Green, G (s) 46.0 47.4 47.4 22.1 23.5 23.5 17.0 41.0 8.0 32.0 32.0 Effective Green, g (s) 46.0 47.4 47.4 22.1 23.5 23.5 17.0 41.0 8.0 32.0 32.0 Actuated g/C Ratio 0.33 0.34 0.34 0.16 0.17 0.17 0.12 0.30 0.06 0.23 0.23 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 588 1211 542 282 600 269 217 1016 102 818 366 v/s Ratio Prot c0.33 0.24 0.12 c0.14 c0.12 0.27 0.04 0.21 v/s Ratio Perm 0.05 0.01 c0.23 v/c Ratio 1.00 0.71 0.14 0.76 0.82 0.04 1.02 0.91 0.77 0.90 0.99 Uniform Delay, d1 46.2 39.5 31.5 55.7 55.5 48.1 60.8 46.9 64.4 51.8 53.1 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 36.4 2.1 0.2 11.8 9.4 0.1 65.9 11.5 31.4 13.6 44.7 Delay (s) 82.7 41.6 31.7 67.4 65.0 48.2 126.7 58.4 95.7 65.4 97.9 Level of Service F D C E E D F E F E F Approach Delay (s) 56.5 65.0 71.4 79.4 Approach LOS E E E E HCM Average Control Delay 67.8 HCM Level of Service E HCM Volume to Capacity ratio 0.97 Actuated Cycle Length (s) 138.5 Sum of lost time (s) 20.0 Intersection Capacity Utilization 93.2% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 1 HCM Signalized Intersection Capacity Analysis Cumulative + Max. FAR Project (Mitigated) 7: Dublin Boulevard & San Ramon Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~~ ~~~ ~ ~ ~'~~ ~~~ ~~ ~~ ~~~ Volume (vph) 163 546 458 2077 549 741 803 1339 2539 688 705 156 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.95 0.88 0.94 1.00 1.00 0.94 0.91 0.88 0.97 0.91 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) ~ 3433 3539 2787 4990 1863 1583 4990 5085 2787 3433 5085 1583 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) 3433 3539 2787 4990 1863 1583 4990 5085 2787 3433 5085 1583 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 181 607 509 2308 610 823 892 1488 2821 764 783 173 RTOR Reduction (vph) 0 0 333 0 0 231 0 0 2 0 0 121 Lane Group Flow (vph) 181 607 176 2308 610 592 892 1488 2819 764 783 52 Turn Type Prot Perm Prot Perm Prot pm+ov Prot Perm Protected Phases 5 2 1 6 7 4 1 3 8 Permitted Phases 2 6 4 8 Actuated Green, G (s) 9.0 22.0 22.0 39.0 52.0 52.0 17.0 38.0 77.0 21.0 42.0 42.0 Effective Green, g (s) 9.0 22.0 22.0 39.0 52.0 52.0 17.0 38.0 77.0 21.0 42.0 42.0 Actuated g/C Ratio 0.06 0.16 0.16 0.28 0.37 0.37 0.12 0.27 0.55 0.15 0.30 0.30 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 3.0 3.0 4.0 4.0 Lane Grp Cap (vph) 221 556 438 1390 692 588 606 1380 1533 515 1526 475 v/s Ratio Prot 0.05 0.17 0.46 0.33 0.18 0.29 c0.51 c0.22 0.15 v/s Ratio Perm 0.06 c0.37 0.50 0.03 v/c Ratio 0.82 1.09 0.40 1.66 0.88 1.01 1.47 1.08 1.84 1.48 0.51 0.11 Uniform Delay, d1 64.7 59.0 53.1 50.5 41.1 44.0 61.5 51.0 31.5 59.5 40.5 35.5 Progression Factor 1.00 1.00 1.00 0.57 0.84 0.84 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 20.5 65.5 2.7 297.5 1.7 12.9 221.3 48.3 380.0 227.8 0.4 0.1 Delay (s) 85.2 124.5 55.8 326.3 36.2 49.9 282.8 99.3 411.5 287.3 40.9 35.6 Level of Service F F E F D D F F F F D D Approach Delay (s) 92.1 218.2 300.1 149.8 Approach LOS F F F F HCM Average Control Delay 230.3 HCM Level of Service F HCM Volume to Capacity ratio 1.58 Actuated Cycle Length (s) I t ti C it Utili ti 140.0 Sum of lost time (s) 15.0 136 0% ICU L l f S i H n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 2 HCM Signalized Intersection Capacity Analysis Cumulative + Max. FAR Project (Mitigated) 8: Dublin Boulevard & Regional Street PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ f f f "~ Volume (vph) 363 2850 494 174 2542 274 490 110 169 381 114 368 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.86 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.98 ~ 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) ~ 1770 4973 ~ 1770 6314 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 4973 1770 6314 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 390 3065 531 187 2733 295 527 118 182 410 123 396 RTOR Reduction (vph) 0 15 0 0 12 0 0 0 89 0 0 179 Lane Group Flow (vph) 390 3581 0 187 3016 0 527 118 93 410 123 217 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 ~ 1 6 3 8 7 4 Permitted Phases 8 4 Actuated Green, G (s) 16.5 67.8 I 8.5 59.8 21.5 27.7 27.7 17.5 23.7 23.7 Effective Green, g (s) 16.5 67.8 8.5 59.8 21.5 27.7 27.7 17.5 23.7 23.7 Actuated g/C Ratio 0.12 0.48 j 0.06 0.43 0.15 0.20 0.20 0.12 0.17 0.17 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap (vph) 209 2408 107 2697 272 369 313 221 315 268 v/s Ratio Prot c0.22 c0.72 c0.11 0.48 c0.30 0.06 c0.23 0.07 v/s Ratio Perm 0.06 c0.14 v/c Ratio 1.87 1.49 1.75 1.12 1.94 0.32 0.30 1.86 0.39 0.81 Uniform Delay, d1 61.8 36.1 65.8 40.1 59.2 48.1 47.9 61.2 51.7 56.0 Progression Factor 1.05 0.95 0.61 0.35 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 391.4 219.3 340.0 53.8 435.1 0.6 0.6 401.8 0.9 16.6 Delay (s) 456.1 253.8 ~ 380.0 67.9 494.4 48.7 48.5 463.0 52.7 72.6 Level of Service F F F E F D D F D E Approach Delay (s) 273.6 86.0 332.7 242.3 Approach LOS F F F F HCM Average Control Delay 208.5 HCM Level of Service F HCM Volume to Capacity ratio 1.61 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 121.2% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 3 HCM Signalized Intersection Capacity Analysis Cumulative + Max. FAR Project (Mitigated) 9: Dublin Boulevard & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~~"~ ~ ~~"~ ~ ~ ~ ~ "~ Volume (vph) 292 2469 637 245 2068 165 708 16 478 241 5 203 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.97 ~ 1.00 0.99 1.00 1.00 0.85 1.00 0.85 ~ Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 4929 ~ 1770 5029 1770 1863 1583 1770 1590 ~ Flt Permitted 0.95 1.00 0.95 1.00 0.55 1.00 1.00 0.75 1.00 Satd. Flow (perm) 1770 4929 1770 5029 1025 1863 1583 1390 1590 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 314 2655 685 263 2224 177 761 17 514 259 5 218 RTOR Reduction (vph) 0 33 0 0 6 0 0 0 118 0 124 0 Lane Group Flow (vph) 314 3307 0 263 2395 0 761 17 396 259 99 0 Turn Type Prot Prot Perm Perm Perm Protected Phases 5 2 ~ 1 6 8 4 ~ Permitted Phases 8 8 4 Actuated Green, G (s) 13.5 54.0 I 11.5 52.0 60.5 60.5 60.5 60.5 60.5 Effective Green, g (s) 13.5 54.0 11.5 52.0 60.5 60.5 60.5 60.5 60.5 Actuated g/C Ratio 0.10 0.39 j 0.08 0.37 0.43 0.43 0.43 0.43 0.43 Clearance Time (s) 4.5 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 171 1901 145 1868 443 805 684 601 687 v/s Ratio Prot 0.18 c0.67 c0.15 0.48 0.01 0.06 v/s Ratio Perm c0.74 0.25 0.19 v/c Ratio 1.84 1.74 1.81 1.28 1.72 0.02 0.58 0.43 0.14 Uniform Delay, d1 63.2 43.0 64.2 44.0 39.8 22.8 30.1 27.7 24.1 Progression Factor 0.95 0.93 1.37 1.08 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 378.4 333.1 368.7 127.3 332.5 0.0 0.7 0.2 0.0 Delay (s) 438.4 373.3 ~ 456.6 174.7 372.2 22.8 30.9 27.9 24.1 ~ Level of Service F F F F F C C C C Approach Delay (s) 378.9 202.5 231.8 26.2 Approach LOS F F F C HCM Average Control Delay 276.3 HCM Level of Service F HCM Volume to Capacity ratio 1.74 Actuated Cycle Length (s) I t ti C it Utili ti 140.0 Sum of lost time (s) 14.0 143 0% ICU L l f S i H n ersec on apac y za on Analysis Period (min) . eve o erv ce 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 4 HCM Signalized Intersection Capacity Analysis Cumulative + Max. FAR Project (Mitigated) 10: Dublin Boulevard & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~ ~~ ~~"~ ~ ~ ~~ ~~ Volume (vph) 363 1887 963 867 1456 234 845 434 1040 321 371 227 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 0.97 0.91 1.00 1.00 0.88 0.97 1.00 1.00 Frt ~ 1.00 1.00 0.85 1.00 0.98 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) ~ 3433 3539 1583 3433 4980 1770 1863 2787 3433 1863 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) 3433 3539 1583 3433 4980 1770 1863 2787 3433 1863 1583 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 370 1926 983 885 1486 239 862 443 1061 328 379 232 RTOR Reduction (vph) 0 0 274 0 15 0 0 0 268 0 0 154 Lane Group Flow (vph) 370 1926 709 885 1710 0 862 443 793 328 379 78 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G (s) 15.1 47.5 47.5 17.5 49.9 29.5 41.7 41.7 14.8 27.0 27.0 Effective Green, g (s) 15.1 47.5 47.5 17.5 49.9 29.5 41.7 41.7 14.8 27.0 27.0 Actuated g/C Ratio 0.11 0.34 0.34 0.12 0.36 0.21 0.30 0.30 0.11 0.19 0.19 Clearance Time (s) 4.5 5.0 5.0 4.5 5.0 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 2.0 3.0 3.0 2.0 3.0 3.0 Lane Grp Cap (vph) 370 1201 537 429 1775 373 555 830 363 359 305 v/s Ratio Prot 0.11 c0.54 c0.26 0.34 c0.49 0.24 0.10 c0.20 v/s Ratio Perm 0.45 0.28 0.05 v/c Ratio 1.00 1.60 1.32 2.06 0.96 2.31 0.80 0.96 0.90 1.06 0.26 Uniform Delay, d1 62.5 46.2 46.2 61.2 44.1 55.2 45.3 48.2 61.9 56.5 48.0 Progression Factor 0.69 0.62 0.38 0.73 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.0 272.0 145.2 483.7 10.8 598.3 7.9 21.0 24.4 62.9 0.4 Delay (s) 56.9 300.7 162.6 528.7 40.2 653.6 53.1 69.3 86.3 119.4 48.4 Level of Service E F F F D F D E F F D Approach Delay (s) 231.8 205.9 279.1 90.3 Approach LOS F F F F HCM Average Control Delay 222.2 HCM Level of Service F HCM Volume to Capacity ratio 1.66 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 14.0 Intersection Capacity Utilization 158.7% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis Cumulative + Max. FAR Project (Mitigated) 11: Dublin Boulevard & Village Parkway PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~~ ~ ~ ~~~ ~ ~ ~~ ~ ~~ Volume (vph) 751 1901 595 251 1934 463 66 28 8 527 85 540 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 1.00 1.00 0.95 1.00 0.97 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) ~ 3433 3539 1583 1770 5085 1583 1770 3539 1583 3433 1863 1583 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) 3433 3539 1583 1770 5085 1583 1770 3539 1583 3433 1863 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) 791 2001 626 264 2036 487 69 29 8 555 89 568 RTOR Reduction (vph) 0 0 110 0 0 205 0 0 8 0 0 496 Lane Group Flow (vph) 791 2001 516 264 2036 282 69 29 0 555 89 72 Turn Type Prot Perm Prot Perm Prot Perm Prot custom Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 7 Actuated Green, G (s) 20.5 83.0 83.0 14.5 77.0 77.0 8.7 5.8 5.8 17.7 14.8 17.7 Effective Green, g (s) 20.5 83.0 83.0 14.5 77.0 77.0 8.7 5.8 5.8 17.7 14.8 17.7 Actuated g/C Ratio 0.15 0.59 0.59 0.10 0.55 0.55 0.06 0.04 0.04 0.13 0.11 0.13 Clearance Time (s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 4.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 503 2098 938 183 2797 871 110 147 66 434 197 200 v/s Ratio Prot c0.23 c0.57 c0.15 0.40 0.04 0.01 c0.16 c0.05 v/s Ratio Perm 0.33 0.18 0.00 0.05 v/c Ratio 1.57 0.95 0.55 1.44 0.73 0.32 0.63 0.20 0.01 1.28 0.45 0.36 Uniform Delay, d1 59.8 26.7 17.2 62.8 23.6 17.2 64.1 64.9 64.3 61.1 58.8 56.0 Progression Factor 0.63 0.31 0.18 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 258.5 1.5 0.2 227.3 1.7 1.0 7.8 0.9 0.0 142.2 0.6 0.4 Delay (s) 296.3 9.6 3.4 290.0 25.3 18.2 71.9 65.8 64.4 203.4 59.4 56.4 Level of Service F A A F C B E E E F E E Approach Delay (s) 74.8 49.2 69.6 123.9 Approach LOS E D E F HCM Average Control Delay 73.2 HCM Level of Service E HCM Volume to Capacity ratio 1.13 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 100.2% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 6 HCM Unsignalized Intersection Capacity Analysis Cumulative + Max. FAR Project (Mitigated) 12: St. Patrick Way & Golden Gate Drive PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~"~ ~ "~ ~"~ ~"~ Sign Control Stop Stop Stop Stop Volume (vph) 128 110 4 21 117 88 4 510 84 97 280 133 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Hourly flow rate (vph) 152 131 5 25 139 105 5 607 100 115 333 158 Volume Total (vph) 218 70 25 244 308 404 282 325 Volume Left (vph) 152 0 25 0 5 0 115 0 Volume Right (vph) 0 5 0 105 0 100 0 158 Hadj (s) 0.38 -0.01 0.53 -0.27 0.04 -0.14 0.24 -0.31 Departure Headway (s) 8.9 8.5 9.1 8.3 7.8 7.6 8.1 7.5 Degree Utilization, x 0.54 0.17 0.06 0.56 0.67 0.85 0.63 0.68 Capacity (veh/h) 383 401 372 409 451 468 430 463 Control Delay (s) 20.6 12.0 11.5 20.3 23.7 39.2 22.9 24.0 Approach Delay (s) 18.5 19.5 32.5 23.5 Approach LOS C C D C Delay ~ 25.6 HCM Level of Service _ D Intersection Capacity Utilization 63.7% ICU Level of Service Analysis Period (min) 15 5:00 pm Baseline Synchro 7 - Report Page 7 HCM Signalized Intersection Capacity Analysis Cumulative + Max. FAR Project (Mitigated) 13: St. Patrick Way & Amador Plaza Road PM Peak Hour ~ ~ I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ "~ ~' ~ ~ "~ ~ "~ Volume (vph) 184 280 24 104 220 691 22 847 150 818 745 151 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ~ 1.00 0.99 ~ 1.00 0.85 1.00 0.98 1.00 0.97 ~ Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) ~ 1770 1841 ~ 1833 1583 1770 1821 1770 1816 ~ Flt Permitted 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1841 1833 1583 1770 1821 1770 1816 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 202 308 26 114 242 759 24 931 165 899 819 166 RTOR Reduction (vph) 0 2 0 0 0 323 0 4 0 0 5 0 Lane Group Flow (vph) 202 332 0 0 356 436 24 1092 0 899 980 0 Turn Type Prot Split Perm Prot Prot Protected Phases 7 4! ~ 8! 8 5 2 1 6 ~ Permitted Phases 8 Actuated Green, G (s) 10.5 41.5 ~ 26.5 26.5 2.5 58.3 38.5 94.3 Effective Green, g (s) 10.5 41.5 26.5 26.5 2.5 58.3 38.5 94.3 Actuated g/C Ratio 0.07 0.27 = 0.17 0.17 0.02 0.38 0.25 0.62 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 122 503 320 276 29 699 449 1128 v/s Ratio Prot c0.11 0.18 0.19 0.01 c0.60 c0.51 0.54 v/s Ratio Perm c0.28 v/c Ratio 1.66 0.66 1.11 1.58 0.83 1.56 2.00 0.87 Uniform Delay, d1 70.7 48.9 62.7 62.7 74.4 46.8 56.7 23.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 328.5 3.1 84.1 278.0 95.2 259.8 458.9 7.3 Delay (s) 399.2 52.0 ~ 146.8 340.6 169.7 306.5 515.5 31.0 ~ Level of Service F D F F F F F C Approach Delay (s) 182.9 278.7 303.6 262.2 Approach LOS F F F F HCM Average Control Delay 267.0 HCM Level of Service F HCM Volume to Capacity ratio 1.70 Actuated Cycle Length (s) 151.8 Sum of lost time (s) 18.0 Intersection Capacity Utilization 147.5% ICU Level of Service H Analysis Period (min) 15 Phase conflict between lane groups. c Critical Lane Group 5:00 pm Baseline Synchro 7 - Report Page 8