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14288 Old US-12 Medical Office Traffic Impact Analysis

WASHTENAW ENGINEERING

FUTURE 2020 AM PEAK HOUR

Capacity Analysis Output

HCM Signalized Intersection Summary OLD US-12 & M52FUTURE AM PEAK HOUR

Synchro 10 Report08/24/2020

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 142 321 68 119 132 119 91 285 209 390 513 44Future Volume (veh/h) 142 321 68 119 132 119 91 285 209 390 513 44Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 189 428 91 180 200 180 149 467 343 494 649 56Adj No. of Lanes 1 1 0 1 1 1 1 1 1 1 1 0Peak Hour Factor 0.75 0.75 0.75 0.66 0.66 0.66 0.61 0.61 0.61 0.79 0.79 0.79Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 330 504 107 135 630 535 243 628 534 243 570 49Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.14 0.34 0.34 0.14 0.34 0.34Sat Flow, veh/h 999 1490 317 879 1863 1583 1774 1863 1583 1774 1691 146Grp Volume(v), veh/h 189 0 519 180 200 180 149 467 343 494 0 705Grp Sat Flow(s),veh/h/ln 999 0 1807 879 1863 1583 1774 1863 1583 1774 0 1837Q Serve(g_s), s 17.3 0.0 26.7 7.1 8.0 8.5 7.9 22.2 18.3 13.7 0.0 33.7Cycle Q Clear(g_c), s 25.3 0.0 26.7 33.8 8.0 8.5 7.9 22.2 18.3 13.7 0.0 33.7Prop In Lane 1.00 0.18 1.00 1.00 1.00 1.00 1.00 0.08Lane Grp Cap(c), veh/h 330 0 611 135 630 535 243 628 534 243 0 619V/C Ratio(X) 0.57 0.00 0.85 1.34 0.32 0.34 0.61 0.74 0.64 2.03 0.00 1.14Avail Cap(c_a), veh/h 330 0 611 135 630 535 243 628 534 243 0 619HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 33.9 0.0 30.7 48.3 24.5 24.7 40.7 29.3 28.1 43.2 0.0 33.2Incr Delay (d2), s/veh 7.0 0.0 13.8 193.4 1.3 1.7 11.0 7.8 5.9 478.8 0.0 80.9Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 5.4 0.0 15.6 10.9 4.3 4.0 4.6 12.8 8.9 39.0 0.0 30.9LnGrp Delay(d),s/veh 41.0 0.0 44.6 241.8 25.9 26.4 51.7 37.1 33.9 521.9 0.0 114.0LnGrp LOS D D F C C D D C F FApproach Vol, veh/h 708 560 959 1199Approach Delay, s/veh 43.6 95.4 38.2 282.1Approach LOS D F D F

Timer 1 2 3 4 5 6 7 8Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 20.0 40.0 40.0 20.0 40.0 40.0Change Period (Y+Rc), s 6.3 6.3 6.2 6.3 6.3Max Green Setting (Gmax), s 13.7 33.7 34 13.7 33.7Max Q Clear Time (g_c+I1), s 15.7 24.2 28.7 9.9 35.7Green Ext Time (p_c), s 0.0 2.8 1.8 0.1 0.0

6.234

35.8 0.0

Intersection SummaryHCM 2010 Ctrl Delay 134.0HCM 2010 LOS F

Notes

HCM Signalized Intersection Summary OLD US-12 & FREER RDFUTURE AM PEAK HOUR


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 164 333 19 81 254 153 23 33 19 293 14 142Future Volume (veh/h) 164 333 19 81 254 153 23 33 19 293 14 142Number 1 6 16 5 2 12 7 4 14 3 8 18Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900Adj Flow Rate, veh/h 222 450 26 127 397 239 32 46 27 326 16 158Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0Peak Hour Factor 0.74 0.74 0.74 0.64 0.64 0.64 0.71 0.71 0.71 0.90 0.90 0.90Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 224 718 41 162 398 239 247 231 135 342 31 305Arrive On Green 0.13 0.41 0.41 0.09 0.36 0.36 0.21 0.21 0.21 0.21 0.21 0.21Sat Flow, veh/h 1774 1744 101 1774 1090 656 1206 1102 647 1322 148 1458Grp Volume(v), veh/h 222 0 476 127 0 636 32 0 73 326 0 174Grp Sat Flow(s),veh/h/ln 1774 0 1845 1774 0 1747 1206 0 1749 1322 0 1605Q Serve(g_s), s 8.1 0.0 13.3 4.6 0.0 23.6 1.6 0.0 2.2 11.4 0.0 6.2Cycle Q Clear(g_c), s 8.1 0.0 13.3 4.6 0.0 23.6 7.8 0.0 2.2 13.6 0.0 6.2Prop In Lane 1.00 0.05 1.00 0.38 1.00 0.37 1.00 0.91Lane Grp Cap(c), veh/h 224 0 759 162 0 637 247 0 366 342 0 336V/C Ratio(X) 0.99 0.00 0.63 0.78 0.00 1.00 0.13 0.00 0.20 0.95 0.00 0.52Avail Cap(c_a), veh/h 224 0 759 246 0 637 247 0 366 342 0 336HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 28.4 0.0 15.2 28.9 0.0 20.6 26.3 0.0 21.2 28.5 0.0 22.8Incr Delay (d2), s/veh 57.8 0.0 3.9 8.9 0.0 35.3 0.2 0.0 0.3 36.6 0.0 1.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 7.5 0.0 7.6 2.6 0.0 17.6 0.5 0.0 1.1 9.3 0.0 2.9LnGrp Delay(d),s/veh 86.1 0.0 19.1 37.8 0.0 55.9 26.5 0.0 21.5 65.1 0.0 24.2LnGrp LOS F B D E C C E CApproach Vol, veh/h 698 763 105 500Approach Delay, s/veh 40.4 52.9 23.0 50.8Approach LOS D D C D

Timer 1 2 3 4 5 6 7 8Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 15.0 30.0 20.0 11.9 33.1 20.0Change Period (Y+Rc), s 6.8 6.3 6.4 6.0 6.3Max Green Setting (Gmax), s 8.2 23.7 14 9.0 23.7Max Q Clear Time (g_c+I1), s 10.1 25.6 9.8 6.6 15.3Green Ext Time (p_c), s 0.0 0.0 0.1 0.1 1.7

6.414

15.6 0.0

Intersection SummaryHCM 2010 Ctrl Delay 46.7HCM 2010 LOS D

Notes

HCM Unsignalized Intersection Capacity Analysis OLD US-12 & MEDICAL ENTRANCEFUTURE AM PEAK HOUR


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 28 884 8 4 402 13 11 0 24 17 0 7Future Volume (Veh/h) 28 884 8 4 402 13 11 0 24 17 0 7Sign Control Free Free Stop StopGrade 0% 0% 0% 0%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 0.92Hourly flow rate (vph) 30 961 9 4 437 14 12 0 26 18 0 8PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 451 970 1478 1484 966 1496 1475 437vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 451 970 1478 1484 966 1496 1475 437tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 97 99 88 100 92 80 100 99cM capacity (veh/h) 1109 710 100 121 309 90 122 620

Direction, Lane # EB 1 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 1000 4 437 14 38 26Volume Left 30 4 0 0 12 18Volume Right 9 0 0 14 26 8cSH 1109 710 1700 1700 186 122Volume to Capacity 0.03 0.01 0.26 0.01 0.20 0.21Queue Length 95th (ft) 2 0 0 0 18 19Control Delay (s) 0.8 10.1 0.0 0.0 29.2 42.2Lane LOS A B D EApproach Delay (s) 0.8 0.1 29.2 42.2Approach LOS D E

Intersection SummaryAverage Delay 2.0Intersection Capacity Utilization 79.6% ICU Level of Service DAnalysis Period (min) 15



FUTURE 2020 PM PEAK HOUR


HCM Signalized Intersection Summary OLD US-12 & M52FUTURE PM PEAK HOUR


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 85 195 93 230 398 243 140 496 140 139 382 100Future Volume (veh/h) 85 195 93 230 398 243 140 496 140 139 382 100Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1900Adj Flow Rate, veh/h 93 214 102 264 457 279 161 570 161 149 411 108Adj No. of Lanes 1 1 0 1 1 1 1 1 1 1 1 0Peak Hour Factor 0.91 0.91 0.91 0.87 0.87 0.87 0.87 0.87 0.87 0.93 0.93 0.93Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 152 370 176 259 577 491 171 668 568 171 510 134Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.10 0.36 0.36 0.10 0.36 0.36Sat Flow, veh/h 719 1193 569 1059 1863 1583 1774 1863 1583 1774 1423 374Grp Volume(v), veh/h 93 0 316 264 457 279 161 570 161 149 0 519Grp Sat Flow(s),veh/h/ln 719 0 1762 1059 1863 1583 1774 1863 1583 1774 0 1797Q Serve(g_s), s 6.9 0.0 12.1 12.7 17.9 11.8 7.2 22.6 5.8 6.6 0.0 20.8Cycle Q Clear(g_c), s 24.8 0.0 12.1 24.8 17.9 11.8 7.2 22.6 5.8 6.6 0.0 20.8Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 0.21Lane Grp Cap(c), veh/h 152 0 546 259 577 491 171 668 568 171 0 645V/C Ratio(X) 0.61 0.00 0.58 1.02 0.79 0.57 0.94 0.85 0.28 0.87 0.00 0.81Avail Cap(c_a), veh/h 152 0 546 259 577 491 171 668 568 171 0 645HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 37.7 0.0 23.2 35.8 25.2 23.1 35.9 23.7 18.3 35.7 0.0 23.1Incr Delay (d2), s/veh 17.2 0.0 4.4 61.3 10.6 4.7 55.3 13.1 1.2 41.8 0.0 10.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.8 0.0 6.6 10.1 10.8 5.8 6.2 14.0 2.7 5.2 0.0 12.1LnGrp Delay(d),s/veh 54.9 0.0 27.6 97.3 35.9 27.8 91.2 36.8 19.6 77.4 0.0 33.5LnGrp LOS D C F D C F D B E CApproach Vol, veh/h 409 1000 892 668Approach Delay, s/veh 33.8 49.8 43.5 43.3Approach LOS C D D D

Timer 1 2 3 4 5 6 7 8Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 14.0 35.0 31.0 14.0 35.0 31.0Change Period (Y+Rc), s 6.3 6.3 6.3 6.3Max Green Setting (Gmax), s 7.7 28.7 7.7 28.7Max Q Clear Time (g_c+I1), s 8.6 24.6 9.2 22.8Green Ext Time (p_c), s 0.0 1.5

6.225

26.8 0.0 0.0 1.5

6.225

26.8 0.0


Notes

HCM Signalized Intersection Summary OLD US-12 & FREER RDFUTURE PM PEAK HOUR


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 144 247 23 8 438 173 42 32 5 114 23 148Future Volume (veh/h) 144 247 23 8 438 173 42 32 5 114 23 148Number 1 6 16 5 2 12 7 4 14 3 8 18Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900Adj Flow Rate, veh/h 166 284 26 9 476 188 66 50 8 130 26 168Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0Peak Hour Factor 0.87 0.87 0.87 0.92 0.92 0.92 0.64 0.64 0.64 0.88 0.88 0.88Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 205 926 85 24 558 220 191 301 48 315 42 269Arrive On Green 0.12 0.55 0.55 0.01 0.44 0.44 0.19 0.19 0.19 0.19 0.19 0.19Sat Flow, veh/h 1774 1682 154 1774 1272 502 1184 1568 251 1340 217 1399Grp Volume(v), veh/h 166 0 310 9 0 664 66 0 58 130 0 194Grp Sat Flow(s),veh/h/ln 1774 0 1836 1774 0 1774 1184 0 1818 1340 0 1616Q Serve(g_s), s 7.0 0.0 7.0 0.4 0.0 25.8 4.2 0.0 2.0 6.9 0.0 8.5Cycle Q Clear(g_c), s 7.0 0.0 7.0 0.4 0.0 25.8 12.6 0.0 2.0 8.9 0.0 8.5Prop In Lane 1.00 0.08 1.00 0.28 1.00 0.14 1.00 0.87Lane Grp Cap(c), veh/h 205 0 1011 24 0 778 191 0 349 315 0 310V/C Ratio(X) 0.81 0.00 0.31 0.37 0.00 0.85 0.35 0.00 0.17 0.41 0.00 0.62Avail Cap(c_a), veh/h 305 0 1011 323 0 778 250 0 440 382 0 391HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 33.2 0.0 9.3 37.6 0.0 19.4 34.3 0.0 25.9 29.6 0.0 28.5Incr Delay (d2), s/veh 9.5 0.0 0.8 9.2 0.0 11.5 1.1 0.0 0.2 0.9 0.0 2.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 4.0 0.0 3.8 0.2 0.0 15.0 1.4 0.0 1.1 2.6 0.0 4.0LnGrp Delay(d),s/veh 42.7 0.0 10.1 46.8 0.0 30.9 35.4 0.0 26.1 30.5 0.0 30.6LnGrp LOS D B D C D C C CApproach Vol, veh/h 476 673 124 324Approach Delay, s/veh 21.5 31.1 31.1 30.5Approach LOS C C C C

Timer 1 2 3 4 5 6 7 8Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 15.7 40.0 21.2 7.0 48.7 21.2Change Period (Y+Rc), s 6.8 6.3 6.4 6.0 6.3Max Green Setting (Gmax), s 13.2 33.7Max Q Clear Time (g_c+I1), s 9.0 27.8Green Ext Time (p_c), s 0.1 2.1

19 14.0 33.7 14.6 2.4 9.0 0.1 0.0 1.6

6.419

10.9 0.9

Intersection SummaryHCM 2010 Ctrl Delay 28.1HCM 2010 LOS C

Notes

HCM Unsignalized Intersection Capacity Analysis OLD US-12 & MEDICAL ENTRANCEFUTURE PM PEAK HOUR


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 12 445 17 23 588 17 13 0 9 19 0 26Future Volume (Veh/h) 12 445 17 23 588 17 13 0 9 19 0 26Sign Control Free Free Stop StopGrade 0% 0% 0% 0%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 0.92Hourly flow rate (vph) 13 484 18 25 639 18 14 0 10 21 0 28PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 657 502 1236 1226 493 1218 1217 639vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 657 502 1236 1226 493 1218 1217 639tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 99 98 90 100 98 86 100 94cM capacity (veh/h) 931 1062 140 172 576 150 174 476

Direction, Lane # EB 1 WB 1 WB 2 WB 3 NB 1 SB 1Volume Total 515 25 639 18 24 49Volume Left 13 25 0 0 14 21Volume Right 18 0 0 18 10 28cSH 931 1062 1700 1700 204 247Volume to Capacity 0.01 0.02 0.38 0.01 0.12 0.20Queue Length 95th (ft) 1 2 0 0 10 18Control Delay (s) 0.4 8.5 0.0 0.0 24.9 23.2Lane LOS A A C CApproach Delay (s) 0.4 0.3 24.9 23.2Approach LOS C C

Intersection SummaryAverage Delay 1.7Intersection Capacity Utilization 44.2% ICU Level of Service AAnalysis Period (min) 15



CONCEPTUAL M-52 AND FREER ROAD INTERSECTION IMPROVEMENTS FOR EXISTING, BACKGROUND, AND

FUTURE VOLUMES IN THE AM PEAK HOUR


HCM Signalized Intersection Summary OLD US-12 & M52EXISTING AM PEAK HOUR W/CONCEPTUAL SIGNAL CHANGE


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 138 302 66 113 125 113 88 277 197 367 499 42Future Volume (veh/h) 138 302 66 113 125 113 88 277 197 367 499 42Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 184 403 88 171 189 171 144 454 323 465 632 53Adj No. of Lanes 1 1 1 1 1 1 1 1 1 1 1 1Peak Hour Factor 0.75 0.75 0.75 0.66 0.66 0.66 0.61 0.61 0.61 0.79 0.79 0.79Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 337 437 371 207 437 371 271 469 399 487 791 672Arrive On Green 0.07 0.23 0.23 0.07 0.23 0.23 0.06 0.25 0.25 0.23 0.42 0.42Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 1863 1583 1774 1863 1583Grp Volume(v), veh/h 184 403 88 171 189 171 144 454 323 465 632 53Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1583 1774 1863 1583Q Serve(g_s), s 7.5 23.2 5.0 7.5 9.5 10.2 6.7 26.5 21.1 23.8 32.5 2.2Cycle Q Clear(g_c), s 7.5 23.2 5.0 7.5 9.5 10.2 6.7 26.5 21.1 23.8 32.5 2.2Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 337 437 371 207 437 371 271 469 399 487 791 672V/C Ratio(X) 0.55 0.92 0.24 0.82 0.43 0.46 0.53 0.97 0.81 0.95 0.80 0.08Avail Cap(c_a), veh/h 337 437 371 207 437 371 271 469 399 487 791 672HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 31.7 41.1 34.1 33.9 35.9 36.1 29.3 40.7 38.7 31.0 27.6 18.8Incr Delay (d2), s/veh 6.2 27.4 1.5 29.7 3.1 4.1 7.3 34.3 16.2 30.8 8.3 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.9 15.3 2.3 3.2 5.3 4.9 3.8 18.1 11.0 13.6 18.5 1.0LnGrp Delay(d),s/veh 37.9 68.6 35.6 63.6 39.0 40.2 36.6 75.0 54.9 61.8 35.9 19.1LnGrp LOS D E D E D D D E D E D BApproach Vol, veh/h 675 531 921 1150Approach Delay, s/veh 55.9 47.3 61.9 45.6Approach LOS E D E D

Timer 1 2 3 4 5 6 7 8Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 32.0 34.0 12.0 32.0 13.0 53.0 12.0 32.0Change Period (Y+Rc), s 6.3 6.3 4.5 6.2 6.3 6.3 4.5 6.2Max Green Setting (Gmax), s 25.7 27.7 7.5 26 6.7 46.7 7.5 26Max Q Clear Time (g_c+I1), s 25.8 28.5 9.5 25.2 8.7 34.5 9.5 12.2Green Ext Time (p_c), s 0.0 0.0 0.0 0.2 0.0 3.2 0.0 1.2


Notes

HCM Signalized Intersection Summary OLD US-12 & M52BACKGROUND AM PEAK HOUR W/CONCEPTUAL SIGNAL TIMINGS


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 142 311 68 117 129 117 91 285 203 378 513 44Future Volume (veh/h) 142 311 68 117 129 117 91 285 203 378 513 44Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 189 415 91 177 195 177 149 467 333 478 649 56Adj No. of Lanes 1 1 1 1 1 1 1 1 1 1 1 1Peak Hour Factor 0.75 0.75 0.75 0.66 0.66 0.66 0.61 0.61 0.61 0.79 0.79 0.79Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 332 437 371 200 437 371 260 469 399 481 791 672Arrive On Green 0.07 0.23 0.23 0.07 0.23 0.23 0.06 0.25 0.25 0.23 0.42 0.42Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 1863 1583 1774 1863 1583Grp Volume(v), veh/h 189 415 91 177 195 177 149 467 333 478 649 56Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1583 1774 1863 1583Q Serve(g_s), s 7.5 24.1 5.1 7.5 9.8 10.6 6.7 27.5 21.9 25.5 33.8 2.3Cycle Q Clear(g_c), s 7.5 24.1 5.1 7.5 9.8 10.6 6.7 27.5 21.9 25.5 33.8 2.3Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 332 437 371 200 437 371 260 469 399 481 791 672V/C Ratio(X) 0.57 0.95 0.25 0.89 0.45 0.48 0.57 1.00 0.84 0.99 0.82 0.08Avail Cap(c_a), veh/h 332 437 371 200 437 371 260 469 399 481 791 672HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 32.1 41.5 34.2 34.7 36.0 36.3 30.0 41.1 39.0 32.7 28.0 18.9Incr Delay (d2), s/veh 6.9 32.2 1.6 39.5 3.3 4.3 8.9 40.5 18.3 39.6 9.3 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.1 16.4 2.4 3.9 5.4 5.1 1.5 19.4 11.6 15.0 19.4 1.1LnGrp Delay(d),s/veh 39.0 73.6 35.8 74.2 39.3 40.6 38.9 81.6 57.3 72.3 37.3 19.1LnGrp LOS D E D E D D D F E E D BApproach Vol, veh/h 695 549 949 1183Approach Delay, s/veh 59.3 51.0 66.4 50.6Approach LOS E D E D


Intersection SummaryHCM 2010 Ctrl Delay 56.9HCM 2010 LOS E

Notes

HCM Signalized Intersection Summary OLD US-12 & M52FUTURE AM PEAK HOUR W/CONCEPTUAL SIGNAL TIMINGS


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 142 321 68 119 132 119 91 285 209 390 513 44Future Volume (veh/h) 142 321 68 119 132 119 91 285 209 390 513 44Number 7 4 14 3 8 18 5 2 12 1 6 16Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863Adj Flow Rate, veh/h 189 428 91 180 200 180 149 467 343 494 649 56Adj No. of Lanes 1 1 1 1 1 1 1 1 1 1 1 1Peak Hour Factor 0.75 0.75 0.75 0.66 0.66 0.66 0.61 0.61 0.61 0.79 0.79 0.79Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 329 437 371 192 437 371 260 469 399 481 791 672Arrive On Green 0.07 0.23 0.23 0.07 0.23 0.23 0.06 0.25 0.25 0.23 0.42 0.42Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 1863 1583 1774 1863 1583Grp Volume(v), veh/h 189 428 91 180 200 180 149 467 343 494 649 56Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1863 1583 1774 1863 1583Q Serve(g_s), s 7.5 25.1 5.1 7.5 10.1 10.8 6.7 27.5 22.8 25.7 33.8 2.3Cycle Q Clear(g_c), s 7.5 25.1 5.1 7.5 10.1 10.8 6.7 27.5 22.8 25.7 33.8 2.3Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 329 437 371 192 437 371 260 469 399 481 791 672V/C Ratio(X) 0.57 0.98 0.25 0.94 0.46 0.48 0.57 1.00 0.86 1.03 0.82 0.08Avail Cap(c_a), veh/h 329 437 371 192 437 371 260 469 399 481 791 672HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 32.2 41.8 34.2 35.1 36.1 36.4 30.0 41.1 39.3 32.8 28.0 18.9Incr Delay (d2), s/veh 7.1 38.3 1.6 50.5 3.4 4.5 8.9 40.5 20.9 48.2 9.3 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.2 17.6 2.4 4.5 5.6 5.2 1.5 19.4 12.2 16.3 19.4 1.1LnGrp Delay(d),s/veh 39.3 80.1 35.8 85.7 39.5 40.8 38.9 81.6 60.2 81.0 37.3 19.1LnGrp LOS D F D F D D D F E F D BApproach Vol, veh/h 708 560 959 1199Approach Delay, s/veh 63.5 54.8 67.3 54.4Approach LOS E D E D


Intersection SummaryHCM 2010 Ctrl Delay 60.0HCM 2010 LOS E

Notes

HCM Signalized Intersection Summary OLD US-12 & FREER RDEXISTING AM PEAK HOUR W/CONCEPTUAL SIGNAL CHANGE


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 154 313 17 78 239 148 21 32 18 285 13 134Future Volume (veh/h) 154 313 17 78 239 148 21 32 18 285 13 134Number 1 6 16 5 2 12 7 4 14 3 8 18Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1900Adj Flow Rate, veh/h 208 423 23 122 373 231 30 45 25 317 14 149Adj No. of Lanes 1 1 0 1 1 1 1 1 0 1 1 0Peak Hour Factor 0.74 0.74 0.74 0.64 0.64 0.64 0.71 0.71 0.71 0.90 0.90 0.90Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 249 626 34 156 549 467 274 117 65 446 31 326Arrive On Green 0.14 0.36 0.36 0.09 0.29 0.29 0.03 0.10 0.10 0.15 0.22 0.22Sat Flow, veh/h 1774 1751 95 1774 1863 1583 1774 1126 626 1774 138 1466Grp Volume(v), veh/h 208 0 446 122 373 231 30 0 70 317 0 163Grp Sat Flow(s),veh/h/ln 1774 0 1846 1774 1863 1583 1774 0 1752 1774 0 1604Q Serve(g_s), s 8.8 0.0 15.8 5.2 13.6 9.3 1.1 0.0 2.9 11.5 0.0 6.8Cycle Q Clear(g_c), s 8.8 0.0 15.8 5.2 13.6 9.3 1.1 0.0 2.9 11.5 0.0 6.8Prop In Lane 1.00 0.05 1.00 1.00 1.00 0.36 1.00 0.91Lane Grp Cap(c), veh/h 249 0 660 156 549 467 274 0 181 446 0 356V/C Ratio(X) 0.84 0.00 0.68 0.78 0.68 0.49 0.11 0.00 0.39 0.71 0.00 0.46Avail Cap(c_a), veh/h 304 0 660 323 549 467 485 0 310 446 0 356HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 32.2 0.0 20.9 34.4 23.9 22.4 29.3 0.0 32.2 24.8 0.0 25.9Incr Delay (d2), s/veh 15.4 0.0 5.5 8.2 6.6 3.7 0.2 0.0 1.3 5.2 0.0 0.9Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 5.3 0.0 8.9 2.9 8.0 4.5 0.6 0.0 1.4 1.4 0.0 3.1LnGrp Delay(d),s/veh 47.6 0.0 26.4 42.5 30.5 26.1 29.5 0.0 33.5 30.0 0.0 26.8LnGrp LOS D C D C C C C C CApproach Vol, veh/h 654 726 100 480Approach Delay, s/veh 33.2 31.1 32.3 28.9Approach LOS C C C C



Notes

HCM Signalized Intersection Summary OLD US-12 & FREER RDBACKGROUND AM PEAK HOUR W/CONCEPTUAL SIGNAL TIMINGS


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 159 322 18 81 246 153 22 33 19 293 14 138Future Volume (veh/h) 159 322 18 81 246 153 22 33 19 293 14 138Number 1 6 16 5 2 12 7 4 14 3 8 18Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1900Adj Flow Rate, veh/h 215 435 24 127 384 239 31 46 27 326 16 153Adj No. of Lanes 1 1 0 1 1 1 1 1 0 1 1 0Peak Hour Factor 0.74 0.74 0.74 0.64 0.64 0.64 0.71 0.71 0.71 0.90 0.90 0.90Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 255 624 34 162 547 465 274 114 67 442 34 321Arrive On Green 0.14 0.36 0.36 0.09 0.29 0.29 0.03 0.10 0.10 0.15 0.22 0.22Sat Flow, veh/h 1774 1749 97 1774 1863 1583 1774 1102 647 1774 152 1454Grp Volume(v), veh/h 215 0 459 127 384 239 31 0 73 326 0 169Grp Sat Flow(s),veh/h/ln 1774 0 1846 1774 1863 1583 1774 0 1749 1774 0 1606Q Serve(g_s), s 9.1 0.0 16.5 5.4 14.2 9.7 1.2 0.0 3.0 11.5 0.0 7.1Cycle Q Clear(g_c), s 9.1 0.0 16.5 5.4 14.2 9.7 1.2 0.0 3.0 11.5 0.0 7.1Prop In Lane 1.00 0.05 1.00 1.00 1.00 0.37 1.00 0.91Lane Grp Cap(c), veh/h 255 0 658 162 547 465 274 0 180 442 0 354V/C Ratio(X) 0.84 0.00 0.70 0.78 0.70 0.51 0.11 0.00 0.40 0.74 0.00 0.48Avail Cap(c_a), veh/h 303 0 658 321 547 465 482 0 308 442 0 354HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 32.2 0.0 21.3 34.4 24.3 22.7 29.5 0.0 32.4 25.3 0.0 26.3Incr Delay (d2), s/veh 16.5 0.0 6.0 8.0 7.4 4.0 0.2 0.0 1.5 6.4 0.0 1.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 5.7 0.0 9.4 3.0 8.4 4.7 0.6 0.0 1.5 1.9 0.0 3.2LnGrp Delay(d),s/veh 48.8 0.0 27.3 42.4 31.6 26.7 29.6 0.0 33.9 31.8 0.0 27.2LnGrp LOS D C D C C C C C CApproach Vol, veh/h 674 750 104 495Approach Delay, s/veh 34.2 31.9 32.6 30.2Approach LOS C C C C



Notes

HCM Signalized Intersection Summary OLD US-12 & FREER RDFUTURE AM PEAK HOUR W/CONCEPTUAL SIGNAL TIMINGS


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 164 333 19 81 254 153 23 33 19 293 14 142Future Volume (veh/h) 164 333 19 81 254 153 23 33 19 293 14 142Number 1 6 16 5 2 12 7 4 14 3 8 18Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1900Adj Flow Rate, veh/h 222 450 26 127 397 239 32 46 27 326 16 158Adj No. of Lanes 1 1 0 1 1 1 1 1 0 1 1 0Peak Hour Factor 0.74 0.74 0.74 0.64 0.64 0.64 0.71 0.71 0.71 0.90 0.90 0.90Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2Cap, veh/h 262 626 36 162 545 463 274 113 66 440 32 319Arrive On Green 0.15 0.36 0.36 0.09 0.29 0.29 0.03 0.10 0.10 0.15 0.22 0.22Sat Flow, veh/h 1774 1744 101 1774 1863 1583 1774 1102 647 1774 148 1458Grp Volume(v), veh/h 222 0 476 127 397 239 32 0 73 326 0 174Grp Sat Flow(s),veh/h/ln 1774 0 1845 1774 1863 1583 1774 0 1749 1774 0 1605Q Serve(g_s), s 9.5 0.0 17.3 5.4 14.9 9.8 1.2 0.0 3.0 11.5 0.0 7.4Cycle Q Clear(g_c), s 9.5 0.0 17.3 5.4 14.9 9.8 1.2 0.0 3.0 11.5 0.0 7.4Prop In Lane 1.00 0.05 1.00 1.00 1.00 0.37 1.00 0.91Lane Grp Cap(c), veh/h 262 0 662 162 545 463 274 0 180 440 0 351V/C Ratio(X) 0.85 0.00 0.72 0.78 0.73 0.52 0.12 0.00 0.41 0.74 0.00 0.50Avail Cap(c_a), veh/h 302 0 662 320 545 463 479 0 306 440 0 351HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 32.2 0.0 21.5 34.5 24.7 22.9 29.6 0.0 32.6 25.6 0.0 26.6Incr Delay (d2), s/veh 17.7 0.0 6.6 8.0 8.3 4.1 0.2 0.0 1.5 6.6 0.0 1.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 5.9 0.0 9.9 3.0 8.9 4.8 0.6 0.0 1.5 2.0 0.0 3.3LnGrp Delay(d),s/veh 49.9 0.0 28.1 42.6 33.0 27.0 29.8 0.0 34.1 32.2 0.0 27.7LnGrp LOS D C D C C C C C CApproach Vol, veh/h 698 763 105 500Approach Delay, s/veh 35.0 32.7 32.8 30.6Approach LOS D C C C



Notes



Appendix G

ITE Trip Generation Data



Appendix H Intersection Traffic Count Data



Old US-12 & M-52



Old US-12 & FREER RD

City of Chelsea 305 S. Main St. Suite 100 Chelsea, MI 48118 (734) 475=1771 FAX (734)475-1811

City of Chelsea

Attention: City of Chelsea Planning Commission

RE: IHA Final Site Plan

Date: October 16, 2020

The City has received an application for a final site plan from Washtenaw Engineering on behalf of IHA to

build a new 17,598 SF medical office building and associated parking on parcels 06-07-18-200-007 and 06-

07-18-200-008. After reviewing the 25 plan sheets and 3 architectural plan sheets included in the set of

plans, the following staff comments and comments were provided by Midwestern Consulting, the Chelsea

Area Fire Authority, and the Michigan Department of Transportation. Staff recommends Planning

Commission grants approval of these plans, so long as the following conditions are met and comments are

addressed in the enclosed reports.

1. The proposed parcel combination must be completed for the applicant to receive final site plan approval

2. Planning Commission shall review the new façade details on Sheets A2.1 for compliance with respect to Article 5.14C5 and 5.14C6

Sincerely,

Julia Upfal

Community Development Director

City of Chelsea

3815 Plaza Drive

Ann Arbor, Michigan 48108

734.995.0200

Land Development • Land Surveying • Municipal • Wireless Communications • Institutional • Transportation • Landfill Services

R:\20124\DATA\2020-10-15-Midwestern - IHA FSP #2 review .docx

October 15, 2020 City of Chelsea 305 S. Main Street Chelsea, Michigan 48118 Attn: Ms. Julia Upfal

Community Development Director Re: IHA Chelsea Medical Center Final Site Plan Plan Date: October 2, 2020 Dear Ms. Upfal:

Pursuant to your request, we have prepared our second review of the Final Site Plan (FSP) submittal for conformance to Section 9.04, FSP requirements of the Chelsea Zoning Ordinance for the reference project. This total parcel (3.33 acres) is located in the City of Chelsea, Section 18 of Lima Township, directly west of the St. Mary of Chelsea Church property. Address will be 14288 East Old US-12. The parcel is zoned O1, Office. One single-story building with 17,598 sf is planned. The project also includes work on the parcel to the north, owned by St. Mary of Chelsea, for a connection drive from the proposed Deer Ridge Villas to the St. Mary of Chelsea parking lot to the east, and this development’s parking lot. It is stated that the applicant is working on an agreement with St. Mary of Chelsea Church for staff to park within their parking lot.

The plan set dated October 2, 2020, consists of 25 plan sheets and 3 architectural plan sheets. Also included in this submittal was a response letter, and a Final Site Plan Checklist.

We have reviewed the plans and would like to share the following comments for the Planning Commission’s consideration:

1. Sanitary sewer:

a. Please relocate S2 further east to gain 10 feet minimum horizontal distance away from the watermain. The pipe to the south of S2 is in a casing pipe, but not the pipe to the north.

2. Water:

a. Per the Fire Authority review, an additional hydrant has been added to the west side of the driveway. On Sheet 9, the new H2 hydrant lead profile shows the typical water main depth of about seven feet to the top of the water main. This should be revised to 5.5 feet deep. Also on this profile, at STA 0+03, GB5 should be labeled GW2.

b. As the applicant has acknowledged, an EGLE permit will be required for this project.

3. Stormwater:

a. Sheet 7, the storm sewer plan and profile, shows two hydraulic gradient lines, but the one above the pipe should just be removed, as the hydraulic calculations on Sheet 8 show all pipes now having adequate capacity.

3815 Plaza Drive Ann Arbor, Michigan 48108

734.995.0200

Land Development • Land Surveying • Municipal • Wireless Communications • Institutional • Transportation • Landfill Services

1

September 17, 2020 City of Chelsea 305 S. Main Street Chelsea, Michigan 48118 RE: 3rd Traffic Impact Study Review 14288 Old US-12 Medical Office Chelsea, Michigan The following is a review of the updated (August 24th 2020) traffic study submitted by Washtenaw Engineering Company for the proposed HIS Medical Office building located at 14288 Old US-12 in Chelsea, Michigan. We understand that the Washtenaw County Road Commission will also be reviewing this traffic study and that it has jurisdictional authority over the Old US-12 right-of-way and any recommended improvements within it. All of our previous comments with respect to the traffic impact study have been addressed. If you have any questions regarding this traffic study review, please feel free to contact me. Sincerely,

Michael R. Cool, P.E. Midwestern Consulting

IHA Chelsea Medical Center Review October 15, 2020 Page 2

R:\20124\DATA\2020-10-15-Midwestern - IHA FSP #2 review .docx

b. Sheet 12, the proposed drainage area plan has the roof drainage going into the wrong drainage area. Please show the storm sewer on this plan, so that it is easier to see what the appropriate structure number should be.

4. Sheet 17, the turning template detail on the left should be labeled the left-turn in detail and the one on the right, left-turn out detail.

5. As the applicant has acknowledged, a Soil Erosion and Sedimentation Control (SESC) permit from the Chelsea Area Construction Agency will be required.

6. As the applicant has acknowledged, a permit from the Washtenaw County Road Commission is required for all work within the Old US 12 right-of-way, including utilities, pavement markings, and driveway. A review letter from them, dated October 13, 2020, has several items yet that the applicant is required to revise prior to approval of the Traffic Impact Assessment, including approval by MDOT. The location of the driveway, however, does not seem to be an issue with them.

If you have any questions regarding this review, please call or email. Thank you.

Sincerely, MIDWESTERN CONSULTING, LLC

Susan C. Dickinson, P. E.

COMMISSIONERS

DOUGLAS E. FULLER CHAIR

BARBARA RYAN FULLER

VICE-CHAIR

RODRICK K. GREEN MEMBER

GLORIA LLAMAS

MEMBER

JO ANN MCCOLLUM MEMBER

WASHTENAW COUNTY BOARD OF COUNTY ROAD COMMISSIONERS

555 NORTH ZEEB ROAD ANN ARBOR, MICHIGAN 48103

WWW.WCROADS.ORG TELEPHONE (734) 761-1500

FAX (734) 761-3737

SHERYL SODERHOLM SIDDALL, P.E. MANAGING DIRECTOR

MATTHEW F. MACDONELL, P.E.

DIRECTOR OF ENGINEERING COUNTY HIGHWAY ENGINEER

JAMES D. HARMON, P.E. DIRECTOR OF OPERATIONS

DANIEL D. ACKERMAN

DIRECTOR OF FINANCE & IT

October 13, 2020 Washtenaw Engineering 3526 W. Liberty Suite 400 Ann Arbor, MI 48106 Attention: Joe Maynard, P.E. Regarding: WCRC Permit Application #17059 for IHA Old US-12 - Sylvan Township Dear Mr. Maynard: This letter is provided in response to the applicant’s Traffic Impact Assessment submittal for the above referenced project. The plans indicate one access drive on Old US-12 across from Fairways Lane. The following comments must be addressed in accordance with the WCRC Procedures & Regulations for Permit Activities (PRPA) prior to the issuance of a permit:

• A center left turn lane is required into the site. • The build-out year for the proposed medical center should be adjusted from late

2020. • Please correct the road names on page 14 of the report. • Please include intersection LOS and delay information in all tables. • Crash analysis for the study area should be included. • Provide a signed and sealed electronic copy of the revised report along with

Synchro files. • Provide approval of the TIA by MDOT.

Once the above items have been addressed please resubmit the study for review. No work shall start until a permit has been issued. If you have any questions, please do not hesitate to contact me at (734) 327.6692. Sincerely,

Gary Streight, P.E. Project Manager Cc: Lowell Sprague / IHA - Applicant

http://www.wcroads.org/

2

Kathy Kennedy / Sylvan Township Clerk Tom McKernan / Sylvan Township Supervisor Julia Upfal / City of Chelsea Andy Hodges / MDOT Brent Schlack / WCRC Assistant Director of Engineering

Mark McCulloch, P.E. / WCRC Senior Project Manager – Permits Elena Yadykina / WCRC Traffic Engineer

Building Design

A minimum of sixty (60) percent of the exterior finish material of all building facades visible from the public street, parking lot or adjacent residentially zoned land, exclusive of window areas, shall consist of the following: brick, cut stone, field stone, cast stone, or wood.

More than 60% of the building consists of window areas or brick masonry veneer.

The remaining maximum forty (40) percent of the facade may utilize other materials for architectural detailing such as fiberglass reinforced concrete, polymer plastic (fypon) or Exterior Insulation and Finishing Systems (EIFS) materials. The Planning Commission may permit other materials for facades that are not visible from a public street or parking lot and are adequately screened from adjoining land uses.

The façade includes faux wood metal panels and aluminum composite panels. Planning Commission should review these materials and determine compliance

The Planning Commission shall review building colors as a part of site plan approval. To be determined by Planning Commission

Roof design and materials are considered to be key elements to the City character, and thus shall be consistent with the intent of this District.

To be determined by planning commission. The intent of the office district is as follows: The Office District is designed principally for office use and those uses which are customarily associated with offices.

Buildings should be two stories or have the appearance of two stories with decorative cornices, in keeping with the traditional commercial architecture of the City. Single story buildings should be designed with pitched roofs.

Designed with a pitched roof

Asphalt, fiberglass, tile, slate or cedar shingles shall be used. Standing metal seam roof systems may be permitted by approval of the Planning Commission.

Asphalt Shingles

Section 4. Fenestration ONLY APPLIES TO BUILDINGS IN THE CENTRAL BUSINESS DISTRICT

Does Not Apply

Blank walls shall not face a public street. Walls facing a public street shall include windows and architectural features customarily found on the front facade of a building, such as awnings, cornice work, edge detailing or other decorative finish materials. A usable public building entrance shall be provided at the front of the building. Wall massing shall be broken up with vertical pilasters or other architectural elements to reduce scale.

No blank walls. Planning commission shall review whether the building has architectural features customarily found on the front façade of a building on the south façade.

The buildings shall be designed at a pedestrian scale with relationship to the street and sidewalk. Buildings shall include windows that face the sidewalk and street. Convenient and safe pedestrian access shall be provided between the public sidewalk and the building entrance.

To be determined by Planning Commission

Exposed neon shall not be permitted on a building, except where permitted by the sign ordinance.

There is no exposed neon

Facades may be supplemented by awnings. Outside the Central Business District, the Planning Commission may approve Curved Awnings to compliment the principal building

Does Not Apply

Canopies, such as over gasoline pumps or drive-thru structures, shall be designed to be consistent with the approved buidling materials and colors. Support columns shall be brick. The Planning Commission may require a peaked roof to compliment the principal building. Signs and color bands shall not be permitted. Any canopy lighting shall be flush with the canopy.

Planning Commission should ask the applicant about the faux wood metal panel proposed on the support columns and plans for canopy lighting.

For buildings or Parking Structure with a wall over 150 Feet in length, the PC may modify the design standards above, provided the intent of the standards can be achieved through a combination of color bands, accent materials, architectural details, or landscaping.

Planning Commission Shall review

AGarberHighlight

Site DesignSidewalks - Sidewalks shall be provided along all public street frontages and up to the entrance of the building. Sidewalks shall be constructed of concrete. Where separated from the road curb, sidewalks should be a minimum of five (5) feet wide. Where immediately adjacent to the road curb or a parking lot, sidewalks shall be a minimum of seven (7) feet wide.

Sidewalks are compliant

Parking shall be designed to meet the requirements of article 7, herein

Compliant. Requirement is 1 space per 200 SF ( 17,598 sf = 87.99 spaces). Note the comment that this project will not require a loading zone.

Detention/ retention ponds shall not be permitted in the front yard unless the Planning Commission determines there Is no feasible engineering alternative or that placement in another location would be burdensome on adjacent single family uses. In such situations, the detention/retention pond shall meet the minimum front yard setback requirement for principal buildings and shall be designed as a visual amenity (a water feature, boulder walls, varying shape, extensive landscaping, etc).

Compliant

Loading Areas-All garage doors, loading and service areas shall be located in the rear or side yard of the lot and screened from view of any public street, adjacent residential zoning district or public property.

Not Applicable/ Compliant

Any ornamental lighting shall be consistent with the street lighting recommended in the comprehensive plan and any sub-area master plan.

TBD at final

Parking Lot Lighting - All parking lot lighting and building mounted lighting shall be downward directed sharp cut-off fixtures with a maximum height of twenty-two (22) feet with a maximum pole height of twenty (20) feet and a maximum base height of two (2) feet.

TBD at final

The landscaping and screening requirements of Section 5.12 shall be met.

Compliant

AccessThe Planning Commission shall determine access points as the minimum necessary to provide reasonable access to motorists, delivery vehicles, and emergency vehicles, and that the additional access points will not compromise traffic operations and safety along the public roadway as determined by a traffic impact study.

To be determined by Planning Commission following Traffic Impact Study report

Where practical, commercial access shall be from a shared driveway or service drive.

Not applicable (no deliveries)

Access points shall be spaced a minimum one-hundred (100) feet from an intersection of two major roads, measured from near edge to near edge of pavement. The Planning Commission may require greater spacing to limit impacts on intersection operations.

Compliant

Access points along major streets shall be aligned with, or have centerlines offset at least one hundred fifty (150) feet from, access points on the opposite side of the street.

TBD By WCRC

Access points shall be a minimum 100 feet from other street or commercial driveway intersections, measured from centerline to centerline, unless other distances are dictated by conformance with the spacing standards above

Compliant

The Planning Commission, based upon a recommendation by the planner or engineer, may reduce the spacing requirements above or allow additional driveways upon finding that there is no reasonable opportunity to achieve a shared access design, that compliance has been attained to the greatest degree practical and the access design will not significantly compromise public safety or traffic operations along the public street, based upon a traffic impact study prepared by the applicant.

Not applicable

St. Mary Catholic Church14200 E. Old US Hwy. 12

Chelsea, MI 48118734 475 7561 fax: 734 475 3207

July 1, 2020

David RaymondSt. Joseph Mercy Trinity HealthDirector of PlanningChelsea, MI

Dear David:I inform you officially as of this date that St. Mary Church Chelsea has a firm legalagreement with you, in partnership in the City of Chelsea with Chelsea Hospital andcooperating as good neighbors. St. Mary Church, Chelsea has absolutely no objection tothe building of a Clinic in the property adjacent to ours and to the building of a road towhich we will have access and make it possible to have additional exit from our propertywhich is on our property and for mutual use. We are further willing to let you use therequired parking spots on our property during the office hours of the new facility. Thiswill be creating a more safe egress and limit congestion onto E. Old US Hwy 12,especially in the time immediately following services at the church.This plan for a facility, which assists the residents of Chelsea with their medical needs,has been ongoing for some time and has been continued with the principles workingtogether to the benefit of all concerned..On June 30, 2020, the agreement was also approved with the Diocese of Lansing, whichis an overseer in all land and property agreements, working in support and legalarrangements with St. Mary Church, Chelsea, itself an official and legal corporation.

St. Mary Church, celebrating its 175th Year in the Chelsea community, looks forward toseeing this project to completion and is happy to participate in a plan that reflectscooperation for the betterment of the Chelsea community.

William J. Turner

V. Rev. William J. Turner, PhD, KCHSPastor and C. E O. of the Corporation

October Packet Part 1.pdfAgenda.pdfDraft Minutes-Sept 22.pdfAgendaItemSummary-Thompsons.pdfStaff Report- Thompsons.pdfSite Plan extension request 9-2020.pdfAgendaItemSummary-Silver Maples.pdfStaff Report- SilverMaples.pdfParkingChangeLettertoCity10.6.20.pdfSite Plan.pdf

AgendaItemSummary-IHA.pdfOctober Packet Part 1.pdf�IHA Notice (002).pdf32676 full set.pdf�32676 (1)32676 (2)32676 (3)32676 (4)32676 (5)32676 (6)32676 (7)32676 (8)32676 (9)32676 (10)32676 (11)32676 (12)32676 (13)32676 (14)32676 (15)32676 (16)32676 (17)32676 (18)32676 (19)32676 (20)32676 (21)32676 (22)32676 (23)32676 (25)19117 - A4.1 Exterior Elevations 8.24.20.pdfSheetsA4.1 - EXT. ELEVATIONS

TIS.pdfStaff Report- IHA.doc.pdf2020-10-15-Midwestern - IHA FSP #2 review.pdf3rd TIS Review_Old US-12 Medical Office_20124A_Sep 17 2020.pdf2020-10-15-Midwestern - IHA FSP #2 review.pdf10-13-20 TIS Review.pdfStMaryAuthorization.pdfCommercialDesignStandards (002).pdfSheet1Sheet2Sheet3

Agenda Item Summary Meeting Dates.pdfAgenda Item Summary

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