MEMO DRAFT VIA . Mr. Terry Bailey Foremost Development Company. To: Michael J. Labadie, PE Steven J. Russo, E.I.T. Fleis & VandenBrink.

MEMO DRAFT VIA EMAIL To: From: Mr. Terry Bailey Foremost Development Company Michael J. Labadie, PE Steven J. Russo, E.I.T. Fleis & VandenBrink Date: August 29, 214 Re: Proposed Apartments City of Walled Lake, Michigan Traffic Impact Assessment Introduction This memorandum presents the results of a Traffic Impact Assessment (TIA) for the proposed residential development project in the City of Walled Lake, Michigan. The project site is located on the north side of Walled Lake Drive approximately 8 feet east of Pontiac Trail and is being proposed for a residential development that will include 71 apartment units with site access provided via two driveways to Market Street. Also, as part of the project Witherall Street between Walled Lake Drive and Market Street is proposed to be vacated. The City of Walled Lake has required a TIA for the project to evaluate traffic operations with the proposed project. The purpose of this study is to evaluate the traffic related impacts (if any) of this project on the adjacent road network including the impact of eliminating access to Walled Lake Drive from Witherall Street. The study was completed according to accepted traffic engineering practice and methodologies published by the Institute of Transportation Engineers (ITE). The study analyses were completed using Synchro and SimTraffic, Version 8 traffic analysis software. Data Collection Existing weekday traffic volume data were collected by Fleis & VandenBrink (F&V) on August 13 th -14 th, and 19 th -21 st, 214. Vehicular turning movement counts were collected during the AM (7: AM to 9: AM) and PM (4: PM to 6: PM) peak periods at the intersection of Pontiac Trail & Walled Lake Drive and the intersections of Market Street, Northport Street, and Nicolet Street with Pontiac Trail. Additionally, in order to determine the impacts of closing access to Walled Lake Drive via Witherall Street, turning movement counts were also collected at the intersections of Witherall Street with Northport Street and Walled Lake Drive. Further, AM and PM peak hour volumes were forecast at the intersection of Walled Lake Drive & Hillcroft Drive, based on the number of single-family dwelling units along Hillcroft Drive and data published by ITE in Trip Generation, 9 th Edition. These trips were then assigned to the intersection based on the directional proportion of traffic at the Walled Lake Drive & Witherall Street intersection. Lastly, F&V collected an inventory of existing lane use and traffic control at the study intersections and obtained existing traffic signal timing information from the Road Commission for Oakland County (RCOC). The applicable data referenced in this memorandum are attached. Walled Lake Apartments TIA DRAFT Memo 8-29-14 Farmington Hills, MI 48334 P: 248.536.8 F: 248.536.79 www.fveng.com

MEMO Existing Conditions The existing AM and PM peak hour traffic volumes were identified based on the data collected. Peak hour volumes for each intersection were used and through volumes were balanced upward where appropriate. Existing peak hour vehicle delays and Levels of Service (LOS) were calculated based on the existing lane use and traffic control, the existing peak hour traffic volumes, and the methodologies presented in the Highway Capacity Manual, 2 (HCM). Typically, LOS D is considered acceptable, with LOS A representing minimal delay. The results of the existing conditions analysis are attached and summarized in Table 1. Table 1 Existing Intersection Operations AM Peak Delay PM Peak Delay Intersection Control Approach (s/veh) LOS (s/veh) LOS 1. Pontiac Trail Signalized EB 42.3 D 43. D & Walled Lake Drive WB 41.9 D 42.2 D NB 16.9 B 17.8 B SB 19.7 B 17.8 B Overall 25.1 C 25.1 C 2. Pontiac Trail STOP EB 13.2 B 14.9 B & Market / Common (Minor) WB 14.8 B 17.8 C Street NB.1 A.* A SB.* A.1 A 3. Pontiac Trail STOP EB 25.5 D 1. B & Northport / Liberty (Minor) WB 11.9 B 11.6 B Street NB.* A.* A SB 2. A 1.4 A 4. Pontiac Trail STOP EB 1.6 B 11.3 B & Nicolet Street (Minor) NB SB Free.4 A Free.6 A 5. Walled Lake Drive STOP EB.* A.3 A & Witherall Street (Minor) WB SB Free 16.5 C Fee 18.7 C 6. Walled Lake Drive STOP SB 15.8 C 17.4 C & Hillcroft Drive (Minor) * - No traffic demand present for the left turn movement. Walled Lake Apartments TIA DRAFT Memo 8-29-14 Farmington Hills, MI 48334 P: 248.536.8 F: 248.536.79 www.fveng.com

MEMO The intersection of Pontiac Trail & Northport Street / Liberty Street is configured as an unsignalized multi-leg intersection with STOP signs on the minor street approaches of Northport and Liberty Streets. This intersection configuration currently exceeds the limitations of the HCM. Therefore, for analysis purposes Liberty Street was relocated to form a T intersection with the east leg of Northport Street and all traffic to and from Liberty Street was reassigned to the Northport Street approach. The existing conditions results indicate that all study intersection approaches and movements currently operate acceptably at a LOS D or better during both peak periods. Review of the network simulations indicates acceptable traffic operations during the AM peak hour. During the PM peak hour, the westbound and southbound approaches at the signalized intersection of Pontiac Trail & Walled Lake Drive experience brief periods of vehicle queues; however, these queues dissipate and are not present throughout the duration of the peak hour. In order to determine the applicable growth rate for the existing traffic volumes to project build-out, historical traffic data were referenced from the Southeast Michigan Council of Governments (SEMCOG). SEMCOG data for Pontiac Trail and Walled Lake Drive do not indicate significant traffic growth in the near future. Consistent with stagnant traffic growth patterns throughout southeast Michigan, the background growth rate was assumed to be zero percent to project buildout. Therefore, future background conditions without the proposed development are assumed equal to existing conditions. Site Trip Generation and Assignment The number of AM and PM peak hour vehicle trips that would be generated by the proposed apartment development was forecast based on data published by the Institute of Transportation Engineers (ITE) in Trip Generation, 9 th Edition. The site trip generation forecast is shown in Table 2. Table 2 Site Trip Generation ITE Average AM Peak Hour PM Peak Hour Land Use Code Amount Units Daily Traffic In Out Total In Out Total Apartments 22 71 D.U. 554 8 31 39 37 2 57 The vehicle trips that would be generated by the proposed development were assigned to the study road network based on existing peak hour traffic patterns and the proposed site access plan. The existing traffic patterns indicate the distribution of site-generated traffic shown in Table 3. Table 3 Site Trip Distribution To via AM PM North Pontiac Trail 31% 26% South Pontiac Trail 39% 46% East Walled Lake Drive 28% 24% West Walled Lake Drive 2% 4% 1% 1% Walled Lake Apartments TIA DRAFT Memo 8-29-14 Farmington Hills, MI 48334 P: 248.536.8 F: 248.536.79 www.fveng.com

MEMO Future Conditions Future peak hour vehicle delays and LOS were calculated based on the future traffic volumes with the apartment development. Additionally, the proposed development will eliminate the segment of Witherall Street between Walled Lake Drive and Market Street. Thus, all traffic using this section of roadway was redistributed to the adjacent streets of Hillcroft Drive, Ferland Street, and Liberty Street. The results of the future conditions analysis are attached and summarized in Table 4. Table 4 Future Intersection Operations AM Peak Delay PM Peak Delay Intersection Control Approach (s/veh) LOS (s/veh) LOS 1. Pontiac Trail Signalized EB 42.3 D 43. D & Walled Lake Drive WB 41.7 D 42.7 D NB 17.3 B 18. B SB 2.2 C 17.9 B Overall 25.5 C 25.3 C 2. Pontiac Trail STOP EB 13.3 B 14.9 B & Market / Common (Minor) WB 12.7 B 17.8 C Street NB.1 A.* A SB.* A.1 A 3. Pontiac Trail STOP EB 26.4 D 1. B & Northport / Liberty (Minor) WB 11.7 B 11.7 B Street NB.* A.* A SB 2. A 1.5 A 4. Pontiac Trail STOP EB 1.6 B 11.4 B & Nicolet Street (Minor) NB Free Free SB.4 A.7 A 6. Walled Lake Drive STOP SB 17.4 C 2.1 C & Hillcroft Drive (Minor) * - No traffic demand present for the left turn movement. The results of the future conditions analysis indicate that future vehicle delays and LOS at the study intersections would be similar to existing conditions and any increases would not be discernable. At the signalized intersection of Pontiac Trail & Walled Lake Drive, the proposed development would increase traffic Walled Lake Apartments TIA DRAFT Memo 8-29-14 Farmington Hills, MI 48334 P: 248.536.8 F: 248.536.79 www.fveng.com

MEMO by less than 2% during both peak periods, which is not significant. Additionally, review of network simulations indicates acceptable future traffic operations, and vehicle queues are observed to be acceptably processed. With the closure of Witherall Street between Walled Lake Drive and Market Street, Hillcroft Drive and Liberty Street will become the main routes of travel for existing egress Witherall Street traffic wishing to travel east on Walled Lake Drive. This will result in approximately 32 and 39 more vehicles traveling down Hillcroft Drive during the AM and PM peak hours, respectively. As Hillcroft Drive is a one-way street in the southbound direction only, current ingress Witherall Street traffic will use Ferland Street and Liberty Street. Conclusions The conclusions of this Traffic Impact Assessment are as follows: 1. All study intersection approaches and movements currently operate acceptably at a LOS D or better during both peak periods. 2. The proposed development will not have a significant impact on traffic operations as compared to existing conditions. 3. Future traffic at the signalized intersection of Pontiac Trail & Walled Lake Drive will increase by less than 2% during the peak hours, which is not significant. 4. With the closure of Witherall Street, Hillcroft Drive and Liberty Street will become the primary routes of travel for existing egress Witherall Street traffic and Ferland Street and Liberty Street for existing ingress Witherall Street traffic to and from the east on Walled Lake Drive. Overall, traffic operations will be acceptable with the proposed apartment development. Any questions related to this memorandum, study, analyses, and results should be addressed to Fleis & VandenBrink Engineering, Inc. Attached: Traffic Volume Data SEMCOG Data Synchro Results SJR:mjl Walled Lake Apartments TIA DRAFT Memo 8-29-14 Farmington Hills, MI 48334 P: 248.536.8 F: 248.536.79 www.fveng.com

Project: Walled Lake Apartments TIA Weather: Sunny, 7's Location: Pontiac Trail & Walled Lake Dr Southbound Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334File Name : Pontiac Trail & Walled Lake Drive Site Code : Start Date : 8/13/214 Groups Printed- Unshifted WALLED LAKE DRIVE Westbound Northbound Page No : 1 WALLED LAKE DRIVE Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 7: AM 8 3 3 18 28 82 1 57 1 273 7:15 AM 1 96 5 3 24 4 96 56 3 324 7:3 AM 15 1 5 35 41 116 2 66 371 7:45 AM 124 3 1 39 39 116 57 2 39 Total 1 45 12 21 116 148 41 2 1 236 6 1358 8: AM 2 91 6 8 21 42 83 53 5 311 8:15 AM 1 13 1 5 26 5 97 39 1 323 8:3 AM 2 95 4 6 27 1 33 17 2 27 4 38 8:45 AM 114 1 9 8 2 39 16 1 18 2 318 Total 5 43 1 2 27 94 1 164 393 3 137 12 126 *** BREAK *** 4: PM 8 114 2 7 39 38 38 133 2 12 4 397 4:15 PM 5 13 1 48 44 1 5 133 1 6 15 7 45 4:3 PM 4 113 8 5 53 53 165 1 18 3 468 4:45 PM 12 125 4 5 59 48 179 2 1 19 6 55 Total 29 482 2 29 187 194 1 189 61 4 6 3 64 2 182 5: PM 8 129 5 52 61 1 56 186 1 13 4 516 5:15 PM 9 117 3 75 56 43 188 12 2 55 5:3 PM 6 13 9 62 48 5 163 1 1 16 459 5:45 PM 3 127 6 73 51 1 42 135 1 14 4 457 Total 26 476 23 262 216 2 191 672 2 2 55 1 1937 Grand Total 61 1766 3 84 497 62 4 692 285 11 7 5 492 48 6375 Apprch % 3.3 96.5.2. 7. 41.2 51.5.3 24.8 74.6.4.3.9 9.3 8.8. Total % 1. 27.7.. 1.3 7.8 9.7.1 1.9 32.7.2.1.1 7.7.8.

WALLED LAKE DRIVE Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334File Name : Pontiac Trail & Walled Lake Drive Site Code : Start Date : 8/13/214 Page No : 2 61 1766 183 3 61 84 497 569 121 497 11 62 48 3 492 545 1187 492 5 692 5 1766 2391 62 1 - Unshifted 7: AM 5:45 PM 11 48 285 2217 285 2788 84 692 North WALLED LAKE DRIVE

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334File Name : Pontiac Trail & Walled Lake Drive Site Code : Start Date : 8/13/214 Page No : 3 Southbound WALLED LAKE DRIVE Westbound Northbound WALLED LAKE DRIVE Eastbound Start Rig Thr Time ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Int. s Total Total Peak Hour From 7: AM to 11:45 AM - Peak 1 of 1 Intersecti on 7:15 AM Volume 3 416 419 15 26 119 16 162 411 2 575 232 1 242 1396 Percent.7 99. 16. 74. 28. 71. 95... 9.4..3.. 3 3 4 2 5 9 4.1. 7:45 Volume 124 124 3 1 39 52 39 116 155 57 2 59 39 Peak Factor.895 High Int. 7:45 AM 7:45 AM 7:3 AM 7:3 AM Volume 124 124 3 1 39 52 41 116 2 159 66 66 Peak Factor.84 5.76 9.9 4.91 7 15 411 436 1 416 419 3 WALLED LAKE DRIVE 3 15 26 31 16 26 2 119 1 - Unshifted 7:15 AM 8: AM 1 232 242 394 232 162 WALLED LAKE DRIVE 416 535 119 2 411 575 162 North

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334File Name : Pontiac Trail & Walled Lake Drive Site Code : Start Date : 8/13/214 Page No : 4 Southbound WALLED LAKE DRIVE Westbound Northbound WALLED LAKE DRIVE Eastbound Start Rig Thr Time ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Int. s Total Total Peak Hour From 12: PM to 5:45 PM - Peak 1 of 1 Intersecti on 4:3 PM Volume 33 484 517 2 227 229 1 477 2 718 3 921 2 62 15 79 1994 Percent 6.4 93. 47. 48. 21. 78. 78. 19... 4.2.2.3. 2.5 6 6 7 5. 5: Volume 8 129 137 5 52 61 1 119 56 186 242 1 13 4 18 516 Peak Factor.966 High Int. 4:45 PM 5:15 PM 5: PM 4:45 PM Volume 12 125 137 3 75 56 134 56 186 242 1 19 6 26 Peak Factor.94 3.89.95 1.76 2 718 753 15 484 517 33 WALLED LAKE DRIVE 33 2 227 263 476 227 3 229 1 - Unshifted 4:3 PM 5:15 PM 15 62 79 262 62 2 2 WALLED LAKE DRIVE 2 484 715 229 3 718 921 2 North

Project: Walled Lake Apartments TIA Weather: Sunny, 7's Location: Pontiac Trail & Northport / Li Start Time Rig ht Southbound Thr u Be ar Left Left Pe ds Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 NORTHPORT STREET Westbound Rig ht Har Thr u Left d Left Groups Printed- Unshifted LIBERTY STREET Northwestbound Har Be Be Har Pe d ar ar d ds Rig Rig Left Left ht ht Har d Rig ht Northbound Rig ht Thr u Left Pe ds File Name : PONTIA~2 Site Code : Start Date : 8/14/214 Page No : 1 NORTHPORT STREET Eastbound Be Rig ar Thr ht Rig u Left Pe ds ht 7: AM 77 3 1 5 94 18 7:15 AM 92 9 2 1 7 83 194 7:3 AM 11 23 1 1 1 1 8 117 1 254 7:45 AM 1 126 37 1 1 1 1 7 18 283 Total 1 396 72 1 3 1 2 2 3 27 42 1 911 8: AM 92 21 1 1 2 122 239 8:15 AM 73 17 1 1 85 1 1 188 8:3 AM 93 16 1 5 18 1 1 225 8:45 AM 3 12 8 1 1 7 133 1 2 258 Total 3 36 62 1 3 1 1 24 448 3 3 1 91 *** BREAK *** 4: PM 2 129 19 15 1 1 4 14 1 169 355 4:15 PM 2 113 2 2 15 1 1 14 1 2 149 1 1 322 4:3 PM 113 2 2 8 4 16 1 2 173 1 34 4:45 PM 135 15 2 15 1 2 17 149 336 Total 4 49 74 6 53 1 8 2 4 61 1 1 5 64 1 2 1353 5: PM 115 12 1 2 1 12 162 1 324 5:15 PM 1 121 16 3 21 1 1 1 7 2 192 366 5:3 PM 13 17 27 3 2 4 1 185 369 5:45 PM 122 1 4 18 2 2 1 13 1 145 2 1 1 322 Total 1 488 55 8 86 2 7 2 3 36 4 684 2 2 1 1381 Grand Total 9 1734 263 16 145 5 18 6 1 148 1 1 9 2174 6 7 1 2 4555 Apprch %.4 85.8 13..8. 83.3 2.9 1.3 3.4. 6.3 92.5.6.6..4 99.3.3. 7. 1.. 2.. Total %.2 38.1 5.8.4. 3.2.1.4.1..2 3.2....2 47.7.1..2.... Int. Total

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 Out In Total 2469 222 4491 File Name : PONTIA~2 Site Code : Start Date : 8/14/214 Page No : 2 9 Right 1734 Thru 263 Bear Left 16 Left Peds NORTHPORT STREET Out In Total 21 1 31 2 1 7 Left Thru Bear Right Right Peds 8/14/214 7:: AM 8/14/214 5:45: PM Unshifted North 145 5 18 6 Right Thru Left Hard Peds Left Out In Total 35 174 29 NORTHPORT STREET Hard Right 1 Left 6 Thru 2174 Right 9 Hard Right Peds Hard Left 1 Bear Left 1 Bear Right 148 16 In 43 Total 176 2189 3949 Out In Total 27 Out LIBERTY STREET

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 File Name : PONTIA~2 Site Code : Start Date : 8/14/214 Page No : 3 Start Time Ri gh t Southbound Th ru Be ar Le ft Le ft Pe ds App. Tot al Ri gh t NORTHPORT STREET Westbound Th ru Le ft Peak Hour From 7: AM to 11:45 AM - Peak 1 of 1 Interse 7:15 AM ction H ar d Le ft Pe ds App. Tot al LIBERTY STREET Northwestbound H ar d Ri gh t Be ar Ri gh t Be ar Le ft H ar d Le ft App. Tot al H ar d Ri gh t Northbound Ri gh t Th ru Le ft Pe ds App. Tot al Ri gh t NORTHPORT STREET Eastbound Volume 1 411 9 1 53 3 2 3 2 1 2 24 26 43 43 1 1 97 Percen t.2 81.7 17.9.2. 3. 2. 3. 2.. 7.7 92.3.... 1...... 1.. 7:45 Volume 1 126 37 1 165 1 1 2 1 7 8 18 18 283 Peak Factor.857 High Int. 7:45 AM 7:15 AM 7:3 AM 8: AM 7:3 AM Volume 1 126 37 1 165 2 1 3 1 8 9 122 122 1 1 Peak Factor.762.833.722.881.25 Be ar Ri gh t Th ru Le ft Pe ds App. Tot al Int. Tot al Out In Total 458 53 961 1 Right 411 Thru 9 Bear Left 1 Left Peds NORTHPORT STREET Out In Total 3 1 4 1 Left Thru Bear Right Right Peds 8/14/214 7:15: AM 8/14/214 8:: AM Unshifted North 3 2 3 2 Right Thru Left Hard Peds Left Out In Total 3 1 13 NORTHPORT STREET Hard Left Bear Left Bear Right 24 Hard Right 2 Left Thru 43 Right Hard Right Peds 26 In 118 Total 414 43 844 Out In Total 92 Out LIBERTY STREET

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 File Name : PONTIA~2 Site Code : Start Date : 8/14/214 Page No : 4 Start Time Ri gh t Southbound Th ru Be ar Le ft Le ft Pe ds App. Tot al Ri gh t NORTHPORT STREET Westbound Th ru Le ft Peak Hour From 12: PM to 5:45 PM - Peak 1 of 1 Interse 4:45 PM ction H ar d Le ft Pe ds App. Tot al LIBERTY STREET Northwestbound H ar d Ri gh t Be ar Ri gh t Be ar Le ft H ar d Le ft App. Tot al H ar d Ri gh t Northbound Ri gh t Th ru Le ft Pe ds App. Tot al Ri gh t NORTHPORT STREET Eastbound Volume 1 51 6 6 568 83 1 7 1 92 3 4 43 3 688 691 1 1 1395 Percen t.2 88.2 1.6 1.1. 9.2 1.1 7.6 1.1. 7. 93.....4 99.6.. 1..... 5:3 Volume 13 17 147 27 3 3 2 4 6 1 185 186 369 Peak Factor.945 High Int. 4:45 PM 5:3 PM 4:45 PM 5:15 PM 5: PM Volume 135 15 2 152 27 3 3 17 17 2 192 194 1 1 Peak Factor.934.767.632.89.25 Be ar Ri gh t Th ru Le ft Pe ds App. Tot al Int. Tot al Out In Total 811 568 1379 1 Right 51 Thru 6 Bear Left 6 Left Peds NORTHPORT STREET Out In Total 2 1 3 1 Left Thru Bear Right Right Peds 8/14/214 4:45: PM 8/14/214 5:3: PM Unshifted North 83 1 7 1 Right Thru Left Hard Peds Left Out In Total 12 92 14 NORTHPORT STREET Hard Left Bear Left Bear Right 4 Hard Right 3 Left Thru 688 Right 3 Hard Right Peds 43 In 14 Total 59 691 12 Out In Total 61 Out LIBERTY STREET

Project: Walled Lake Apartments TIA Weather: Sunny, 7's Location: Pontiac Trail & Market / Commo Southbound Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 Groups Printed- Unshifted MARKET STREET Westbound Northbound File Name : PONTIA~4 Site Code : Start Date : 8/14/214 Page No : 1 COMMON STREET Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 7: AM 77 3 1 94 5 18 7:15 AM 92 82 174 7:3 AM 12 1 118 1 222 7:45 AM 127 1 11 2 1 1 242 Total 398 3 1 2 44 3 1 5 1 818 8: AM 92 1 2 124 2 1 222 8:15 AM 73 2 1 84 2 1 163 8:3 AM 1 94 1 1 19 1 27 8:45 AM 2 13 2 1 131 2 2 243 Total 3 362 3 4 4 448 7 3 1 835 *** BREAK *** 4: PM 1 129 1 1 1 3 168 3 6 1 314 4:15 PM 1 116 1 1 149 5 273 4:3 PM 1 119 1 1 2 174 1 2 1 32 4:45 PM 3 137 1 1 147 1 29 Total 6 51 3 2 2 3 4 638 4 13 2 1 1179 5: PM 1 115 1 1 1 16 1 28 5:15 PM 2 125 2 1 2 1 191 3 327 5:3 PM 4 131 2 1 1 179 2 1 3 324 5:45 PM 125 1 1 2 1 144 2 1 2 279 Total 7 496 2 4 3 5 4 674 8 2 5 121 Grand Total 16 1757 8 6 8 13 14 2164 14 25 9 8 442 Apprch %.9 98.7.4. 22.2 29.6 48.1..6 98.7.6. 59.5 21.4 19.. Total %.4 43.5.2..1.2.3..3 53.5.3..6.2.2.

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 File Name : PONTIA~4 Site Code : Start Date : 8/14/214 Page No : 2 COMMON STREET 16 1757 1781 8 2164 2178 6 16 6 8 38 27 8 14 13 1 - Unshifted 7: AM 5:45 PM 8 8 8 9 42 31 9 25 14 MARKET STREET 25 1757 1795 13 14 2164 2192 14 North

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 File Name : PONTIA~4 Site Code : Start Date : 8/14/214 Page No : 3 Southbound MARKET STREET Westbound Northbound COMMON STREET Eastbound Start Rig Thr Time ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Int. s Total Total Peak Hour From 7: AM to 11:45 AM - Peak 1 of 1 Intersecti on 7:15 AM Volume 413 413 2 2 3 434 5 442 1 2 3 86 Percent. 1.... 1 98. 33. 66...7 1.1.... 2 3 7. 7:45 Volume 127 127 1 1 11 2 112 1 1 2 242 Peak Factor.888 High Int. 7:45 AM 7:45 AM 8: AM 7:45 AM Volume 127 127 1 1 2 124 2 128 1 1 2 Peak Factor.81 3.5.86 3.37 5 434 436 2 413 413 COMMON STREET 5 5 1 - Unshifted 7:15 AM 8: AM 2 2 2 3 3 1 3 MARKET STREET 1 413 416 2 5 434 442 3 North

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 File Name : PONTIA~4 Site Code : Start Date : 8/14/214 Page No : 4 Southbound MARKET STREET Westbound Northbound COMMON STREET Eastbound Start Rig Thr Time ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Rig Thr s Total ht u Left Ped App. Int. s Total Total Peak Hour From 12: PM to 5:45 PM - Peak 1 of 1 Intersecti on 4:45 PM Volume 1 58 2 52 4 3 3 1 3 677 68 6 2 3 11 1221 Percent 1.9 97. 4. 3. 3. 99. 54. 18. 27..4...4.. 7 6 5 2 3. 5:15 Volume 2 125 2 129 1 2 3 1 191 192 3 3 327 Peak Factor.933 High Int. 4:45 PM 5:15 PM 5:15 PM 5:3 PM Volume 3 137 14 1 2 3 1 191 192 2 1 3 6 Peak Factor.92 9.83 3.88 5.45 8 4 677 684 3 2 58 52 1 COMMON STREET 1 4 3 13 1 3 3 1 - Unshifted 4:45 PM 5:3 PM 3 2 2 11 7 2 6 3 MARKET STREET 6 58 517 3 677 68 3 North

Project: Walled Lake Apartments TIA Weather: Cloudy, 7's Location: Pontiac Trail & Nicolet Southbound Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 NICOLET STREET Westbound Groups Printed- Unshifted Northbound File Name : Pontiac Trail & Nicolet Street Site Code : Start Date : 8/19/214 Page No : 1 NICOLET STREET Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 7: AM 62 2 3 1 89 157 7:15 AM 18 1 12 4 215 7:3 AM 122 7 5 112 246 7:45 AM 141 7 2 1 15 256 Total 433 16 11 2 48 4 874 8: AM 124 4 5 11 1 235 8:15 AM 112 4 1 119 236 8:3 AM 114 4 3 2 1 114 1 239 8:45 AM 113 2 4 1 122 1 243 Total 463 14 12 3 2 456 3 953 *** BREAK *** 4: PM 144 13 5 1 152 315 4:15 PM 124 4 8 2 172 31 4:3 PM 156 7 11 1 212 2 389 4:45 PM 14 7 12 29 368 Total 564 31 36 4 745 2 1382 5: PM 128 1 12 1 25 356 5:15 PM 127 5 27 1 2 241 43 5:3 PM 127 4 15 1 176 323 5:45 PM 145 8 9 1 175 338 Total 527 27 63 3 3 797 142 Grand Total 1987 88 122 8 9 246 9 4629 Apprch %. 95.8 4.2. 93.8. 6.2..4 99.3..4.... Total %. 42.9 1.9. 2.6..2..2 52...2....

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 File Name : Pontiac Trail & Nicolet Street Site Code : Start Date : 8/19/214 Page No : 2 122 246 2528 88 1987 275 8 NICOLET STREET 1 - Unshifted 7: AM 5:45 PM NICOLET STREET 9 1987 1995 8 246 2415 9 North

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 File Name : Pontiac Trail & Nicolet Street Site Code : Start Date : 8/19/214 Page No : 3 Southbound NICOLET STREET Westbound Northbound NICOLET STREET Eastbound Start Time Righ Ped App. Righ Ped App. Righ Ped App. Righ Ped App. Int. Thru Left Thru Left Thru Left Thru Left t s Total t s Total t s Total t s Total Total Peak Hour From 7: AM to 11:45 AM - Peak 1 of 1 Intersectio n 7:3 AM Volume 499 22 521 12 1 13 1 437 1 439 973 Percent. 95.8 4.2. 92.3. 7.7..2 99.5..2.... 7:45 Volume 141 7 148 2 1 3 15 15 256 Peak.95 Factor High Int. 7:45 AM 7:3 AM 8:15 AM 6:45: AM Volume 141 7 148 5 5 1 119 12 Peak Factor.88.65.915 12 437 449 22 499 521 1 NICOLET STREET 1 - Unshifted 7:3 AM 8:15 AM NICOLET STREET 1 499 5 1 437 438 1 North

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 File Name : Pontiac Trail & Nicolet Street Site Code : Start Date : 8/19/214 Page No : 4 Southbound NICOLET STREET Westbound Northbound NICOLET STREET Eastbound Start Time Righ Ped App. Righ Ped App. Righ Ped App. Righ Ped App. Int. Thru Left Thru Left Thru Left Thru Left t s Total t s Total t s Total t s Total Total Peak Hour From 12: PM to 5:45 PM - Peak 1 of 1 Intersectio n 4:3 PM Volume 551 29 58 62 2 64 3 867 2 872 1516 Percent. 95. 5.. 96.9. 3.1..3 99.4..2.... 5:15 Volume 127 5 132 27 1 28 2 241 243 43 Peak.94 Factor High Int. 4:3 PM 5:15 PM 5:15 PM Volume 156 7 163 27 1 28 2 241 243 Peak Factor.89.571.897 29 551 58 867 929 62 2 NICOLET STREET 1 - Unshifted 4:3 PM 5:15 PM NICOLET STREET 3 551 553 2 867 87 3 North

Project: Walled Lake Apartments TIA Weather: Partly Cloudy, 8's Location: Walled Lake Drive & Witherall WITHERALL STREET Southbound Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 WALLED LAKE DRIVE Westbound Groups Printed- Unshifted WITHERALL STREET Northbound File Name : WALLED~1 Site Code : Start Date : 8/2/214 Page No : 1 WALLED LAKE DRIVE Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 7: AM 3 1 21 1 72 98 7:15 AM 2 1 31 1 95 139 7:3 AM 1 5 1 33 129 169 7:45 AM 7 3 52 156 218 Total 3 25 5 137 2 452 624 8: AM 1 6 2 46 18 163 8:15 AM 2 7 3 33 93 1 139 8:3 AM 2 2 3 31 3 82 123 8:45 AM 1 9 2 42 2 6 116 Total 6 24 1 152 5 343 1 541 *** BREAK *** 4: PM 4 3 5 13 63 5 183 4:15 PM 2 5 17 122 2 49 197 4:3 PM 12 9 132 7 2 225 4:45 PM 1 12 18 145 1 68 1 246 Total 7 32 49 52 3 25 8 851 5: PM 3 4 2 8 138 62 1 218 5:15 PM 5 9 1 29 142 2 46 1 235 5:3 PM 5 11 2 23 131 3 56 2 233 5:45 PM 1 11 1 14 13 3 63 2 225 Total 14 35 6 74 541 8 227 6 911 Grand Total 3 116 6 138 1332 18 1272 15 2927 Apprch % 19.7. 76.3 3.9 9.3 89.5. 1.2..... 98.8 1.2. Total % 1.. 4..2 4.7 45.5..6..... 43.5.5.

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 WITHERALL STREET File Name : WALLED~1 Site Code : Start Date : 8/2/214 Page No : 2 138 116 3 138 WALLED LAKE DRIVE 1332 1362 15 1 - Unshifted 7: AM 5:45 PM 147 1332 116 1272 1287 1388 1272 WALLED LAKE DRIVE WITHERALL STREET North

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 File Name : WALLED~1 Site Code : Start Date : 8/2/214 Page No : 3 WITHERALL STREET Southbound WALLED LAKE DRIVE Westbound WITHERALL STREET Northbound WALLED LAKE DRIVE Eastbound Start Time Righ Ped App. Righ Ped App. Righ Ped App. Righ Ped App. Int. Thru Left Thru Left Thru Left Thru Left t s Total t s Total t s Total t s Total Total Peak Hour From 7: AM to 11:45 AM - Peak 1 of 1 Intersectio n 7:15 AM Volume 4 28 32 6 162 1 169 488 488 689 Percent 12.5. 87.5. 3.6 95.9..6..... 1... 7:45 Volume 7 7 3 52 55 156 156 218 Peak Factor.79 High Int. 7:15 AM 7:45 AM 6:45: AM 7:45 AM Volume 2 1 12 3 52 55 156 156 Peak Factor.667.768.782 WITHERALL STREET 6 28 WALLED LAKE DRIVE 4 6 162 166 168 162 1 - Unshifted 7:15 AM 8: AM 488 488 516 488 28 WALLED LAKE DRIVE WITHERALL STREET North

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 File Name : WALLED~1 Site Code : Start Date : 8/2/214 Page No : 4 WITHERALL STREET Southbound WALLED LAKE DRIVE Westbound WITHERALL STREET Northbound WALLED LAKE DRIVE Eastbound Start Time Righ Ped App. Righ Ped App. Righ Ped App. Righ Ped App. Int. Thru Left Thru Left Thru Left Thru Left t s Total t s Total t s Total t s Total Total Peak Hour From 12: PM to 5:45 PM - Peak 1 of 1 Intersectio n 4:45 PM Volume 14 36 5 55 78 556 6 64 232 5 237 932 Percent 25.5. 65.5 9.1 12.2 86.9..9..... 97.9 2.1. 4:45 Volume 1 12 13 18 145 1 164 68 1 69 246 Peak.947 Factor High Int. 5:3 PM 5:15 PM 4:45 PM Volume 5 11 2 18 29 142 2 173 68 1 69 Peak Factor.764.925.859 WITHERALL STREET 78 36 14 78 WALLED LAKE DRIVE 556 57 1 - Unshifted 4:45 PM 5:3 PM 634 556 5 36 232 237 268 232 WALLED LAKE DRIVE WITHERALL STREET North

Project: Walled Lake Apartments TIA Weather: Cloudy, 8's Location: Northport & Witherall WITHERALL STREET Southbound Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 NORTHPORT STREET Westbound Groups Printed- Unshifted WITHERALL STREET Northbound File Name : Northport Street & Witherall Street Site Code : Start Date : 8/21/214 Page No : 1 NORTHPORT STREET Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 7: AM 7 2 4 1 1 15 7:15 AM 7 1 1 1 1 7:3 AM 8 3 1 12 7:45 AM 8 1 3 12 Total 3 1 2 1 1 2 1 2 49 8: AM 8 1 2 11 8:15 AM 2 2 8:3 AM 2 1 2 1 1 1 8 8:45 AM 3 1 6 3 13 Total 15 2 9 3 1 4 34 *** BREAK *** 4: PM 1 1 1 1 8 2 1 3 1 19 4:15 PM 1 2 1 1 3 3 1 12 4:3 PM 1 5 1 12 2 1 1 23 4:45 PM 5 1 1 18 5 2 2 34 Total 2 12 2 3 1 1 1 1 41 12 1 7 4 88 5: PM 1 3 1 1 8 1 1 2 18 5:15 PM 5 2 29 15 3 2 56 5:3 PM 1 1 22 7 2 33 5:45 PM 5 17 7 2 2 33 Total 2 14 2 1 1 76 3 3 7 2 2 14 Grand Total 4 71 3 7 1 3 2 2 1 136 44 4 18 5 1 311 Apprch % 4.7 83.5 3.5 8.2 12.5 37.5 25. 25..5 73.5 23.8 2.2 54.5 15.2 3.3. Total % 1.3 22.8 1. 2.3.3 1..6.6.3 43.7 14.1 1.3 5.8 1.6 3.2.

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 WITHERALL STREET File Name : Northport Street & Witherall Street Site Code : Start Date : 8/21/214 Page No : 2 1 136 147 1 3 71 78 4 NORTHPORT STREET 4 1 3 51 6 3 44 2 1 - Unshifted 7: AM 5:45 PM 1 3 5 33 9 5 18 1 NORTHPORT STREET 18 71 91 2 44 136 181 WITHERALL STREET 1 North

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 File Name : Northport Street & Witherall Street Site Code : Start Date : 8/21/214 Page No : 3 WITHERALL STREET Southbound NORTHPORT STREET Westbound WITHERALL STREET Northbound NORTHPORT STREET Eastbound Start Time Righ Ped App. Righ Ped App. Righ Ped App. Righ Ped App. Int. Thru Left Thru Left Thru Left Thru Left t s Total t s Total t s Total t s Total Total Peak Hour From 7: AM to 11:45 AM - Peak 1 of 1 Intersectio n 7: AM Volume 3 1 2 33 1 1 1 2 12 1 2 3 49 Percent. 9.9 3. 6.1. 1.... 83.3 16.7. 33.3 66.7.. 7: Volume 7 2 9 4 1 5 1 1 15 Peak Factor.817 High Int. 7: AM 7:15 AM 7: AM 7:15 AM Volume 7 2 9 1 1 4 1 5 1 1 2 Peak Factor.917.25.6.375 WITHERALL STREET 1 1 1 3 31 NORTHPORT STREET 1 3 2 1 - Unshifted 7: AM 7:45 AM 1 1 1 2 3 3 2 1 NORTHPORT STREET 1 3 31 2 1 12 WITHERALL STREET North

Fleis & VandenBrink Engineering, Inc. Farmington Hills, MI 48334 File Name : Northport Street & Witherall Street Site Code : Start Date : 8/21/214 Page No : 4 WITHERALL STREET Southbound NORTHPORT STREET Westbound WITHERALL STREET Northbound NORTHPORT STREET Eastbound Start Time Righ Ped App. Righ Ped App. Righ Ped App. Righ Ped App. Int. Thru Left Thru Left Thru Left Thru Left t s Total t s Total t s Total t s Total Total Peak Hour From 12: PM to 5:45 PM - Peak 1 of 1 Intersectio n 4:45 PM Volume 2 14 16 2 2 1 5 1 77 28 1 17 9 2 2 13 141 Percent 12.5 87.5... 4. 4. 2..9 72. 26.2.9 69.2 15.4 15.4. 5:15 Volume 5 5 2 2 29 15 44 3 2 5 56 Peak.629 Factor High Int. 4:45 PM 5: PM 5:15 PM 5:15 PM Volume 5 5 1 1 2 29 15 44 3 2 5 Peak Factor.8.625.68.65 WITHERALL STREET 77 79 2 14 16 2 NORTHPORT STREET 2 2 32 28 1 - Unshifted 4:45 PM 5:3 PM 4 2 2 2 2 13 3 2 9 1 NORTHPORT STREET 9 14 25 2 28 77 16 WITHERALL STREET 1 North

Level of Service Criteria for Stop Sign Controlled Intersections The level of service criteria are given in Table 17-2. As used here, control delay is defined as the total elapsed time from the time a vehicle stops at the end of the queue until the vehicle departs from the stop line; this time includes the time required for the vehicle to travel from the last-in-queue position to the first-in-queue position, including deceleration of vehicles from free-flow speed to the speed of vehicles in queue. The average total delay for any particular minor movement is a function of the service rate or capacity of the approach and the degree of saturation.... Exhibit 17-2. Level of Service Criteria for TWSC Intersections LEVEL OF SERVICE AVERAGE CONTROL DELAY (sec/veh) A < 1 B > 1 and < 15 C > 15 and < 25 D > 25 and < 35 E > 35 and < 5 F > 5 Average total delay less than 1 sec/veh is defined as Level of Service (LOS) A. Follow-up times of less than 5 sec have been measured when there is no conflicting traffic for a minor street movement, so control delays of less than 1 sec/veh are appropriate for low flow conditions. To remain consistent with the AWSC intersection analysis procedure described later in this chapter, a total delay of 5 sec/veh is assumed as the break point between LOS E and F. The proposed level of service criteria for TWSC intersections are somewhat different from the criteria used in Chapter 16 for signalized intersections. The primary reason for this difference is that drivers expect different levels of performance from different kinds of transportation facilities. The expectation is that a signalized intersection is designed to carry higher traffic volumes than an unsignalized intersection. Additionally, several driver behavior considerations combine to make delays at signalized intersections less onerous than at unsignalized intersections. For example, drivers at signalized intersections are able to relax during the red interval, where drivers on the minor approaches to unsignalized intersections must remain attentive to the task of identifying acceptable gaps and vehicle conflicts. Also, there is often much more variability in the amount of delay experienced by individual drivers at unsignalized than signalized intersections. For these reasons, it is considered that the total delay threshold for any given level of service is less for an unsignalized intersection than for a signalized intersection.... LOS F exists when there are insufficient gaps of suitable size to allow a side street demand to cross safely through a major street traffic stream. This level of service is generally evident from extremely long total delays experienced by side street traffic and by queueing on the minor approaches. The method, however, is based on a constant critical gap size - that is, the critical gap remains constant, no matter how long the side street motorist waits. LOS F may also appear in the form of side street vehicles selecting smaller-than-usual gaps. In such cases, safety may be a problem and some disruption to the major traffic stream may result. It is important to note that LOS F may not always result in long queues but may result in adjustments to normal gap acceptance behavior. The latter is more difficult to observe on the field than queueing, which is more obvious. Source: Highway Capacity Manual, 2. Transportation Research Board, National Research Council

Level of Service for Signalized Intersections Level of service for signalized intersections is defined in terms of delay, which is a measure of driver discomfort and frustration, fuel consumption, and lost travel time. Specifically, level-of-service (LOS) criteria are stated in terms of the average stopped delay per vehicle for a 15-min analysis period. The criteria are given in Exhibit 16-2. Delay may be measured in the field or estimated using procedures presented later in this chapter. Delay is a complex measure and is dependent on a number of variables, including the quality of progression, the cycle length, the green ratio, and the v/c ratio for the lane group in question. LOS A describes operations with very low delay, up to 1 sec per vehicle. This level of service occurs when progression is extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. LOS B describes operations with delay greater than 1 and up to 2 sec per vehicle. This level generally occurs with good progression, short cycle lengths, or both. More vehicles stop than with LOS A, causing higher levels of average delay. Exhibit 16-2. Level-of-Service Criteria for Signalized Intersections LEVEL OF SERVICE STOPPED DELAY PER VEHICLE (SEC) A <1. B > 1. and <2. C > 2. and < 35. D > 35. and < 55. E > 55. and < 8. F >8. LOS C describes operations with delay greater than 2 and up to 35 sec per vehicle. These higher delays may result from fair progression, longer cycle lengths, or both. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, though many still pass through the intersection without stopping. LOS D describes operations with delay greater than 35 and up to 55 sec per vehicle. At level D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. LOS E describes operations with delay greater than 55 and up to 8 sec per vehicle. This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent occurrences. LOS F describes operations with delay in excess of 8 sec per vehicle. This level, considered to be unacceptable to most drivers, often occurs with oversaturation, that is, when arrival flow rates exceed the capacity of the intersection. It may also occur at high v/c ratios below 1. with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. Source: Highway Capacity Manual, 2. Transportation Research Board, National Research Council

HCM Signalized Intersection Capacity Analysis Existing Conditions 1: Pontiac Trail & Walled Lake Drive AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 1 232 119 26 15 2 417 162 416 3 Ideal Flow (vphpl) 2 2 2 2 2 2 2 2 2 2 2 2 Total Lost time (s) 6. 6. 6. 6. 6. 6. 6. Lane Util. Factor 1. 1. 1. 1..95 1. 1. Frt 1. 1. 1..95.96 1..85 Flt Protected.95 1..95 1. 1. 1. 1. Satd. Flow (prot) 1863 1961 1863 1855 3569 1961 1667 Flt Permitted.95 1..95 1..95 1. 1. Satd. Flow (perm) 1863 1961 1863 1855 346 1961 1667 Peak-hour factor, PHF.92.92.92.77.77.77.9.9.9.85.85.85 Adj. Flow (vph) 11 252 155 34 19 2 463 18 489 4 RTOR Reduction (vph) 16 3 Lane Group Flow (vph) 11 252 155 37 615 489 4 Turn Type Split NA Split NA Perm NA NA Perm Protected Phases 3 3 2 2 1 1 Permitted Phases 1 1 Actuated Green, G (s) 19.1 19.1 14.5 14.5 48.4 48.4 48.4 Effective Green, g (s) 19.1 19.1 14.5 14.5 48.4 48.4 48.4 Actuated g/c Ratio.19.19.14.14.48.48.48 Clearance Time (s) 6. 6. 6. 6. 6. 6. 6. Vehicle Extension (s) 4. 4. 4. 4. 3. 3. 3. Lane Grp Cap (vph) 355 374 27 268 1648 949 86 v/s Ratio Prot.1 c.13 c.8.2 c.25 v/s Ratio Perm.18. v/c Ratio.3.67.57.14.37.52. Uniform Delay, d1 32.9 37.6 39.9 37.3 16.2 17.7 13.3 Progression Factor 1. 1. 1. 1. 1. 1. 1. Incremental Delay, d2. 5.2 3.5.3.6 2.. Delay (s) 33. 42.7 43.4 37.6 16.9 19.7 13.4 Level of Service C D D D B B B Approach Delay (s) 42.3 41.9 16.9 19.7 Approach LOS D D B B Intersection Summary HCM 2 Control Delay 25.1 HCM 2 Level of Service C HCM 2 Volume to Capacity ratio.56 Actuated Cycle Length (s) 1. Sum of lost time (s) 18. Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Walled Lake Apartments Synchro 8 Report Fleis & VandenBrink Engineering, Inc. 8/28/214

HCM Unsignalized Intersection Capacity Analysis Existing Conditions 2: Pontiac Trail & Common Street/Market Street AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 2 1 2 5 434 3 416 Sign Control Stop Stop Free Free Grade % % % % Peak Hour Factor.6.6.6.6.6.6.86.86.86.81.81.81 Hourly flow rate (vph) 3 2 3 6 55 3 514 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 29 px, platoon unblocked.91.91.91.91.91.91 vc, conflicting volume 778 133 257 776 132 254 514 58 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 564 845 257 563 843 514 269 tc, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tc, 2 stage (s) tf (s) 3.5 4. 3.3 3.5 4. 3.3 2.2 2.2 p queue free % 99 1 1 99 1 1 99 1 cm capacity (veh/h) 371 271 742 371 271 989 148 1178 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 5 3 258 256 257 257 Volume Left 3 3 6 Volume Right 2 3 csh 445 371 148 17 1178 17 Volume to Capacity.1.1.1.15..15 Queue Length 95th (ft) 1 1 Control Delay (s) 13.2 14.8.2... Lane LOS B B A Approach Delay (s) 13.2 14.8.1. Approach LOS B B Intersection Summary Average Delay.2 Intersection Capacity Utilization 24.8% ICU Level of Service A Analysis Period (min) 15 Walled Lake Apartments Synchro 8 Report Fleis & VandenBrink Engineering, Inc. 8/28/214

HCM Unsignalized Intersection Capacity Analysis Existing Conditions 3: Pontiac Trail & Northport Street AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Volume (veh/h) 1 3 2 27 436 91 413 1 Sign Control Stop Stop Free Free Grade % % % % Peak Hour Factor.6.6.6.83.83.83.88.88.88.76.76.76 Hourly flow rate (vph) 2 4 2 33 495 12 543 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 58 px, platoon unblocked.94.94.94.94.94.94 vc, conflicting volume 165 1279 272 17 128 248 545 495 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 952 1178 272 89 1179 87 545 349 tc, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tc, 2 stage (s) tf (s) 3.5 4. 3.3 3.5 4. 3.3 2.2 2.2 p queue free % 99 1 1 98 98 96 1 89 cm capacity (veh/h) 177 16 725 26 16 92 12 114 Direction, Lane # EB 1 WB 1 NE 1 NE 2 SW 1 SW 2 Volume Total 2 39 248 248 391 273 Volume Left 2 4 12 Volume Right 33 1 csh 177 561 12 17 114 17 Volume to Capacity.1.7..15.11.16 Queue Length 95th (ft) 1 6 9 Control Delay (s) 25.5 11.9.. 3.3. Lane LOS D B A Approach Delay (s) 25.5 11.9. 2. Approach LOS D B Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 38.2% ICU Level of Service A Analysis Period (min) 15 Walled Lake Apartments Synchro 8 Report Fleis & VandenBrink Engineering, Inc. 8/28/214

HCM Unsignalized Intersection Capacity Analysis Existing Conditions 4: Pontiac Trail & Nicolet Street AM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 1 12 463 1 22 54 Sign Control Stop Free Free Grade % % % Peak Hour Factor.65.65.92.92.88.88 Hourly flow rate (vph) 2 18 53 1 25 573 Pedestrians 1 Lane Width (ft) 12. Walking Speed (ft/s) 4. Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 13 px, platoon unblocked vc, conflicting volume 841 253 55 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 841 253 55 tc, single (s) 6.8 6.9 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 99 98 98 cm capacity (veh/h) 296 746 155 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 2 336 169 216 382 Volume Left 2 25 Volume Right 18 1 csh 668 17 17 155 17 Volume to Capacity.3.2.1.2.22 Queue Length 95th (ft) 2 2 Control Delay (s) 1.6.. 1.2. Lane LOS B A Approach Delay (s) 1.6..4 Approach LOS B Intersection Summary Average Delay.4 Intersection Capacity Utilization 38.6% ICU Level of Service A Analysis Period (min) 15 Walled Lake Apartments Synchro 8 Report Fleis & VandenBrink Engineering, Inc. 8/28/214

HCM Unsignalized Intersection Capacity Analysis Existing Conditions 5: Walled Lake Drive & Witherall Street AM Peak Hour Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 488 162 6 28 4 Sign Control Free Free Stop Grade % % % Peak Hour Factor.78.78.77.77.67.67 Hourly flow rate (vph) 626 21 8 42 6 Pedestrians 1 Lane Width (ft) 12. Walking Speed (ft/s) 4. Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 848 px, platoon unblocked.89 vc, conflicting volume 219 841 215 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 219 761 215 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 1 87 99 cm capacity (veh/h) 1349 333 824 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 626 218 48 Volume Left 42 Volume Right 8 6 csh 1349 17 36 Volume to Capacity..13.13 Queue Length 95th (ft) 11 Control Delay (s).. 16.5 Lane LOS C Approach Delay (s).. 16.5 Approach LOS C Intersection Summary Average Delay.9 Intersection Capacity Utilization 34.4% ICU Level of Service A Analysis Period (min) 15 Walled Lake Apartments Synchro 8 Report Fleis & VandenBrink Engineering, Inc. 8/28/214

HCM Unsignalized Intersection Capacity Analysis Existing Conditions 6: Walled Lake Drive & Hillcroft Drive AM Peak Hour Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 516 167 7 1 Sign Control Free Free Stop Grade % % % Peak Hour Factor.78.78.77.77.92.92 Hourly flow rate (vph) 662 217 8 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1134 px, platoon unblocked.91 vc, conflicting volume 217 878 217 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 217 817 217 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p queue free % 1 98 1 cm capacity (veh/h) 1353 315 823 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 662 217 9 Volume Left 8 Volume Right 1 csh 17 17 341 Volume to Capacity.39.13.3 Queue Length 95th (ft) 2 Control Delay (s).. 15.8 Lane LOS C Approach Delay (s).. 15.8 Approach LOS C Intersection Summary Average Delay.2 Intersection Capacity Utilization 35.8% ICU Level of Service A Analysis Period (min) 15 Walled Lake Apartments Synchro 8 Report Fleis & VandenBrink Engineering, Inc. 8/28/214

HCM Signalized Intersection Capacity Analysis Existing Conditions 1: Pontiac Trail & Walled Lake Drive PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 15 62 2 229 227 2 3 718 2 484 33 Ideal Flow (vphpl) 2 2 2 2 2 2 2 2 2 2 2 2 Total Lost time (s) 6. 6. 6. 6. 6. 6. 6. Lane Util. Factor 1. 1. 1. 1..95 1. 1. Frpb, ped/bikes 1. 1. 1. 1. 1. 1. 1. Flpb, ped/bikes 1. 1. 1. 1. 1. 1. 1. Frt 1..99 1..99.97 1..85 Flt Protected.95 1..95 1. 1. 1. 1. Satd. Flow (prot) 1863 195 1863 1935 363 1961 1667 Flt Permitted.95 1..95 1..95 1. 1. Satd. Flow (perm) 1863 195 1863 1935 3438 1961 1667 Peak-hour factor, PHF.76.76.76.89.89.89.95.95.95.94.94.94 Adj. Flow (vph) 2 82 3 257 255 22 3 756 211 515 35 RTOR Reduction (vph) 2 3 18 Lane Group Flow (vph) 2 83 257 274 952 515 35 Confl. Peds. (#/hr) 1 1 Turn Type Split NA Split NA Perm NA NA Perm Protected Phases 3 3 2 2 1 1 Permitted Phases 1 1 Actuated Green, G (s) 1.6 1.6 2.4 2.4 51. 51. 51. Effective Green, g (s) 1.6 1.6 2.4 2.4 51. 51. 51. Actuated g/c Ratio.11.11.2.2.51.51.51 Clearance Time (s) 6. 6. 6. 6. 6. 6. 6. Vehicle Extension (s) 4. 4. 4. 4. 3. 3. 3. Lane Grp Cap (vph) 197 26 38 394 1753 1 85 v/s Ratio Prot.1 c.4.14 c.14.26 v/s Ratio Perm c.28.2 v/c Ratio.1.4.68.69.54.52.4 Uniform Delay, d1 4.4 41.7 36.8 36.9 16.6 16.3 12.3 Progression Factor 1. 1. 1. 1. 1. 1. 1. Incremental Delay, d2.3 1.8 5.1 5.7 1.2 1.9.1 Delay (s) 4.7 43.5 41.9 42.6 17.8 18.2 12.4 Level of Service D D D D B B B Approach Delay (s) 43. 42.2 17.8 17.8 Approach LOS D D B B Intersection Summary HCM 2 Control Delay 25.1 HCM 2 Level of Service C HCM 2 Volume to Capacity ratio.56 Actuated Cycle Length (s) 1. Sum of lost time (s) 18. Intersection Capacity Utilization 61.% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Walled Lake Apartments Synchro 8 Report Fleis & VandenBrink Engineering, Inc. 8/28/214

HCM Unsignalized Intersection Capacity Analysis Existing Conditions 2: Pontiac Trail & Common Street/Market Street PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 3 2 6 3 3 4 75 3 2 58 1 Sign Control Stop Stop Free Free Grade % % % % Peak Hour Factor.6.6.6.83.83.83.89.89.89.93.93.93 Hourly flow rate (vph) 5 3 1 4 4 5 843 3 2 546 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 29 px, platoon unblocked.84.84.84.84.84.84 vc, conflicting volume 984 142 278 1133 146 423 557 846 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 587 188 278 766 192 557 423 tc, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tc, 2 stage (s) tf (s) 3.5 4. 3.3 3.5 4. 3.3 2.2 2.2 p queue free % 98 98 99 98 98 99 1 1 cm capacity (veh/h) 321 179 719 237 178 96 11 947 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 18 12 421 425 275 284 Volume Left 5 4 2 Volume Right 1 5 3 11 csh 381 294 11 17 947 17 Volume to Capacity.5.4..25..17 Queue Length 95th (ft) 4 3 Control Delay (s) 14.9 17.8...1. Lane LOS B C A Approach Delay (s) 14.9 17.8.. Approach LOS B C Intersection Summary Average Delay.4 Intersection Capacity Utilization 29.8% ICU Level of Service A Analysis Period (min) 15 Walled Lake Apartments Synchro 8 Report Fleis & VandenBrink Engineering, Inc. 8/28/214

HCM Unsignalized Intersection Capacity Analysis Existing Conditions 3: Pontiac Trail & Northport Street PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Volume (veh/h) 1 7 1 123 754 3 66 512 1 Sign Control Stop Stop Free Free Grade % % % % Peak Hour Factor.6.6.6.77.77.77.89.89.89.93.93.93 Hourly flow rate (vph) 2 9 1 16 847 3 71 551 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 583 px, platoon unblocked.85.85.85.85.85.85 vc, conflicting volume 1277 1544 276 1268 1542 425 552 851 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 974 1287 276 963 1286 552 473 tc, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tc, 2 stage (s) tf (s) 3.5 4. 3.3 3.5 4. 3.3 2.2 2.2 p queue free % 1 1 1 95 99 83 1 92 cm capacity (veh/h) 135 128 722 168 128 922 114 923 Direction, Lane # EB 1 WB 1 NE 1 NE 2 SW 1 SW 2 Volume Total 2 17 424 427 346 276 Volume Left 9 71 Volume Right 2 16 3 1 csh 722 716 114 17 923 17 Volume to Capacity..24..25.8.16 Queue Length 95th (ft) 23 6 Control Delay (s) 1. 11.6.. 2.6. Lane LOS B B A Approach Delay (s) 1. 11.6. 1.4 Approach LOS B B Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period (min) 15 Walled Lake Apartments Synchro 8 Report Fleis & VandenBrink Engineering, Inc. 8/28/214