MEMO VIA . Ms. Amy Roth DPS Director, City of Three Rivers. To:

MEMO To: Ms. Amy Roth DPS Director, City of Three Rivers VIA EMAIL From: Michael J. Labadie, PE Julie M. Kroll, PE, PTOE Brandon Hayes, PE, P.Eng. Fleis & VandenBrink Date: January 5, 2017 Re: Proposed City of Three Rivers, Michigan Traffic Impact Study Introduction This memorandum presents the results of a Traffic Impact Study (TIS) for the proposed Three Rivers Youth Sports Complex in the City of Three Rivers, Michigan. The project site is located generally between N. Main Street (BR-131) and Buckhorn Road, approximately ⅓ mile south of Lovers Lane. The proposed development plans include approximately 72 acres of sports complex development with site access provided via one driveway to N. Main Street (BR-131) and one driveway to Buckhorn Road. The Michigan Department of Transportation (MDOT) has jurisdiction over N. Main Street (BR-131) and has required a TIA for the project in accordance with MDOT Traffic & Safety Note 607C. The purpose of this study is to evaluate the traffic-related impacts (if any) of the proposed development on the following study intersections: N. Main Street (BR-131) & US-131, N. Main Street (BR-131) & Hoffman Street, N. Main Street (BR-131) & Clifton Drive, Portage Avenue & Hoffman Street, and The proposed site access points. The scope of the study was developed based the information outlined by the City of Three Rivers in the Request for Proposals, information as discussed at the project kick-off meeting, Fleis & VandenBrink s (F&V) knowledge of the study area and understanding of the development program, information provided by MDOT in accordance with MDOT Traffic & Safety Note 607C, accepted traffic engineering practice, and methodologies published by the Institute of Transportation Engineers (ITE). The study analyses were completed using Synchro and SimTraffic (Version 9) traffic analysis software. Data Collection The existing weekday AM, PM and Saturday (SAT) turning movement traffic volume data were collected by F&V subconsultant Traffic Data Collection, Inc. (TDC) on Thursday, August 18, 2016 and Saturday, August 20, 2016 during the weekday AM (7:00 AM to 9:00 AM) and PM (4:00 AM to 6:00 PM) and Saturday AM (9:00 AM to 12:00 PM) and PM (12:00 PM to 3:00 PM) peak periods at the study intersections. 27725 Stansbury Boulevard, Suite 150 Farmington Hills, MI 48334 P: 248.536.0080 F: 248.536.0079 828110 TIS FINAL Memo.docx www.fveng.com

Traffic Impact Study January 5, 2017 Page 2 of 7 Additionally, 24-hour count data was collected on N. Main Street (BR-131) south of Clifton Drive on Thursday, August 18, 2016 and Saturday, August 20, 2016. The 24-hour data was collected again on Thursday, September 8, 2016 and Saturday, September 10, 2016 to assess the effects of season traffic variation. A comparison of the 24-hour traffic volume data collected in August and in September showed a seasonal increase in traffic volumes of approximately 7% during the weekday and weekend data collection periods in September. Therefore, the turning movement count data collected in August was increased by 7% at all study intersections to provide a conservative analysis. This approach was agreed upon by MDOT, the St. Joseph County Road Commission (SJCRC), and the City of Three Rivers. Lastly, F&V collected an inventory of existing lane use and traffic controls at the study intersections and obtained existing signal timing information from MDOT. The existing AM, PM, SAT AM, and SAT PM seasonally-adjusted peak hour traffic volumes were identified based on the data collected and the peak hour turning movement volumes at each intersection were utilized for this study. This data was used as a baseline to establish existing traffic conditions without the proposed development. The applicable data referenced in this memorandum are attached. Existing Conditions Existing peak hour vehicle delays and Levels of Service (LOS) were calculated at the study intersections using Synchro (Version 9) traffic analysis software. This analysis was based on the existing lane use and traffic control shown on the attached Figure 1, the existing peak hour traffic volumes shown on the attached Figure 2, and the methodologies presented in the Highway Capacity Manual, 2010 (HCM). Typically, LOS D is considered acceptable, with LOS A representing minimal delay, and LOS F indicating failing conditions. Additionally, SimTraffic network simulations were reviewed to evaluate network operations and vehicle queues. The results of the existing conditions analysis are attached and summarized in Table 1. Table 1: Existing Intersection Operations AM Peak PM Peak SAT AM Peak SAT PM Peak Intersection Control Delay Approach (s/veh) LOS Delay (s/veh) LOS Delay (s/veh) LOS Delay (s/veh) LOS 1. N. Main Street (BR-131) Signalized EB 25.7 C 25.7 C 27.3 C 26.5 C & US-131 WB 31.6 C 31.1 C 30.6 C 31.3 C NB 5.1 A 6.8 A 4.9 A 5.1 A SB 5.9 A 8.5 A 5.0 A 6.0 A Overall 10.0 A 11.3 B 9.3 A 9.3 A 2. N. Main Street (BR-131) STOP EB 10.7 B 11.1 B 9.4 A 10.9 B & Clifton Drive (Minor) NB LT 0.0 A 7.9 A 0.0 A 7.8 A SB Free Free Free Free 3. N. Main Street (BR-131) Signalized EB 24.5 C 26.5 C 25.3 C 26.4 C & Hoffman Street WB 24.6 C 25.5 C 25.0 C 25.8 C NB 8.7 A 9.6 A 9.0 A 9.4 A SB 9.0 A 9.8 A 9.4 A 10.1 B Overall 15.0 B 15.9 B 15.5 B 15.5 B 4. Hoffman Street STOP EB 8.3 A 10.1 B 8.3 A 8.5 A & Portage Avenue (All-Way) WB 8.4 A 9.3 A 8.2 A 8.2 A NB 8.1 A 8.8 A 8.2 A 8.2 A SB 8.9 A 9.7 A 8.3 A 8.4 A Overall 8.5 A 9.6 A 8.3 A 8.4 A The results of the existing conditions analysis indicate that all study intersection approaches and movements currently operate acceptably at a LOS C or better during all peak periods. Additionally, a review of network simulations indicated acceptable traffic operations during all peak hours. 828110 TIS FINAL Memo.docx

Traffic Impact Study January 5, 2017 Page 3 of 7 Crash Review F&V obtained the most recent available three years (June 2013 to June 2016) of crash data for each of the four study intersections. The data was obtained from the Traffic Crash Analysis Tool (TCAT) maintained by the Traffic Improvement Association of Michigan (TIA). The crash data is summarized in Table 2. Table 2: Intersection Crash Analysis Summary Table CRASH TYPE Location Control US-131 & N. Main Street (BR-131) Signalized 7 5 2 10 1 1 1 1 28 N. Main Street (BR-131) & Clifton Road Stop 0 N. Main Street (BR-131) & Hoffman Street Signalized 5 2 7 1 2 17 Hoffman Street & Portage Avenue Stop 2 1 3 The results of the analysis show that there were a total of 48 crashes, including one Fatal, two Type A, five Type B, and nine Type C injuries. The majority (67%) of crashes were rear-end and angle crashes (38% and 29%, respectively). The results are discussed below by location. US-131 & N. Main Street (BR-131) There were 28 crashes at the intersection of US-131 & N. Main Street (BR-131) resulting in an average of 9.3 crashes per year over the three-year analysis period. The most prevalent crash type at the intersection was rear-end crashes; these 12 crashes accounted for 43% of reported crashes during the analysis period. The remaining crashes were comprised seven angle, five head-on left-turn, two sideswipe, and two other crashes. Most of the crashes resulted in property damage only, but eleven total crashes resulted in injuries, six of which had possible (C-level) injuries. Two of the crashes resulted in incapacitating injuries and one crash resulted in a fatality. This fatality occurred when a vehicle making a southbound left turn failed to yield and was struck by a vehicle travelling northbound on US-131. N. Main Street (BR-131) & Clifton Road There was no reported crash history at the intersection of N. Main Street & Clifton Road during the three-year analysis period. N. Main Street (BR-131) & Hoffman Street There were 17 crashes at the intersection of N. Main Street & Hoffman Street resulting in an average of 5.7 crashes per year over the three-year analysis period. The most prevalent crash type at the intersection was rear-end crashes; these eight crashes accounted for 47% of reported crashes during the analysis period. The remaining crashes were comprised five angle, two head-on left-turn, and two sideswipe crashes. Most of the crashes resulted in property damage only, but four total crashes resulted in injuries, three of which had possible (C-level) injuries. One of the crashes resulted in a non-incapacitating injury. Hoffman Street & Portage Avenue There were three crashes at the intersection of Hoffman Street & Portage Avenue resulting in an average of 1.0 crash per year over the three-year analysis period. Two angle crashes and one rear-end crash were reported; all three of these crashes resulted in property damage only. The results of the crash analysis show that based on the frequency, type, and severity of crashes at the intersections, a correctable crash pattern does not exist. It is not expected that an increase in traffic volumes related to the sports complex development would result in an increase in crash rates at any of the study intersections. Angle Head-On Left Other/Unknown Rear-End Rear-End Left Rear-End Right Sideswipe Opposite Sideswipe Same Total Crashes (3 years) 828110 TIS FINAL Memo.docx

Traffic Impact Study January 5, 2017 Page 4 of 7 Background Conditions Historical traffic volume data was reviewed in order to determine the applicable growth rate for the existing traffic volumes to the project build-out year of 2021. The historical growth rates on US-131 indicate that between 2010 and 2015, the average annual growth rate was stagnant or declining to the south of N. Main Street and the average annual growth rate was 0.6% to the north of N. Main Street. Additionally, the historical growth rates on N. Main Street (BR-131) indicate that between 2000 and 2015, the average annual growth rate was stagnant or declining to the south of US-131; however, an average annual growth rate of 2.3% was identified more recently from 2012-2015. Therefore, a conservative growth rate of 1% was utilized throughout the study area except for the N. Main Street corridor, where a conservative growth rate of 2% was applied for the analysis of background conditions without the proposed development. In addition to background growth, it is important to account for traffic that will be generated by approved developments within the vicinity of the study area that have yet to be constructed or are currently under construction. No background developments were identified within the study area that are expected to be completed prior to the site buildout of the proposed development. Background Operations Background peak hour vehicle delays and LOS were calculated based on the existing lane use and traffic control shown on the attached Figure 1, the background traffic volumes shown on the attached Figure 3, and the methodologies presented in the HCM. The results of the background conditions assessment are attached and summarized in Table 3. Table 3: Background Intersection Operations AM Peak PM Peak SAT AM Peak SAT PM Peak Intersection Control Delay Approach (s/veh) LOS Delay (s/veh) LOS Delay (s/veh) LOS Delay (s/veh) LOS 1. N. Main Street (BR-131) Signalized EB 25.4 C 25.4 C 27.1 C 26.2 C & US-131 WB 31.7 C 31.9 C 30.6 C 31.3 C NB 5.5 A 7.4 A 5.3 A 5.4 A SB 6.5 A 10.1 B 5.4 A 6.6 A Overall 10.5 B 12.4 B 9.6 A 9.8 A 2. N. Main Street (BR-131) STOP EB 10.8 B 11.4 B 9.5 A 11.3 B & Clifton Drive (Minor) NB LT 0.0 A 8.0 A 0.0 A 7.9 A SB Free Free Free Free 3. N. Main Street (BR-131) Signalized EB 24.6 C 26.7 C 25.5 C 26.6 C & Hoffman Street WB 24.8 C 25.7 C 25.2 C 26.0 C NB 8.8 A 9.8 A 9.2 A 9.7 A SB 9.2 A 10.1 B 9.6 A 10.4 B Overall 14.9 B 16.0 B 15.5 B 15.6 B 4. Hoffman Street STOP EB 8.4 A 10.4 B 8.4 A 8.6 A & Portage Avenue (All-Way) WB 8.5 A 9.5 A 8.3 A 8.3 A NB 8.2 A 8.9 A 8.2 A 8.3 A SB 9.0 A 9.8 A 8.4 A 8.6 A Overall 8.6 A 9.8 A 8.3 A 8.5 A The results of the background conditions analysis indicate that all study intersection approaches and movements will continue to operate acceptably at a LOS C or better during all peak periods. Additionally, a review of network simulations indicated acceptable traffic operations during all peak hours. 828110 TIS FINAL Memo.docx

Traffic Impact Study January 5, 2017 Page 5 of 7 Land Use Site Trip Generation and Assignment The number of weekday, AM, PM, SAT AM, and SAT PM peak hour vehicle trips that would be generated by the proposed development was forecast based on data published by the Institute of Transportation Engineers (ITE) in Trip Generation, 9 th Edition and the Trip Generation Handbook, 3 rd Edition. Trip Generation contains data that allows site-generated vehicle trips to be estimated for the Saturday peak hour of the facility based on total fields at a Soccer Complex. This data does not discern between the Saturday AM and the Saturday PM peak hours. Therefore, when the Saturday peak hour inbound and outbound trips for the site were calculated, it was assumed that the higher volume of outbound site-generated trips would correspond with the Saturday PM peak hour, when vehicles are more likely to be leaving the site. The site-generated inbound and outbound trips were assumed to be reversed for the Saturday AM peak hour. The site trip generation forecast was reviewed and approved by the City of Three Rivers for use in this study. The trip generation calculations are summarized in Table 4. ITE Code Amount Units Table 4: Site Trip Generation SAT AM SAT PM Average AM Peak Hour PM Peak Hour Peak Hour Peak Hour Daily Traffic In Out Total In Out Total In Out Total In Out Total Soccer Complex 488 21 Fields 1,498 14 10 24 249 123 372 331 306 637 306 331 637 The vehicle trips that would be generated by the proposed development were assigned to the study roadway network based on the proposed site access locations and the methodologies published by ITE. This methodology indicates that new trips will originate from nearby residences and will return to their direction of origin. The distribution of site-generated traffic was reviewed and approved by the City of Three Rivers for use in this study. The calculated trip distributions are summarized in Table 5. Table 5: Site Trip Distribution AM / PM / SAT AM / SAT PM Peak Hour To / From via IN OUT North N. Main Street 15% 15% Buckhorn Rd. 20% 20% South N. Main Street 20% 20% US-131 20% 20% Portage Ave. 25% 25% 100% 100% The site-generated vehicle trips were assigned to the study road network based on these trip distribution patterns and are shown on the attached Figure 4. The site-generated trips were added to the background traffic volumes to calculate the future peak hour traffic volumes shown on the attached Figure 5. Future Conditions Future peak hour vehicle delays and LOS with the proposed development were calculated based on the existing lane use, existing traffic control, and proposed site access plan shown on the attached Figure 1, the future traffic volumes shown on the attached Figure 5, and the methodologies presented in the HCM. The results of the analysis of future conditions are attached and are summarized in Table 6. 828110 TIS FINAL Memo.docx

Intersection Control Approach Traffic Impact Study January 5, 2017 Page 6 of 7 Table 6: Future Intersection Operations AM Peak PM Peak SAT AM Peak SAT PM Peak Delay Delay Delay Delay (s/veh) LOS (s/veh) LOS (s/veh) LOS (s/veh) LOS 1. N. Main Street (BR-131) Signalized EB 25.4 C 25.0 C 26.0 C 24.9 C & US-131 WB 31.7 C 33.6 C 31.1 C 32.5 C NB 5.6 A 7.8 A 6.2 A 6.6 A SB 6.6 A 12.9 B 6.9 A 9.1 A Overall 10.6 B 14.0 B 11.1 B 12.0 B 2. N. Main Street (BR-131) STOP EB 11.0 B 11.8 B 9.8 A 11.9 B & Clifton Drive (Minor) NB LT 0.0 A 8.1 A 0.0 A 8.1 A SB Free Free Free Free 3. N. Main Street (BR-131) Signalized EB 24.7 C 27.8 C 27.4 C 28.8 C & Hoffman Street WB 24.8 C 25.7 C 25.2 C 26.0 C NB 8.8 A 10.4 B 9.9 A 10.6 B SB 9.2 A 10.6 B 11.3 B 12.8 B Overall 14.9 B 16.5 B 16.2 B 16.9 B 4. Hoffman Street STOP EB 8.5 A 11.4 B 9.2 A 9.5 A & Portage Avenue (All-Way) WB 8.6 A 10.4 B 9.1 A 9.1 A NB 8.2 A 10.3 B 9.8 A 9.7 A SB 9.0 A 10.8 B 9.7 A 10.3 B Overall 8.7 A 10.8 B 9.5 A 9.8 A 5. N. Main Street (BR-131) STOP WB 10.5 B 14.2 B 15.9 C 20.8 C & W. Site Access (Minor) NB Free Free Free Free SB LT 7.7 A 8.5 A 8.3 A 8.5 A 6. Buckhorn Road STOP EB 9.3 A 11.2 B 12.7 B 12.8 B & E. Site Access (Minor) NB LT 7.5 A 7.8 A 7.8 A 7.9 A SB Free Free Free Free The results of the future conditions analysis indicate that all study intersection approaches and movements will continue to operate acceptably at a LOS C or better during all peak periods. Additionally, a review of network simulations indicated acceptable traffic operations during all peak hours. Access Management The two proposed site driveways were evaluated for a right-turn lane and taper according to the guidelines outlined in MDOT Traffic and Safety Note 604A. Additionally, the E. Site Drive was evaluated for a left-turn lane or a left turn passing flare according to the guidelines outlined in MDOT Traffic and Safety Notes 605A and 603A, respectively. The results of this analysis indicate that a right-turn lane is warranted at the proposed W. Site Drive and a right turn taper is warranted at the proposed E. Site Drive. In addition, a left-turn passing lane is warranted at the proposed E. Site Drive. Site circulation is provided via a two-way, two-lane roadway connection linking the west site access and the east site access, which allows for the maintenance of personal and emergency vehicle circulation throughout the five parking areas and throughout the site. 828110 TIS FINAL Memo.docx

Traffic Impact Study January 5, 2017 Page 7 of 7 Cost Estimation The proposed road improvements are located at the west and east site access locations. There are no recommended external road improvements. Table 7 summarizes each of the proposed road improvements by location and provides an estimate of construction costs for each individual improvement. Table 7: 2021 Future Improvements Summary Intersection Roadway Improvement Estimated Cost N. Main Street & W. Site Drive Construct NB right turn lane $20,000 Buckhorn Rd. & E. Site Drive Conclusions Construct SB right turn taper $3,000 Construct NB left turn passing lane $27,000 The conclusions of this Traffic Impact Study are as follows: 1. All study intersection approaches and movements currently operate acceptably during all peak periods. 2. Under background traffic conditions without the proposed development, traffic operations will operate in a manner similar to existing conditions with minor increases in vehicle delays and LOS. 3. The analysis of future traffic conditions with the proposed development showed that the sports complex will not have a significant impact on the study intersections. Future vehicle delays will be similar to background conditions and minor increases in delay will not be discernable. 4. All approaches and movements at the proposed site driveways will operate acceptably at a LOS C or better during all peak periods. 5. A right-turn lane is warranted at the proposed W. Site Drive and a right turn taper is warranted at the proposed E. Site Drive. In addition, a left-turn passing lane is warranted at the proposed E. Site Drive. Any questions related to this memorandum, study, analyses, and results should be addressed to Fleis & VandenBrink. Attached: Figures 1-5 Traffic Volume Data Synchro/SimTraffic Results Turn Lane Warrants 828110 TIS FINAL Memo.docx

Traffic Data Collection (TDC) tdccounts.com Phone: (586) 786-5407 Traffic Study Performed For: Fleis & VandenBrink Project: Three Rivers Traffic Study Type: 4 Hr. Video Turning Movement Count Weather: Clear, Dry Deg's 80's Count By: Video VCU 24L & 4PU File Name : TMC_1 Main & US-131_Wk 8-18-16 Site Code : TMC_1 Start Date : 8/18/2016 Page No : 1 Groups Printed- Pass Cars - Single Units - Heavy Trucks US-131 Southbound N. Main Street (BR-131) Westbound US-131 Northbound Wilbur Road Eastbound Start Time Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Int. Total 07:00 AM 0 93 13 0 106 31 3 8 0 42 0 101 2 0 103 1 0 0 0 1 252 07:15 AM 0 120 27 0 147 43 1 6 0 50 0 101 5 0 106 10 3 0 0 13 316 07:30 AM 1 108 24 0 133 36 5 6 0 47 0 97 4 0 101 1 4 1 0 6 287 07:45 AM 1 129 44 0 174 27 4 6 0 37 1 104 6 0 111 8 5 0 0 13 335 Total 2 450 108 0 560 137 13 26 0 176 1 403 17 0 421 20 12 1 0 33 1190 08:00 AM 1 108 30 0 139 23 4 6 0 33 1 116 1 0 118 4 0 1 0 5 295 08:15 AM 0 106 31 0 137 28 1 6 0 35 1 116 4 0 121 4 6 1 0 11 304 08:30 AM 0 110 35 0 145 20 3 7 0 30 1 104 4 0 109 2 4 0 0 6 290 08:45 AM 0 120 34 0 154 20 4 6 0 30 1 114 4 0 119 7 3 0 0 10 313 Total 1 444 130 0 575 91 12 25 0 128 4 450 13 0 467 17 13 2 0 32 1202 **** BREAK **** 04:00 PM 1 126 34 0 161 50 4 10 0 64 0 148 13 0 161 12 9 3 0 24 410 04:15 PM 1 129 40 0 170 45 8 9 0 62 1 153 11 0 165 6 4 1 0 11 408 04:30 PM 0 139 48 0 187 35 9 13 0 57 1 150 4 0 155 10 4 1 0 15 414 04:45 PM 0 108 40 0 148 37 8 11 0 56 0 149 5 0 154 8 5 0 0 13 371 Total 2 502 162 0 666 167 29 43 0 239 2 600 33 0 635 36 22 5 0 63 1603 05:00 PM 0 118 31 0 149 42 8 9 0 59 1 201 7 0 209 2 5 0 0 7 424 05:15 PM 1 144 45 0 190 43 8 8 0 59 0 150 4 0 154 8 8 4 0 20 423 05:30 PM 0 129 48 0 177 38 10 7 0 55 0 117 12 0 129 5 9 0 0 14 375 05:45 PM 0 130 39 0 169 22 7 8 0 37 2 128 8 0 138 8 7 1 0 16 360 Total 1 521 163 0 685 145 33 32 0 210 3 596 31 0 630 23 29 5 0 57 1582 Grand Total 6 1917 563 0 2486 540 87 126 0 753 10 2049 94 0 2153 96 76 13 0 185 5577 Apprch % 0.2 77.1 22.6 0 71.7 11.6 16.7 0 0.5 95.2 4.4 0 51.9 41.1 7 0 Total % 0.1 34.4 10.1 0 44.6 9.7 1.6 2.3 0 13.5 0.2 36.7 1.7 0 38.6 1.7 1.4 0.2 0 3.3 Pass Cars 5 1683 541 0 2229 514 86 124 0 724 8 1810 94 0 1912 94 74 12 0 180 5045 % Pass Cars 83.3 87.8 96.1 0 89.7 95.2 98.9 98.4 0 96.1 80 88.3 100 0 88.8 97.9 97.4 92.3 0 97.3 90.5 Single Units 1 74 12 0 87 20 1 0 0 21 1 71 0 0 72 2 2 1 0 5 185 % Single Units 16.7 3.9 2.1 0 3.5 3.7 1.1 0 0 2.8 10 3.5 0 0 3.3 2.1 2.6 7.7 0 2.7 3.3 Heavy Trucks 0 160 10 0 170 6 0 2 0 8 1 168 0 0 169 0 0 0 0 0 347 % Heavy Trucks 0 8.3 1.8 0 6.8 1.1 0 1.6 0 1.1 10 8.2 0 0 7.8 0 0 0 0 0 6.2 Comments: 4 hour video traffic study conducted during typical weekday (Thursday) from 7:00-9:00 AM morning & 4:00-6:00 PM afternoon peak hours. Signalized, skewed intersection, no ped. signals. US 131 is divided highway. Video SCU cameras were located within NE & NW intersection quadrants.

Traffic Data Collection (TDC) tdccounts.com Phone: (586) 786-5407 Traffic Study Performed For: Fleis & VandenBrink Project: Three Rivers Traffic Study Type: 4 Hr. Video Turning Movement Count Weather: Dry/AM Rain/PM Deg's 80's Count By: Video VCU 24L & 4PU File Name : TMC_1 Main & US-131_Sat 8-20-16 Site Code : TMC_1 Start Date : 8/20/2016 Page No : 1 Groups Printed- Pass Cars - Single Units - Heavy Trucks US 131 Southbound N. Main Street (BR-131) Westbound US 131 Northbound Wilbur Road Eastbound Start Time Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Int. Total 09:00 AM 0 71 8 0 79 24 2 8 0 34 1 90 4 0 95 3 1 0 0 4 212 09:15 AM 0 101 18 0 119 25 5 1 0 31 1 98 6 0 105 11 4 1 0 16 271 09:30 AM 0 98 13 0 111 31 2 9 0 42 1 105 4 0 110 2 2 0 0 4 267 09:45 AM 0 94 12 0 106 20 2 13 0 35 1 113 4 0 118 8 6 0 0 14 273 Total 0 364 51 0 415 100 11 31 0 142 4 406 18 0 428 24 13 1 0 38 1023 10:00 AM 2 85 21 0 108 19 5 14 0 38 0 99 9 0 108 4 1 0 0 5 259 10:15 AM 1 113 22 0 136 32 2 8 0 42 0 122 4 0 126 10 7 0 0 17 321 10:30 AM 0 102 22 0 124 29 4 3 0 36 0 120 13 0 133 11 2 1 0 14 307 10:45 AM 0 109 25 0 134 35 4 5 0 44 0 111 6 0 117 6 4 0 0 10 305 Total 3 409 90 0 502 115 15 30 0 160 0 452 32 0 484 31 14 1 0 46 1192 11:00 AM 1 125 23 0 149 34 4 5 0 43 1 121 8 0 130 14 3 0 0 17 339 11:15 AM 3 122 12 0 137 23 5 9 0 37 0 141 12 0 153 3 5 1 0 9 336 11:30 AM 1 120 16 0 137 25 7 7 0 39 0 153 9 0 162 17 4 1 0 22 360 11:45 AM 0 117 32 0 149 27 8 10 0 45 2 151 6 0 159 9 5 1 0 15 368 Total 5 484 83 0 572 109 24 31 0 164 3 566 35 0 604 43 17 3 0 63 1403 12:00 PM 1 102 20 0 123 16 3 11 0 30 4 155 11 0 170 7 3 1 0 11 334 12:15 PM 1 136 33 0 170 33 7 9 0 49 0 140 9 0 149 8 5 1 0 14 382 12:30 PM 0 107 29 0 136 28 4 7 0 39 0 134 8 0 142 7 8 1 0 16 333 12:45 PM 1 135 23 0 159 37 3 11 0 51 0 131 6 0 137 9 13 0 0 22 369 Total 3 480 105 0 588 114 17 38 0 169 4 560 34 0 598 31 29 3 0 63 1418 01:00 PM 1 102 29 0 132 29 4 8 0 41 0 123 3 0 126 9 5 1 0 15 314 01:15 PM 0 119 32 0 151 24 6 6 0 36 0 105 6 0 111 2 9 0 0 11 309 01:30 PM 0 112 49 0 161 20 2 9 0 31 2 128 12 0 142 6 5 0 0 11 345 01:45 PM 0 139 54 0 193 29 4 8 0 41 0 122 10 0 132 5 10 0 0 15 381 Total 1 472 164 0 637 102 16 31 0 149 2 478 31 0 511 22 29 1 0 52 1349 02:00 PM 0 112 29 0 141 34 4 11 0 49 0 159 9 0 168 8 3 0 0 11 369 02:15 PM 0 153 20 0 173 32 6 7 0 45 1 117 6 0 124 4 2 0 0 6 348 02:30 PM 0 109 27 0 136 20 2 1 0 23 1 98 8 0 107 5 9 0 0 14 280 02:45 PM 0 124 22 0 146 35 4 7 0 46 0 124 5 0 129 5 3 0 0 8 329 Total 0 498 98 0 596 121 16 26 0 163 2 498 28 0 528 22 17 0 0 39 1326 Grand Total 12 2707 591 0 3310 661 99 187 0 947 15 2960 178 0 3153 173 119 9 0 301 7711 Apprch % 0.4 81.8 17.9 0 69.8 10.5 19.7 0 0.5 93.9 5.6 0 57.5 39.5 3 0 Total % 0.2 35.1 7.7 0 42.9 8.6 1.3 2.4 0 12.3 0.2 38.4 2.3 0 40.9 2.2 1.5 0.1 0 3.9 Pass Cars 12 2552 577 0 3141 645 98 187 0 930 15 2789 178 0 2982 173 118 7 0 298 7351 % Pass Cars 100 94.3 97.6 0 94.9 97.6 99 100 0 98.2 100 94.2 100 0 94.6 100 99.2 77.8 0 99 95.3 Single Units 0 63 11 0 74 10 1 0 0 11 0 93 0 0 93 0 1 1 0 2 180 % Single Units 0 2.3 1.9 0 2.2 1.5 1 0 0 1.2 0 3.1 0 0 2.9 0 0.8 11.1 0 0.7 2.3 Heavy Trucks 0 92 3 0 95 6 0 0 0 6 0 78 0 0 78 0 0 1 0 1 180 % Heavy Trucks 0 3.4 0.5 0 2.9 0.9 0 0 0 0.6 0 2.6 0 0 2.5 0 0 11.1 0 0.3 2.3 Comments: 6 hour video traffic study conducted during typical weekend (Saturday) from 9:00 AM - 3:00 PM peak hours. Signalized skewed intersection, no ped. signals. US 131 is a divided roadway. Video SCU cameras were located within NE & SW intersection quadrants.

Traffic Data Collection (TDC) tdccounts.com Phone: (586) 786-5407 Traffic Study Performed For: Fleis & VandenBrink Project: Three Rivers Traffic Study Type: 4 Hr. Video Turning Movement Count Weather: Clear, Dry Deg's 80's Count By: Video VCU 4SY File Name : TMC_2 Main & Clifton_Wk 8-18-16 Site Code : TMC_2 Start Date : 8/18/2016 Page No : 1 Groups Printed- Pass Cars - Single Units - Heavy Trucks N. Main Street (BR-131) Southbound Field Driveway Westbound N. Main Street (BR-131) Northbound Clifton Street Eastbound Start Time Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Int. Total 07:00 AM 0 19 0 0 19 0 0 0 0 0 0 31 1 0 32 1 0 1 0 2 53 07:15 AM 0 37 0 0 37 0 0 0 0 0 0 44 0 0 44 2 0 0 0 2 83 07:30 AM 0 31 0 0 31 0 0 0 0 0 0 35 0 0 35 1 0 1 0 2 68 07:45 AM 0 62 0 0 62 0 0 0 0 0 0 44 0 0 44 0 0 1 0 1 107 Total 0 149 0 0 149 0 0 0 0 0 0 154 1 0 155 4 0 3 0 7 311 08:00 AM 1 46 0 0 47 0 0 0 0 0 0 30 0 0 30 3 0 1 0 4 81 08:15 AM 0 47 0 0 47 0 0 0 0 0 0 27 0 0 27 1 0 0 0 1 75 08:30 AM 0 48 0 0 48 0 0 0 0 0 0 34 0 0 34 2 0 0 0 2 84 08:45 AM 0 54 0 0 54 0 0 0 0 0 0 32 0 0 32 1 0 0 0 1 87 Total 1 195 0 0 196 0 0 0 0 0 0 123 0 0 123 7 0 1 0 8 327 **** BREAK **** 04:00 PM 2 68 0 0 70 0 0 0 0 0 0 85 1 0 86 4 0 1 0 5 161 04:15 PM 0 58 0 0 58 0 0 0 0 0 0 66 1 0 67 1 0 1 0 2 127 04:30 PM 2 71 0 0 73 0 0 0 0 0 0 63 0 0 63 1 0 2 0 3 139 04:45 PM 0 62 0 0 62 0 0 0 0 0 0 63 0 0 63 0 0 0 0 0 125 Total 4 259 0 0 263 0 0 0 0 0 0 277 2 0 279 6 0 4 0 10 552 05:00 PM 0 51 0 0 51 0 0 0 0 0 0 66 0 0 66 0 0 0 0 0 117 05:15 PM 0 62 0 0 62 0 0 0 0 0 0 55 1 0 56 0 0 0 0 0 118 05:30 PM 0 71 0 0 71 0 0 0 0 0 0 62 0 0 62 0 0 1 0 1 134 05:45 PM 1 61 0 0 62 0 0 0 0 0 0 63 1 0 64 1 0 1 0 2 128 Total 1 245 0 0 246 0 0 0 0 0 0 246 2 0 248 1 0 2 0 3 497 Grand Total 6 848 0 0 854 0 0 0 0 0 0 800 5 0 805 18 0 10 0 28 1687 Apprch % 0.7 99.3 0 0 0 0 0 0 0 99.4 0.6 0 64.3 0 35.7 0 Total % 0.4 50.3 0 0 50.6 0 0 0 0 0 0 47.4 0.3 0 47.7 1.1 0 0.6 0 1.7 Pass Cars 6 821 0 0 827 0 0 0 0 0 0 772 2 0 774 15 0 9 0 24 1625 % Pass Cars 100 96.8 0 0 96.8 0 0 0 0 0 0 96.5 40 0 96.1 83.3 0 90 0 85.7 96.3 Single Units 0 16 0 0 16 0 0 0 0 0 0 21 1 0 22 0 0 0 0 0 38 % Single Units 0 1.9 0 0 1.9 0 0 0 0 0 0 2.6 20 0 2.7 0 0 0 0 0 2.3 Heavy Trucks 0 11 0 0 11 0 0 0 0 0 0 7 2 0 9 3 0 1 0 4 24 % Heavy Trucks 0 1.3 0 0 1.3 0 0 0 0 0 0 0.9 40 0 1.1 16.7 0 10 0 14.3 1.4 Comments: 4 hour video traffic study conducted during typical weekday (Thursday) from 7:00-9:00 AM morning & 4:00-6:00 PM afternoon peak hours. Non-signalized intersection, Clifton Street is stop controlled for Main Street. Video SCU camera was located within NW intersection quadrant.

Traffic Data Collection (TDC) tdccounts.com Phone: (586) 786-5407 Traffic Study Performed For: Fleis & VandenBrink Project: Three Rivers Traffic Study Type: 4 Hr. Video Turning Movement Count Weather: Dry/AM Rain/PM Deg's 80's Count By: Video VCU 4SY File Name : TMC_2 Main & Clifton_Sat 8-20-16 Site Code : TMC_2 Start Date : 8/20/2016 Page No : 1 Groups Printed- Pass Cars - Single Units - Heavy Trucks N. Main Street (BR-131) Southbound Field Driveway Westbound N. Main Street (BR-131) Northbound Clifton Street Eastbound Start Time Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Int. Total 09:00 AM 0 22 0 0 22 0 0 0 0 0 0 35 0 0 35 0 0 0 0 0 57 09:15 AM 0 37 0 0 37 0 0 0 0 0 0 46 0 0 46 0 0 0 0 0 83 09:30 AM 0 35 0 0 35 0 0 0 0 0 0 28 0 0 28 0 0 0 0 0 63 09:45 AM 0 33 0 0 33 0 0 0 0 0 0 44 0 0 44 0 0 0 0 0 77 Total 0 127 0 0 127 0 0 0 0 0 0 153 0 0 153 0 0 0 0 0 280 10:00 AM 0 40 0 0 40 0 0 0 0 0 0 51 2 0 53 3 0 0 0 3 96 10:15 AM 1 46 0 0 47 0 0 0 0 0 0 46 0 0 46 0 0 0 0 0 93 10:30 AM 0 45 0 0 45 0 0 0 0 0 0 44 0 0 44 0 0 0 0 0 89 10:45 AM 0 51 0 0 51 0 0 0 0 0 0 48 0 0 48 0 0 0 0 0 99 Total 1 182 0 0 183 0 0 0 0 0 0 189 2 0 191 3 0 0 0 3 377 11:00 AM 0 48 0 0 48 0 0 0 0 0 0 57 0 0 57 1 0 0 0 1 106 11:15 AM 0 33 0 0 33 0 0 0 0 0 0 48 0 0 48 0 0 0 0 0 81 11:30 AM 0 47 0 0 47 0 0 0 0 0 0 41 0 0 41 0 0 2 0 2 90 11:45 AM 0 50 0 0 50 0 0 0 0 0 0 47 1 0 48 0 0 0 0 0 98 Total 0 178 0 0 178 0 0 0 0 0 0 193 1 0 194 1 0 2 0 3 375 12:00 PM 0 46 0 0 46 0 0 0 0 0 0 39 0 0 39 3 0 0 0 3 88 12:15 PM 0 50 0 0 50 0 0 0 0 0 0 47 0 0 47 3 0 0 0 3 100 12:30 PM 1 53 0 0 54 0 0 0 0 0 0 56 0 0 56 2 0 0 0 2 112 12:45 PM 0 53 0 0 53 0 0 0 0 0 0 44 1 0 45 0 0 0 0 0 98 Total 1 202 0 0 203 0 0 0 0 0 0 186 1 0 187 8 0 0 0 8 398 01:00 PM 3 50 0 0 53 0 0 0 0 0 0 51 0 0 51 2 0 0 0 2 106 01:15 PM 1 48 0 0 49 0 0 0 0 0 0 46 8 0 54 0 0 1 0 1 104 01:30 PM 2 49 0 0 51 0 0 0 0 0 0 50 16 0 66 4 0 3 0 7 124 01:45 PM 5 58 0 0 63 0 0 0 0 0 0 47 3 0 50 1 0 0 0 1 114 Total 11 205 0 0 216 0 0 0 0 0 0 194 27 0 221 7 0 4 0 11 448 02:00 PM 0 48 0 0 48 1 0 0 0 1 0 51 2 0 53 46 0 8 0 54 156 02:15 PM 0 36 0 0 36 0 0 0 0 0 0 48 0 0 48 2 0 0 0 2 86 02:30 PM 0 44 0 0 44 0 0 0 0 0 0 31 0 0 31 1 0 0 0 1 76 02:45 PM 0 36 0 0 36 0 0 0 0 0 0 51 0 0 51 0 0 0 0 0 87 Total 0 164 0 0 164 1 0 0 0 1 0 181 2 0 183 49 0 8 0 57 405 Grand Total 13 1058 0 0 1071 1 0 0 0 1 0 1096 33 0 1129 68 0 14 0 82 2283 Apprch % 1.2 98.8 0 0 100 0 0 0 0 97.1 2.9 0 82.9 0 17.1 0 Total % 0.6 46.3 0 0 46.9 0 0 0 0 0 0 48 1.4 0 49.5 3 0 0.6 0 3.6 Pass Cars 13 1038 0 0 1051 1 0 0 0 1 0 1078 33 0 1111 68 0 14 0 82 2245 % Pass Cars 100 98.1 0 0 98.1 100 0 0 0 100 0 98.4 100 0 98.4 100 0 100 0 100 98.3 Single Units 0 18 0 0 18 0 0 0 0 0 0 14 0 0 14 0 0 0 0 0 32 % Single Units 0 1.7 0 0 1.7 0 0 0 0 0 0 1.3 0 0 1.2 0 0 0 0 0 1.4 Heavy Trucks 0 2 0 0 2 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 6 % Heavy Trucks 0 0.2 0 0 0.2 0 0 0 0 0 0 0.4 0 0 0.4 0 0 0 0 0 0.3 Comments: 6 hour video traffic study conducted during typical weekend (Saturday) from 9:00 AM - 3:00 PM peak hours. Non-signalized, intersection no ped. signals. with push button peds. all quadrants. Video SCU camera was located within NW intersection quadrant.

Traffic Data Collection (TDC) tdccounts.com Phone: (586) 786-5407 Traffic Study Performed For: Fleis & VandenBrink Project: Three Rivers Traffic Study Type: 4 Hr. Video Turning Movement Count Weather: Clear, Dry Deg's 80's Count By: Video VCU 5DW File Name : TMC_3 Main & Hoffman_Wk 8-18-16 Site Code : TMC_3 Start Date : 8/18/2016 Page No : 1 Groups Printed- Pass Cars - Single Units - Heavy Trucks - Peds N. Main Street (BR-131) Southbound Hoffman Street Westbound N. Main Street (BR-131) Northbound Hoffman Street Eastbound Start Time Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Int. Total 07:00 AM 6 14 2 0 22 8 10 0 0 18 2 16 3 0 21 6 11 2 0 19 80 07:15 AM 4 24 5 0 33 9 6 1 0 16 2 26 3 0 31 4 7 1 0 12 92 07:30 AM 6 21 7 1 35 6 9 2 1 18 3 25 2 0 30 2 13 2 0 17 100 07:45 AM 6 33 14 0 53 13 13 3 0 29 3 33 0 0 36 3 13 3 0 19 137 Total 22 92 28 1 143 36 38 6 1 81 10 100 8 0 118 15 44 8 0 67 409 08:00 AM 9 25 6 0 40 10 17 0 0 27 1 22 1 0 24 12 13 2 0 27 118 08:15 AM 9 34 4 0 47 9 10 5 0 24 2 16 3 0 21 7 4 2 0 13 105 08:30 AM 7 33 8 0 48 8 6 3 0 17 0 16 3 0 19 2 10 7 0 19 103 08:45 AM 7 43 2 0 52 9 10 2 0 21 5 29 2 0 36 5 11 4 0 20 129 Total 32 135 20 0 187 36 43 10 0 89 8 83 9 0 100 26 38 15 0 79 455 **** BREAK **** 04:00 PM 4 58 10 0 72 14 14 5 0 33 4 56 7 2 69 10 28 13 0 51 225 04:15 PM 7 36 13 0 56 13 15 2 0 30 4 55 5 0 64 9 21 5 0 35 185 04:30 PM 9 52 10 0 71 12 18 5 0 35 6 46 7 0 59 11 29 10 0 50 215 04:45 PM 8 46 21 0 75 12 18 5 0 35 2 38 5 0 45 12 28 11 0 51 206 Total 28 192 54 0 274 51 65 17 0 133 16 195 24 2 237 42 106 39 0 187 831 05:00 PM 5 41 10 1 57 17 17 7 0 41 4 26 8 0 38 7 28 9 0 44 180 05:15 PM 10 34 19 0 63 11 24 3 0 38 3 43 8 0 54 3 31 9 0 43 198 05:30 PM 6 42 18 0 66 10 24 1 0 35 7 41 2 0 50 8 28 3 0 39 190 05:45 PM 5 46 19 0 70 9 14 2 0 25 4 45 8 0 57 10 38 9 0 57 209 Total 26 163 66 1 256 47 79 13 0 139 18 155 26 0 199 28 125 30 0 183 777 Grand Total 108 582 168 2 860 170 225 46 1 442 52 533 67 2 654 111 313 92 0 516 2472 Apprch % 12.6 67.7 19.5 0.2 38.5 50.9 10.4 0.2 8 81.5 10.2 0.3 21.5 60.7 17.8 0 Total % 4.4 23.5 6.8 0.1 34.8 6.9 9.1 1.9 0 17.9 2.1 21.6 2.7 0.1 26.5 4.5 12.7 3.7 0 20.9 Pass Cars 104 561 167 0 832 168 215 46 0 429 52 513 62 0 627 109 304 88 0 501 2389 % Pass Cars 96.3 96.4 99.4 0 96.7 98.8 95.6 100 0 97.1 100 96.2 92.5 0 95.9 98.2 97.1 95.7 0 97.1 96.6 Single Units 2 11 1 0 14 2 3 0 0 5 0 16 1 0 17 1 3 1 0 5 41 % Single Units 1.9 1.9 0.6 0 1.6 1.2 1.3 0 0 1.1 0 3 1.5 0 2.6 0.9 1 1.1 0 1 1.7 Heavy Trucks 2 10 0 0 12 0 7 0 0 7 0 4 4 0 8 1 6 3 0 10 37 % Heavy Trucks 1.9 1.7 0 0 1.4 0 3.1 0 0 1.6 0 0.8 6 0 1.2 0.9 1.9 3.3 0 1.9 1.5 Peds 0 0 0 2 2 0 0 0 1 1 0 0 0 2 2 0 0 0 0 0 5 % Peds 0 0 0 100 0.2 0 0 0 100 0.2 0 0 0 100 0.3 0 0 0 0 0 0.2 Comments: 4 hour video traffic study conducted during typical weekday (Wednesday) from 7:00-9:00 AM morning & 4:00-6:00 PM afternoon peak hours. Signalized intersection with ped. signals all quadrants. No push button. Video SCU camera was located within SE intersection quadrant.

Traffic Data Collection (TDC) tdccounts.com Phone: (586) 786-5407 Traffic Study Performed For: Fleis & VandenBrink Project: Three Rivers Traffic Study Type: 4 Hr. Video Turning Movement Count Weather: Dry/AM Rain/PM Deg's 80's Count By: Video VCU 5DW File Name : TMC_3 Main & Hoffman_Sat 8-20-16 Site Code : TMC_3 Start Date : 8/20/2016 Page No : 1 Groups Printed- Pass Cars - Single Units - Heavy Trucks - Peds N. Main Street (BR-131) Southbound Hoffman Street Westbound N. Main Street (BR-131) Northbound Hoffman Street Eastbound Start Time Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Int. Total 09:00 AM 4 23 1 0 28 6 12 3 0 21 1 25 1 0 27 6 9 5 0 20 96 09:15 AM 5 33 1 0 39 7 11 1 0 19 2 32 1 0 35 7 2 4 0 13 106 09:30 AM 4 27 6 0 37 7 11 2 0 20 4 24 5 0 33 3 8 1 0 12 102 09:45 AM 9 26 0 1 36 8 15 7 0 30 1 32 4 1 38 16 20 5 3 44 148 Total 22 109 8 1 140 28 49 13 0 90 8 113 11 1 133 32 39 15 3 89 452 10:00 AM 5 31 1 0 37 3 10 8 0 21 0 41 3 0 44 6 10 4 1 21 123 10:15 AM 5 39 4 0 48 6 16 5 0 27 4 39 3 0 46 4 16 5 0 25 146 10:30 AM 4 32 0 0 36 8 23 2 1 34 4 30 4 0 38 6 20 9 0 35 143 10:45 AM 16 39 5 0 60 6 15 2 0 23 1 36 1 0 38 9 14 5 0 28 149 Total 30 141 10 0 181 23 64 17 1 105 9 146 11 0 166 25 60 23 1 109 561 11:00 AM 12 39 2 0 53 9 14 0 1 24 6 39 4 0 49 9 24 5 0 38 164 11:15 AM 10 24 5 0 39 4 22 5 0 31 2 37 5 0 44 8 18 11 0 37 151 11:30 AM 11 31 4 0 46 3 12 5 0 20 3 24 2 0 29 7 12 7 0 26 121 11:45 AM 7 34 3 0 44 7 18 4 0 29 2 33 8 0 43 5 17 9 0 31 147 Total 40 128 14 0 182 23 66 14 1 104 13 133 19 0 165 29 71 32 0 132 583 12:00 PM 9 38 4 0 51 7 10 0 2 19 3 19 6 0 28 3 11 9 0 23 121 12:15 PM 12 40 6 0 58 8 10 4 0 22 4 36 4 0 44 4 22 7 0 33 157 12:30 PM 7 37 3 0 47 4 14 1 0 19 6 42 3 0 51 12 22 6 0 40 157 12:45 PM 7 42 6 2 57 6 11 3 0 20 2 28 1 0 31 4 20 6 0 30 138 Total 35 157 19 2 213 25 45 8 2 80 15 125 14 0 154 23 75 28 0 126 573 01:00 PM 15 34 2 1 52 9 12 2 0 23 3 38 1 0 42 6 14 4 0 24 141 01:15 PM 12 28 8 0 48 11 12 3 0 26 0 36 4 0 40 5 13 7 0 25 139 01:30 PM 14 34 2 0 50 12 8 3 0 23 4 45 11 0 60 5 21 7 0 33 166 01:45 PM 14 44 8 0 66 9 25 1 0 35 4 33 5 0 42 4 19 5 0 28 171 Total 55 140 20 1 216 41 57 9 0 107 11 152 21 0 184 20 67 23 0 110 617 02:00 PM 13 64 11 0 88 8 10 4 0 22 1 36 4 0 41 17 17 10 0 44 195 02:15 PM 7 24 6 0 37 8 12 2 0 22 5 30 3 0 38 5 21 8 0 34 131 02:30 PM 8 28 8 0 44 5 13 1 0 19 5 16 8 0 29 2 12 8 0 22 114 02:45 PM 3 25 5 0 33 11 18 6 0 35 3 29 3 0 35 5 15 8 0 28 131 Total 31 141 30 0 202 32 53 13 0 98 14 111 18 0 143 29 65 34 0 128 571 Grand Total 213 816 101 4 1134 172 334 74 4 584 70 780 94 1 945 158 377 155 4 694 3357 Apprch % 18.8 72 8.9 0.4 29.5 57.2 12.7 0.7 7.4 82.5 9.9 0.1 22.8 54.3 22.3 0.6 Total % 6.3 24.3 3 0.1 33.8 5.1 9.9 2.2 0.1 17.4 2.1 23.2 2.8 0 28.2 4.7 11.2 4.6 0.1 20.7 Pass Cars 209 799 100 0 1108 171 328 73 0 572 68 759 93 0 920 154 371 155 0 680 3280 % Pass Cars 98.1 97.9 99 0 97.7 99.4 98.2 98.6 0 97.9 97.1 97.3 98.9 0 97.4 97.5 98.4 100 0 98 97.7 Single Units 4 14 1 0 19 1 2 1 0 4 2 16 1 0 19 1 2 0 0 3 45 % Single Units 1.9 1.7 1 0 1.7 0.6 0.6 1.4 0 0.7 2.9 2.1 1.1 0 2 0.6 0.5 0 0 0.4 1.3 Heavy Trucks 0 3 0 0 3 0 4 0 0 4 0 5 0 0 5 3 4 0 0 7 19 % Heavy Trucks 0 0.4 0 0 0.3 0 1.2 0 0 0.7 0 0.6 0 0 0.5 1.9 1.1 0 0 1 0.6 Peds 0 0 0 4 4 0 0 0 4 4 0 0 0 1 1 0 0 0 4 4 13 % Peds 0 0 0 100 0.4 0 0 0 100 0.7 0 0 0 100 0.1 0 0 0 100 0.6 0.4 Comments: 6 hour video traffic study conducted during typical weekend (Saturday) from 9:00 AM - 3:00 PM peak hours. Signalized intersection with ped. signals for all quadrants. No push buttons.. Video SCU camera was located within SE intersection quadrant.

Traffic Data Collection (TDC) tdccounts.com Phone: (586) 786-5407 Traffic Study Performed For: Fleis & VandenBrink Project: Three Rivers Traffic Study Type: 4 Hr. Video Turning Movement Count Weather: Clear, Dry Deg's 80's Count By: Video VCU 1TM File Name : TMC_4 Portage & Hoffman_Wk 8-18-16 Site Code : TMC_4 Start Date : 8/18/2016 Page No : 1 Groups Printed- Pass Cars - Single Units - Heavy Trucks - Peds Portage Avenue Southbound Hoffman Street Westbound Portage Avenue Northbound Hoffman Street Eastbound Start Time Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Rgt Thru Left Peds App. Total Int. Total 07:00 AM 3 5 1 0 9 2 10 1 0 13 1 2 0 0 3 1 12 2 0 15 40 07:15 AM 2 8 1 0 11 3 11 3 0 17 0 5 0 0 5 0 12 1 0 13 46 07:30 AM 1 16 10 0 27 1 13 2 0 16 0 9 1 0 10 0 19 3 0 22 75 07:45 AM 5 17 10 0 32 3 24 3 0 30 3 5 2 0 10 1 27 0 0 28 100 Total 11 46 22 0 79 9 58 9 0 76 4 21 3 0 28 2 70 6 0 78 261 08:00 AM 4 7 3 0 14 2 14 1 0 17 2 3 1 0 6 2 16 2 0 20 57 08:15 AM 3 8 5 0 16 4 16 4 0 24 2 5 0 0 7 0 9 2 0 11 58 08:30 AM 1 19 1 0 21 2 12 3 1 18 0 1 1 0 2 0 14 2 0 16 57 08:45 AM 1 11 2 0 14 3 12 3 0 18 1 1 1 0 3 0 13 2 0 15 50 Total 9 45 11 0 65 11 54 11 1 77 5 10 3 0 18 2 52 8 0 62 222 **** BREAK **** 04:00 PM 4 12 9 0 25 5 24 3 0 32 5 12 2 0 19 1 22 10 0 33 109 04:15 PM 1 9 4 0 14 6 25 5 1 37 0 16 0 0 16 1 25 2 0 28 95 04:30 PM 8 11 8 0 27 4 23 4 0 31 7 11 1 0 19 3 33 7 0 43 120 04:45 PM 4 11 12 0 27 7 24 3 0 34 7 18 0 1 26 1 35 6 0 42 129 Total 17 43 33 0 93 22 96 15 1 134 19 57 3 1 80 6 115 25 0 146 453 05:00 PM 3 7 7 0 17 8 33 1 0 42 5 15 1 1 22 2 22 11 0 35 116 05:15 PM 5 14 14 0 33 5 26 2 0 33 3 8 0 0 11 4 34 11 0 49 126 05:30 PM 5 16 11 0 32 13 22 7 0 42 7 16 0 0 23 1 43 6 0 50 147 05:45 PM 5 13 13 0 31 6 20 6 0 32 8 9 0 0 17 4 48 4 0 56 136 Total 18 50 45 0 113 32 101 16 0 149 23 48 1 1 73 11 147 32 0 190 525 Grand Total 55 184 111 0 350 74 309 51 2 436 51 136 10 2 199 21 384 71 0 476 1461 Apprch % 15.7 52.6 31.7 0 17 70.9 11.7 0.5 25.6 68.3 5 1 4.4 80.7 14.9 0 Total % 3.8 12.6 7.6 0 24 5.1 21.1 3.5 0.1 29.8 3.5 9.3 0.7 0.1 13.6 1.4 26.3 4.9 0 32.6 Pass Cars 52 181 111 0 344 74 299 48 0 421 51 136 10 0 197 21 374 71 0 466 1428 % Pass Cars 94.5 98.4 100 0 98.3 100 96.8 94.1 0 96.6 100 100 100 0 99 100 97.4 100 0 97.9 97.7 Single Units 2 3 0 0 5 0 4 3 0 7 0 0 0 0 0 0 3 0 0 3 15 % Single Units 3.6 1.6 0 0 1.4 0 1.3 5.9 0 1.6 0 0 0 0 0 0 0.8 0 0 0.6 1 Heavy Trucks 1 0 0 0 1 0 6 0 0 6 0 0 0 0 0 0 7 0 0 7 14 % Heavy Trucks 1.8 0 0 0 0.3 0 1.9 0 0 1.4 0 0 0 0 0 0 1.8 0 0 1.5 1 Peds 0 0 0 0 0 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0 4 % Peds 0 0 0 0 0 0 0 0 100 0.5 0 0 0 100 1 0 0 0 0 0 0.3 Comments: 4 hour video traffic study conducted during typical weekday (Wednesday) from 7:00-9:00 AM morning & 4:00-6:00 PM afternoon peak hours. Non-signalized, all-way stop controlled intersection. Video SCU camera was located within SW intersection quadrant.