WEBER ROAD RESIDENTIAL DEVELOPMENT Single Family Residential Project

WEBER ROAD RESIDENTIAL DEVELOPMENT Single Family Residential Project

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY TABLE OF CONTENTS 1.0 Executive Summary Page 2.0 Introduction 2.1 DEVELOPMENT DESCRIPTION... 2-1 2.2 STUDY AREA... 2-1 3.0 Area Conditions 3.1 AREA LAND USE... 3-1 3.2 SITE ACCESSIBILITY... 3-1 3.3 EXISTING TRAFFIC VOLUMES... 3-1 4.0 Traffic Volume Projections 4.1 PROJECTED BACKGROUND (NON-SITE) TRAFFIC VOLUMES... 4-1 4.2 ESTIMATED SITE-GENERATED TRAFFIC VOLUMES... 4-1 4.3 PROJECTED NO-BUILD AND BUILD TRAFFIC VOLUMES... 4-1 5.0 Traffic Analyses 5.1 TURN LANE WARRANT ANALYSIS... 5-1 5.2 CAPACITY ANALYSIS... 5-1 6.0 Findings and Recommendations 6.1 FINDINGS... 6-1 6.2 RECOMMENDATIONS... 6-1 Appendices JUNE 20, 2016

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY TABLE OF CONTENTS List of Figures, Tables, and Appendices FIGURES Figure 2A: Figure 3A: Figure 4A: Figure 4B: Figure 4C: Figure 4D: Project Location Map Counted Traffic Volumes Background Traffic Volumes Site Generated Traffic Volumes 2017 Build Scenario Total Traffic Volumes 2037 Build Scenario Total Traffic Volumes TABLES Table 4A: Table 5A: Table 5B: ITE Trip Generation Rates 2017 Capacity Analyses Summary 2037 Capacity Analyses Summary APPENDICES Appendix A: Preliminary Site Plan Appendix B: Traffic Count Data Appendix C: Turn Lane Warrants Appendix D: HCS 2010 Capacity Analysis Reports JUNE 20, 2016

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY 1.0 EXECUTIVE SUMMARY This traffic study was performed to analyze the proposed residential development at the southeast corner of the Weber Road intersection with Branch Hill Guinea Pike in Clermont County, Ohio. The project is projected to create approximately 160 single-family residences. The proposed development site will create an increase in traffic to and from Weber Road, with the majority the traffic traveling to and from the north and west. The proposed development is planned to open in 2017. In this area, Branch Hill Guinea Pike generally runs northwest to southeast. For purposes of this study, all report text and analyses refer to Branch Hill Guinea Pike as the north-south route and Cook Road / Weber Road as the east-west route, with Cook Road to the west of Branch Hill Guinea and Weber Road to the east of Branch Hill Guinea. As part of the development project, two new site access drives will be constructed on Weber Road. Each of the two development access points will connect with Weber Road across from an existing side street intersection, converting each three-leg intersection to a complete four-leg intersection. The west access drive will be constructed at the south leg of the Tanglewood Drive intersection with Weber Road. The east access drive will be constructed at the south leg of the Weber Woods Court intersection with Weber Road. According to correspondence with staff at the Clermont County Engineer s Office, traffic is expected to grow at 0.25% annually in this area. Counted traffic volumes were projected to the opening year (2017) and future design year (2037) to establish the background traffic volumes. Traffic volumes for the 160 single family residential development were estimated using data from the 9th Edition of ITE s publication Trip Generation. These volumes were combined with background traffic volumes to predict the total traffic volumes in the opening year (2017) and future design year (2037). As a separate project, the Clermont County Engineer is planning an improvement project on Branch Hill Guinea Pike in this area that will include reconstruction of the traffic signal installation and turn-lane enhancements at the Cook Road / Weber Road intersection. The County s Branch Hill Guinea Pike project is scheduled for construction in 2017 and these improved conditions will be considered as the baseline (No-Build) condition in this report for purposes of evaluating impacts from the proposed residential development. Turn lane warrant analyses were performed for the projected total traffic volumes at the proposed site access drives on Weber Road. According to the analysis, turn lane warrants are not met for either access point with the projected traffic volumes. Capacity analyses including traffic queue length calculations were performed for each of the three study intersections. The analysis results show that the surrounding roadway network (including improvements already planned by Clermont County) will be sufficient to accommodate additional traffic generated by the proposed residential development. In summary, the proposed development including the two proposed access points onto Weber Road should be approved as planned without the need for any additional infrastructure improvements. PAGE 1-1 JUNE 20, 2016

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY 2.0 INTRODUCTION This study was conducted to analyze the impact of the proposed residential development located in the southeast corner of the Weber Road intersection with Branch Hill Guinea Pike in Clermont County, Ohio. Traffic counts were collected in the study area during peak AM and PM times. Background volumes were projected based on a growth rate provided by the Clermont County Engineer s Office. Site generated traffic volumes were projected for the 160 lot single-family residential development. Site generated volumes were added to the background volumes. Turn lane warrants and intersection capacity analyses for the projected opening year (2017) and future year (2037) traffic volumes were conducted at the study area intersections. A Project Location Map is provided as Figure 2A. 2.1 DEVELOPMENT DESCRIPTION A residential development project is proposed at the southeast corner of the Weber Road intersection with Branch Hill Guinea Pike in Clermont County, Ohio. The project will create approximately 160 new single family residential lots. As part of the development project two new site access drives will be constructed on Weber Road. The west access drive will be constructed at the south leg of the Tanglewood Drive intersection with Weber Road. The east access drive will be constructed at the south leg of the Weber Woods Court intersection with Weber Road. The proposed residential development project is expected to be open in 2017. A preliminary site plan is included in Appendix A of this report. 2.2 STUDY AREA In this area, Branch Hill Guinea Pike generally runs northwest to southeast. For purposes of this study, all report text and analyses refer to Branch Hill Guinea Pike as the north-south route and Cook Road / Weber Road as the east-west route, with Cook Road to the west of Branch Hill Guinea and Weber Road to the east of Branch Hill Guinea. The study area for this analysis includes the following intersections: Cook and Weber Roads at Branch Hill Guinea Pike Tanglewood Drive and the proposed site access drive at Weber Road Weber Woods Court and the proposed site access drive at Weber Road PAGE 2-1 JUNE 20, 2016

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY 2.0 INTRODUCTION Study Intersections Proposed Residential Development Project Location Map FIGURE 2A JUNE 20, 2016

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY 3.0 AREA CONDITIONS 3.1 AREA LAND USE Area land use in the area of the proposed development is comprised of undeveloped open fields. Areas to the north, east, west, and south are comprised of residential developments. 3.2 SITE ACCESSIBILITY Branch Hill Guinea Pike is a two lane roadway with a posted speed limit of 40 miles per hour. Branch Hill Guinea Pike intersects with Cook and Weber Roads at a signalized intersection. As a separate project, the Clermont County Engineer is planning an improvement project on Branch Hill Guinea Pike in this area that will include reconstruction of the traffic signal installation and turn-lane enhancements at the Cook Road / Weber Road intersection. The County s Branch Hill Guinea Pike project is scheduled for construction in 2017 and these improved conditions will be considered as the baseline (No-Build) condition in this report for purposes of evaluating impacts from the proposed residential development. The improved intersection is expected to include an actuated three-phase traffic signal (with a leading eastbound phase to protect left-turning traffic) and dedicated left-turn lanes on all four approaches. Through-traffic and right-turning traffic will share a single lane on each approach. The expected leftturn bay lengths listed below were included in the capacity analysis scenarios. Cook Road Eastbound: 130-feet Weber Road Westbound: 75-feet Branch Hill Guinea Northbound: 125-feet Branch Hill Guinea Southbound: 170-feet Weber Road is a two lane roadway with a posted speed limit of 35 miles per hour. The existing intersections of Tanglewood Dive and Weber Woods Court with Weber Road are currently stop controlled where traffic on Weber Road does not stop. 3.3 EXISTING TRAFFIC VOLUMES Turning movement traffic counts were collected at the intersection of Weber Road with Branch Hill Guinea Pike on Thursday, October 16, 2014 from 6:30 AM to 8:30 AM and from 4:00 PM to 6:00 PM. Turning movement traffic counts were collected at the intersections of Weber Road with Tanglewood Drive and with Weber Woods Court on Thursday, May 19, 2016 from 6:30 AM to 8:30 AM and from 4:00 PM to 6:00 PM. These times were chosen based on approximate peak hours. The traffic count data is summarized in Appendix B of this report. Based on the count data collected, the AM and PM peak hours of traffic were found to occur from 7:15 to 8:15 AM and from 4:45 to 5:45 PM. The counted volumes for the Thursday AM and PM peak hours are presented in the attached Figure 3A. PAGE 3-1 JUNE 20, 2016

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY 3.0 AREA CONDITIONS Counted Traffic Volumes FIGURE 3A JUNE 20, 2016

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY 4.0 TRAFFIC VOLUME PROJECTIONS 4.1 PROJECTED BACKGROUND (NON-SITE) TRAFFIC VOLUMES The long range traffic projection rate in the surrounding area was provided by Clermont County and is assumed to be 0.25% linear growth per year. The projected 2017 and 2037 background traffic volumes are presented in Figure 4A of this report. 4.2 ESTIMATED SITE-GENERATED TRAFFIC VOLUMES Traffic volumes for the 160 single family residential development were estimated using data from the 9th Edition of ITE s publication Trip Generation. It is anticipated that the development will generate 31 entering and 91 exiting trips in the AM peak and 103 entering and 61 exiting trips in the PM peak. Table 4A, below, depicts the trip generation calculations. Single-Family Detached Housing ITE Land Use Code: 210 X= 160 Dwelling Units SITE-GENERATED TRIPS FITTED CURVE CONDITION ENTERING EXITING TRIPS TOTAL EQUATION PCT NO. PCT NO. TRIPS Weekday Daily Ln(T) = 0.92 LN(X)+2.72 50% 810 50% 810 1,620 Weekday A.M. Peak Hour (7-9am) T = 0.70(X) + 9.74 25% 31 75% 91 122 Weekday P.M. Peak Hour (4-6pm) Ln(T) = 0.90 LN(X)+0.53 63% 103 37% 61 164 Table 4A: ITE Trip Generation Rates It is assumed that 45% of the exiting trips will travel north on Branch Hill Guinea Pike, 40% will travel west on Cook Road, and 15% will travel south on Branch Hill Guinea Pike. It is assumed that 35% of the entering trips will travel from the north on Branch Hill Guinea Pike, 40% will travel from the west on Cook Road, and 25% will travel from the south on Branch Hill Guinea Pike. Because the West Access Drive will provide quicker access to the majority of the residential development lots it is assumed that 90% of trips will enter and exit using the West Access Drive, and 10% of trips will enter and exit using the East Access Drive. The site generated traffic volumes and distribution are shown in Figure 4B. 4.3 PROJECTED NO-BUILD AND BUILD TRAFFIC VOLUMES The 2017 and 2037 no-build scenario traffic volumes are represented by the 2017 and 2037 background volumes which are found in Figure 4A. The projected 2017 and 2037 background volumes were combined with site generated traffic volumes to derive the build scenario traffic volumes. The 2017 build scenario traffic volumes are presented in Figure 4C. The 2037 build scenario traffic volumes are presented in Figure 4D. PAGE 4-1 JUNE 20, 2016

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY 4.0 TRAFFIC VOLUME PROJECTIONS 2017 and 2037 Background Traffic Volumes FIGURE 4A JUNE 20, 2016

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY 4.0 TRAFFIC VOLUME PROJECTIONS Site Generated Traffic Volumes FIGURE 4B JUNE 20, 2016

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY 4.0 TRAFFIC VOLUME PROJECTIONS 2017 Build Scenario Total Traffic Volumes FIGURE 4C JUNE 20, 2016

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY 4.0 TRAFFIC VOLUME PROJECTIONS 2037 Build Scenario Total Traffic Volumes FIGURE 4D JUNE 20, 2016

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY 5.0 TRAFFIC ANALYSES Projected 2017 and 2037 no-build and build scenario traffic volumes were analyzed at the study area intersections to determine the impacts of the proposed residential development. A turn-lane warrant analysis was performed in accordance with the guidelines of the ODOT s State Highway Access Management Manual to determine the necessity for auxiliary turn lanes at the proposed site access drives on Weber Road. HCS 2010 capacity analysis software was used to determine the Level of Service (LOS) of each of the study area intersections. The LOS represents an intersection s measure of effectiveness and is used to determine the impacts on the intersection from the proposed development. LOS values range from A (best) to F (failing). 5.1 TURN LANE WARRANT ANALYSIS Turn lane warrant charts were completed for projected 2017 and 2037 build scenario traffic volumes at the proposed site access drives intersections on Weber Road. The warrants were performed for the entering turn movements on the Weber Road approaches. Turn lane warrant charts are included in Appendix C of this report. According to the analysis, right turn lane warrant thresholds are not expected to be met during the AM and PM peak hours with projected opening year (2017) and future year (2037) traffic volumes. No site generated traffic is expected to turn left into the development so left turn lane warrants are not applicable. 5.2 CAPACITY ANALYSIS The projected traffic volumes were analyzed, using HCS 2010 software, on the study area network for the existing intersection configurations. Reports for each analysis are included in Appendix D of this report. The analysis results show that the addition of site-generated traffic causes only minor increases in traffic delays within the study area. Further, all three study intersections will operate at an acceptable LOS for both No-Build (background traffic) and Build (total traffic) conditions in both the opening year (2017) and future design year (2037) with improvements already planned by Clermont County. Tables 5A and 5B on the following page summarizes the results of the capacity analyses for projected traffic volumes for the opening year (2017) and the future year (2037), respectively. As part of the HCS capacity analyses, the left-turn bay storage was evaluated at the Branch Hill Guinea Pike / Cook Road / Weber Road intersection. The analyses showed that the 90th percentile queues fit within the left-turn bay lengths (Queue Storage Ratio 1) to be provided with the Clermont County s planned project for all scenarios (AM, PM, opening year, future year). Varying lane demands will be accommodated by the semi-actuated traffic signal installation with green time split adjustments while maintaining a consistent overall cycle length and providing acceptable levels of service for each approach. PAGE 5-1 JUNE 20, 2016

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY 5.0 TRAFFIC ANALYSES LOS / Delay (sec/veh) Eastbound Westbound Northbound Southbound LT THRU RT LT THRU RT LT THRU RT LT THRU RT INT. BHG / Cook / Weber, No-Build Volumes BHG / Cook / Weber, Build Volumes Weber Rd / West Site Drive (at Tanglewood) Build Volumes Weber Rd / East Site Drive (at Weber Woods) Build Volumes AM PM AM PM AM PM AM PM Table 5A: Capacity Analyses Summary, 2017 Volumes 34.4 19.2 27.1 31.3 13.7 18.9 27.2 11.8 22.3 C B C C B B C B C 24.2 21.1 33.3 34.9 36.0 11.8 15.9 25.4 23.1 C C C C D B B C C 38.3 18.0 26.6 36.4 15.0 21.8 30.8 13.0 25.8 D B C D B C C B C 24.6 21.7 33.7 40.4 36.0 12.1 17.4 25.4 23.9 C C C D D B B C C 7.6 7.3 12.0 9.7 A A B A 7.6 7.8 14.0 9.4 A A B A 7.6 7.3 10.0 9.2 A A B A 7.5 7.6 10.8 9.9 A A B A LOS / Delay (sec/veh) Eastbound Westbound Northbound Southbound LT THRU RT LT THRU RT LT THRU RT LT THRU RT INT. BHG / Cook / Weber, No-Build Volumes BHG / Cook / Weber, Build Volumes Weber Rd / West Site Drive (at Tanglewood) Build Volumes Weber Rd / East Site Drive (at Weber Woods) Build Volumes AM PM AM PM AM PM AM PM Table 5B: Capacity Analyses Summary, 2037 Volumes 28.5 16.6 24.0 27.4 16.6 26.7 34.6 14.2 24.8 C B C C B C C B C 33.9 26.6 34.3 36.3 27.3 8.3 11.3 16.5 19.3 C C C D C A B B B 34.4 16.1 23.6 29.8 17.4 30.0 37.6 14.9 27.8 C B C C B C D B C 34.0 25.7 32.9 38.5 30.6 9.5 13.9 19.2 21.4 C C C D C A B B C 7.7 7.3 12.2 9.7 A A B A 7.6 7.9 14.3 9.4 A A B A 7.6 7.3 10.1 9.3 A A B A 7.5 7.6 11.0 10.0 A A B A PAGE 5-2 JUNE 20, 2016

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY 6.0 FINDINGS & RECOMMENDATIONS 6.1 FINDINGS The following findings were made during the traffic impact study process: 1. The project is projected to create approximately 160 single-family residences. The proposed development site will create an increase in traffic to and from Weber Road, with the majority the traffic traveling to and from the north and west. The proposed development is planned to open in 2017. 2. The Clermont County Engineer is planning an improvement project on Branch Hill Guinea Pike that will include reconstruction of the traffic signal installation and turn-lane enhancements at the Cook Road / Weber Road intersection. 3. Turn lane warrant thresholds are not expected to be met at the proposed site access points on Weber Road. 4. According to the capacity analyses, all study intersections are expected to operate at an acceptable level of service for both the opening year (2017) and future year (2037). 6.2 RECOMMENDATIONS The following traffic recommendations are given for the proposed development: 1. The proposed site access drives should be approved as shown on the plans. 2. No additional infrastructure improvements need be associated with the proposed project. PAGE 6-1 JUNE 20, 2016

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY APPENDIX A Preliminary Site Plan JUNE 20, 2016

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY APPENDIX B Traffic Count Data JUNE 20, 2016

Turning Movement Counts Summary Table The Kleingers Group Location: Branch Hill Guinea Pike at Weber Road 6305 Centre Park Drive, West Chester, OH 45069 Date of Counts: Thursday, October 16, 2014 513 779 7851 Performed By: MIO EB Weber Road WB Weber Road NB Branch Hill Guinea SB Branch Hill Guinea AM LEFT THRU RIGHT PED LEFT THRU RIGHT PED LEFT THRU RIGHT PED LEFT THRU RIGHT PED 6:30 to 6:45 am 21 0 3 0 16 49 23 0 7 125 1 0 2 20 28 0 6:45 to 7:00 am 31 8 4 0 8 18 34 0 8 150 7 0 2 32 20 0 7:00 to 7:15 am 44 2 6 0 7 14 39 0 4 149 3 0 1 25 8 0 7:15 to 7:30 am 58 5 5 0 4 26 23 0 6 192 1 0 1 39 12 0 7:30 to 7:45 am 45 5 4 0 7 24 26 0 1 140 7 0 5 25 20 0 7:45 to 8:00 am 63 3 6 0 6 25 28 0 5 163 2 0 6 36 19 0 8:00 to 8:15 am 54 7 3 0 10 17 33 0 3 148 2 0 1 43 16 0 8:15 to 8:30 am 56 5 7 0 8 16 22 0 5 143 4 0 12 72 19 0 AM Peak Hr Vol. Peak Hr Factor 220 20 18 0 27 92 110 0 15 643 12 0 13 143 67 0 0.87 0.71 0.75 0.68 0.88 0.83 0.63 0.84 0.43 0.54 0.83 0.84 EB Weber Road WB Weber Road NB Branch Hill Guinea SB Branch Hill Guinea PM LEFT THRU RIGHT PED LEFT THRU RIGHT PED LEFT THRU RIGHT PED LEFT THRU RIGHT PED 4:00 to 4:15 pm 25 14 10 0 6 11 11 0 14 61 10 0 14 114 46 0 4:15 to 4:30 pm 36 16 7 0 7 14 15 0 4 62 10 0 22 121 46 0 4:30 to 4:45 pm 35 18 12 0 7 16 12 0 7 61 12 0 21 124 33 0 4:45 to 5:00 pm 44 31 12 0 6 14 17 0 12 42 19 0 22 140 55 0 5:00 to 5:15 pm 44 15 10 0 8 14 7 0 11 64 5 0 24 141 43 0 5:15 to 5:30 pm 41 20 15 0 10 12 13 0 6 69 11 0 27 142 46 0 5:30 to 5:45 pm 28 21 8 0 15 17 18 0 14 58 15 0 30 125 63 0 5:45 to 6:00 pm 31 28 8 0 9 21 18 0 8 68 9 0 27 98 55 0 PM Peak Hr Vol. Peak Hr Factor 157 87 45 0 39 57 55 0 43 233 50 0 103 548 207 0 0.89 0.70 0.75 0.65 0.84 0.76 0.77 0.84 0.66 0.86 0.96 0.82 Peak Hour Times: AM 7:30 to 8:30 PM 4:30 to 5:30 Heavy Vehicle Volumes EB Weber Road WB Weber Road NB Branch Hill Guinea SB Branch Hill Guinea HV - AM LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT 6:30 to 6:45 am 0 0 1 0 1 2 0 0 0 4 0 0 0 3 1 0 6:45 to 7:00 am 0 0 0 0 0 1 0 0 0 4 0 0 0 0 0 0 7:00 to 7:15 am 3 0 0 0 0 0 0 0 1 3 0 0 0 3 0 0 7:15 to 7:30 am 1 0 1 0 0 0 0 0 1 3 0 0 0 0 0 0 7:30 to 7:45 am 3 0 0 0 0 0 1 0 0 6 0 0 0 1 0 0 7:45 to 8:00 am 1 1 0 0 0 0 1 0 0 6 0 0 2 0 0 0 8:00 to 8:15 am 0 0 0 0 1 0 1 0 0 5 0 0 0 4 1 0 8:15 to 8:30 am 1 0 1 0 0 0 0 0 0 1 0 0 0 9 3 0 AM Peak HV % Peak HV 8 1 1 0 0 0 2 0 2 18 0 0 2 4 0 0 4% 5% 6% 2% 13% 3% 15% 3% EB Weber Road WB Weber Road NB Branch Hill Guinea SB Branch Hill Guinea HV - PM LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT 4:00 to 4:15 pm 1 0 1 0 2 0 0 0 4 3 0 0 1 7 0 0 4:15 to 4:30 pm 0 0 1 0 2 0 0 0 0 2 0 0 2 1 0 0 4:30 to 4:45 pm 0 0 0 0 0 0 0 0 1 1 0 0 0 2 0 0 4:45 to 5:00 pm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 to 5:15 pm 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 5:15 to 5:30 pm 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 5:30 to 5:45 pm 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 to 6:00 pm 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 AM Peak HV % Peak HV 0 0 0 0 0 0 0 0 1 1 0 0 0 6 0 0 2% 0% 1%

Turning Movement Counts Summary Table The Kleingers Group Location: Weber Road at Tanglewood Drive 6305 Centre Park Drive, West Chester, OH 45069 Date of Counts: Thursday, May, 19 2016 513 779 7851 Performed By: MIO EB Weber Road WB Weber Road N/A SB Tanglewood Drive AM LEFT THRU RIGHT PED LEFT THRU RIGHT PED LEFT THRU RIGHT PED LEFT THRU RIGHT PED 6:30 to 6:45 am 1 1 51 0 1 15 6:45 to 7:00 am 5 7 53 2 1 11 7:00 to 7:15 am 2 11 65 0 1 10 7:15 to 7:30 am 5 11 47 0 0 9 7:30 to 7:45 am 2 11 44 1 2 9 7:45 to 8:00 am 1 5 38 0 1 11 8:00 to 8:15 am 4 6 50 2 1 10 8:15 to 8:30 am 3 13 35 0 1 7 AM Peak Hr Vol. Peak Hr Factor 12 33 0 0 0 179 3 0 0 0 0 0 4 0 39 0 0.60 0.75 0.90 0.38 0.50 0.89 EB Weber Road WB Weber Road N/A SB Tanglewood Drive PM LEFT THRU RIGHT PED LEFT THRU RIGHT PED LEFT THRU RIGHT PED LEFT THRU RIGHT PED 4:00 to 4:15 pm 10 28 30 2 1 5 4:15 to 4:30 pm 9 36 34 0 0 8 4:30 to 4:45 pm 4 36 27 1 0 2 4:45 to 5:00 pm 13 47 23 0 1 8 5:00 to 5:15 pm 4 35 28 0 0 7 5:15 to 5:30 pm 4 48 27 1 0 14 5:30 to 5:45 pm 6 37 53 0 1 13 5:45 to 6:00 pm 9 44 32 0 1 10 PM Peak Hr Vol. Peak Hr Factor 27 167 0 0 0 131 1 0 0 0 0 0 2 0 42 0 0.52 0.87 0.62 0.25 0.50 0.75 Peak Hour Times: AM 7:30 to 8:30 PM 4:30 to 5:30 Heavy Vehicle Volumes EB Weber Road WB Weber Road N/A SB Tanglewood Drive HV - AM LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT 6:30 to 6:45 am 0 0 1 0 0 1 6:45 to 7:00 am 0 0 0 1 1 0 7:00 to 7:15 am 0 0 0 0 0 0 7:15 to 7:30 am 0 0 0 0 0 0 7:30 to 7:45 am 0 2 0 0 1 0 7:45 to 8:00 am 0 0 0 0 1 1 8:00 to 8:15 am 0 1 1 0 1 1 8:15 to 8:30 am 0 1 2 0 0 1 AM Peak HV % Peak HV 0 2 0 0 0 0 0 0 0 0 0 0 2 0 1 0 6% 50% 3% EB Weber Road WB Weber Road N/A SB Tanglewood Drive HV - PM LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT 4:00 to 4:15 pm 0 0 2 0 1 1 4:15 to 4:30 pm 0 0 0 0 0 0 4:30 to 4:45 pm 0 0 0 0 0 0 4:45 to 5:00 pm 0 0 0 0 0 0 5:00 to 5:15 pm 0 0 0 0 0 0 5:15 to 5:30 pm 0 0 0 0 0 0 5:30 to 5:45 pm 0 0 0 0 0 0 5:45 to 6:00 pm 0 0 2 0 0 0 AM Peak HV 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Peak HV

Turning Movement Counts Summary Table The Kleingers Group Location: Weber Road at Weber Woods Ct. 6305 Centre Park Drive, West Chester, OH 45069 Date of Counts: Thursday, May, 19 2016 513 779 7851 Performed By: MIO EB Weber Road WB Weber Road N/A SB Weber Woods Ct. AM LEFT THRU RIGHT PED LEFT THRU RIGHT PED LEFT THRU RIGHT PED LEFT THRU RIGHT PED 6:30 to 6:45 am 0 1 51 0 0 0 6:45 to 7:00 am 0 7 53 0 0 1 7:00 to 7:15 am 0 11 65 0 0 1 7:15 to 7:30 am 0 10 43 0 0 0 7:30 to 7:45 am 0 11 43 0 0 1 7:45 to 8:00 am 0 6 37 0 0 2 8:00 to 8:15 am 0 7 47 0 0 0 8:15 to 8:30 am 0 14 33 0 0 1 AM Peak Hr Vol. Peak Hr Factor 0 34 0 0 0 170 0 0 0 0 0 0 0 0 3 0 0.77 0.90 0.38 EB Weber Road WB Weber Road N/A SB Weber Woods Ct. PM LEFT THRU RIGHT PED LEFT THRU RIGHT PED LEFT THRU RIGHT PED LEFT THRU RIGHT PED 4:00 to 4:15 pm 0 29 33 2 0 0 4:15 to 4:30 pm 1 35 27 1 0 1 4:30 to 4:45 pm 0 36 26 0 0 1 4:45 to 5:00 pm 0 47 24 0 0 0 5:00 to 5:15 pm 1 34 29 0 0 0 5:15 to 5:30 pm 1 44 28 0 0 1 5:30 to 5:45 pm 0 35 49 0 1 0 5:45 to 6:00 pm 1 43 30 0 0 1 PM Peak Hr Vol. Peak Hr Factor 2 160 0 0 0 130 0 0 0 0 0 0 1 0 1 0 0.50 0.85 0.66 0.25 0.25 Peak Hour Times: AM 7:30 to 8:30 PM 4:30 to 5:30 Heavy Vehicle Volumes EB Weber Road WB Weber Road N/A SB Weber Woods Ct. HV - AM LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT 6:30 to 6:45 am 0 0 1 0 0 0 6:45 to 7:00 am 0 1 1 0 0 0 7:00 to 7:15 am 0 0 0 0 0 0 7:15 to 7:30 am 0 0 0 0 0 0 7:30 to 7:45 am 0 3 0 0 0 0 7:45 to 8:00 am 0 1 0 0 0 0 8:00 to 8:15 am 0 2 0 0 0 0 8:15 to 8:30 am 0 1 1 0 0 0 AM Peak HV % Peak HV 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12% EB Weber Road WB Weber Road N/A SB Weber Woods Ct. HV - PM LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT 4:00 to 4:15 pm 0 1 2 0 0 0 4:15 to 4:30 pm 0 0 0 0 0 0 4:30 to 4:45 pm 0 0 0 0 0 0 4:45 to 5:00 pm 0 0 0 0 0 0 5:00 to 5:15 pm 0 0 1 0 0 0 5:15 to 5:30 pm 0 0 0 0 0 0 5:30 to 5:45 pm 0 0 0 0 0 0 5:45 to 6:00 pm 0 0 0 0 0 0 AM Peak HV % Peak HV 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1%

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY APPENDIX C Turn Lane Warrants JUNE 20, 2016

2-Lane Highway Right Turn Lane Warrant =< 40 mph or 70 kph Posted Speed Right Turning Traffic (dhv) 160 140 120 100 80 60 40 20 26 0 200 400 600 800 1000 1200 Advancing Traffic (dhv) REQ Intersection Advancing Right Turning Traffic Volume Traffic Result 1 EB Weber @ West Drive - AM, 2017 76 28 NO 2 EB Weber @ West Drive - PM, 2017 297 93 NO 3 EB Weber @ East Drive - AM, 2017 37 3 NO 4 EB Weber @ East Drive - PM, 2017 172 10 NO 5 EB Weber @ West Drive - AM, 2037 79 28 NO 6 EB Weber @ West Drive - PM, 2037 307 93 NO 7 EB Weber @ East Drive - AM, 2037 39 3 NO 8 EB Weber @ East Drive - PM, 2037 180 10 NO 9 10 11 12 13 14 15 16 17 18 19 20

WEBER ROAD RESIDENTIAL DEVELOPMENT TRAFFIC IMPACT STUDY APPENDIX D HCS 2010 Capacity Analysis Reports JUNE 20, 2016

HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency The Kleingers Group Duration, h 0.25 Analyst NMM Analysis Date Jun 17, 2016 Area Type Other Jurisdiction Clermont County Time Period AM Peak PHF 0.92 Intersection Branch Hill-Guinea and We Analysis Year 2017 Analysis Period 1> 7:00 File Name 2017 AM No-Build.xus Project Description 2017 AM Peak No-Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 222 20 18 27 93 111 15 648 12 13 144 68 Signal Information Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 47.0 6.0 21.0 0.0 0.0 0.0 4.5 3.5 3.5 0.0 0.0 0.0 1.5 1.5 1.5 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 8 2 6 Case Number 1.0 4.0 6.3 6.0 6.0 Phase Duration, s 11.0 37.0 26.0 53.0 53.0 Change Period, (Y+Rc), s 5.0 5.0 5.0 6.0 6.0 Max Allow Headway (MAH), s 3.1 3.1 3.1 3.0 3.0 Queue Clearance Time (gs), s 8.0 3.4 12.1 28.2 29.6 Green Extension Time (ge), s 0.0 0.5 0.3 2.0 1.9 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 Max Out Probability 1.00 0.00 0.24 0.00 0.01 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate (v), veh/h 241 41 29 222 16 717 14 230 Adjusted Saturation Flow Rate (s), veh/h/ln 1810 1751 1387 1731 1168 1894 746 1796 Queue Service Time (gs), s 6.0 1.4 1.5 10.1 0.7 26.2 1.3 6.3 Cycle Queue Clearance Time (gc), s 6.0 1.4 1.5 10.1 7.0 26.2 27.6 6.3 Green Ratio (g/c) 0.32 0.36 0.23 0.23 0.52 0.52 0.52 0.52 Capacity (c), veh/h 343 622 404 404 608 989 252 938 Volume-to-Capacity Ratio (X) 0.704 0.066 0.073 0.549 0.027 0.725 0.056 0.246 Available Capacity (ca), veh/h 343 622 404 404 608 989 252 938 Back of Queue (Q), veh/ln (90th percentile) 4.3 1.0 0.9 6.7 0.3 14.7 0.4 4.1 Queue Storage Ratio (RQ) (90th percentile) 0.83 0.00 0.29 0.00 0.06 0.00 0.06 0.00 Uniform Delay (d1), s/veh 28.9 19.1 27.0 30.3 13.7 16.5 27.1 11.8 Incremental Delay (d2), s/veh 5.5 0.0 0.0 0.9 0.0 2.3 0.0 0.1 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 34.4 19.2 27.1 31.3 13.7 18.9 27.2 11.8 Level of Service (LOS) C B C C B B C B Approach Delay, s/veh / LOS 32.1 C 30.8 C 18.8 B 12.7 B Intersection Delay, s/veh / LOS 22.3 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.50 Generated: 6/17/2016 5:34:44 PM

HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency The Kleingers Group Duration, h 0.25 Analyst NMM Analysis Date Jun 17, 2016 Area Type Other Jurisdiction Clermont County Time Period PM Peak PHF 0.92 Intersection Branch Hill-Guinea and We Analysis Year 2017 Analysis Period 1> 7:00 File Name 2017 PM No-Build.xus Project Description 2017 PM Peak No Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 158 88 45 39 57 55 43 235 50 104 552 209 Signal Information Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 48.0 12.0 14.0 0.0 0.0 0.0 4.5 3.5 3.5 0.0 0.0 0.0 1.5 1.5 1.5 0.0 0.0 0.0 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 8 2 6 Case Number 1.0 4.0 6.3 6.0 6.0 Phase Duration, s 17.0 36.0 19.0 54.0 54.0 Change Period, (Y+Rc), s 5.0 5.0 5.0 6.0 6.0 Max Allow Headway (MAH), s 3.1 3.1 3.1 3.2 3.2 Queue Clearance Time (gs), s 8.5 7.2 7.7 43.1 37.3 Green Extension Time (ge), s 0.1 0.6 0.0 1.8 2.6 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 Max Out Probability 0.62 0.00 1.00 0.68 0.23 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate (v), veh/h 172 145 42 122 47 310 113 827 Adjusted Saturation Flow Rate (s), veh/h/ln 1810 1791 1263 1746 673 1842 1087 1810 Queue Service Time (gs), s 6.5 5.2 2.6 5.7 5.8 8.5 5.9 35.3 Cycle Queue Clearance Time (gc), s 6.5 5.2 2.6 5.7 41.1 8.5 14.4 35.3 Green Ratio (g/c) 0.31 0.34 0.16 0.16 0.53 0.53 0.53 0.53 Capacity (c), veh/h 440 617 277 272 175 982 557 966 Volume-to-Capacity Ratio (X) 0.390 0.234 0.153 0.448 0.267 0.315 0.203 0.857 Available Capacity (ca), veh/h 440 617 277 272 175 982 557 966 Back of Queue (Q), veh/ln (90th percentile) 4.7 3.7 1.4 4.3 1.7 5.4 2.4 19.6 Queue Storage Ratio (RQ) (90th percentile) 0.91 0.00 0.47 0.00 0.33 0.00 0.36 0.00 Uniform Delay (d1), s/veh 24.0 21.0 33.2 34.5 35.7 11.8 15.8 18.0 Incremental Delay (d2), s/veh 0.2 0.1 0.1 0.4 0.3 0.1 0.1 7.4 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 24.2 21.1 33.3 34.9 36.0 11.8 15.9 25.4 Level of Service (LOS) C C C C D B B C Approach Delay, s/veh / LOS 22.8 C 34.5 C 15.0 B 24.3 C Intersection Delay, s/veh / LOS 23.1 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.50 Generated: 6/17/2016 2:52:34 PM

HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency The Kleingers Group Duration, h 0.25 Analyst NMM Analysis Date Jun 17, 2016 Area Type Other Jurisdiction Clermont County Time Period AM Peak PHF 0.92 Intersection Branch Hill-Guinea and We Analysis Year 2037 Analysis Period 1> 7:00 File Name 2037 AM No-Build.xus Project Description 2037 AM Peak No Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 233 21 19 29 97 116 16 680 13 14 151 71 Signal Information Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 43.0 6.0 25.0 0.0 0.0 0.0 4.5 3.5 3.5 0.0 0.0 0.0 1.5 1.5 1.5 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 8 2 6 Case Number 1.0 4.0 6.3 6.0 6.0 Phase Duration, s 11.0 41.0 30.0 49.0 49.0 Change Period, (Y+Rc), s 5.0 5.0 5.0 6.0 6.0 Max Allow Headway (MAH), s 3.1 3.1 3.1 3.0 3.0 Queue Clearance Time (gs), s 8.0 3.4 12.0 33.0 34.7 Green Extension Time (ge), s 0.0 0.5 0.5 1.8 1.7 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 Max Out Probability 1.00 0.00 0.00 0.10 0.18 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate (v), veh/h 253 43 32 232 17 753 15 241 Adjusted Saturation Flow Rate (s), veh/h/ln 1810 1750 1385 1730 1157 1894 721 1797 Queue Service Time (gs), s 6.0 1.4 1.5 10.0 0.8 31.0 1.7 7.3 Cycle Queue Clearance Time (gc), s 6.0 1.4 1.5 10.0 8.1 31.0 32.7 7.3 Green Ratio (g/c) 0.37 0.40 0.28 0.28 0.48 0.48 0.48 0.48 Capacity (c), veh/h 395 700 464 481 539 905 176 858 Volume-to-Capacity Ratio (X) 0.642 0.062 0.068 0.482 0.032 0.833 0.087 0.281 Available Capacity (ca), veh/h 395 700 464 481 539 905 176 858 Back of Queue (Q), veh/ln (90th percentile) 3.8 0.9 0.9 6.5 0.4 18.5 0.5 4.8 Queue Storage Ratio (RQ) (90th percentile) 0.73 0.00 0.29 0.00 0.07 0.00 0.08 0.00 Uniform Delay (d1), s/veh 25.7 16.6 24.0 27.1 16.6 20.4 34.6 14.2 Incremental Delay (d2), s/veh 2.7 0.0 0.0 0.3 0.0 6.3 0.1 0.1 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 28.5 16.6 24.0 27.4 16.6 26.7 34.6 14.2 Level of Service (LOS) C B C C B C C B Approach Delay, s/veh / LOS 26.7 C 27.0 C 26.5 C 15.5 B Intersection Delay, s/veh / LOS 24.8 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.50 Generated: 6/17/2016 4:53:06 PM

HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency The Kleingers Group Duration, h 0.25 Analyst NMM Analysis Date Jun 17, 2016 Area Type Other Jurisdiction Clermont County Time Period PM Peak PHF 0.92 Intersection Branch Hill-Guinea and We Analysis Year 2037 Analysis Period 1> 7:00 File Name 2037 PM No-Build.xus Project Description 2037 PM Peak No Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 166 92 48 41 60 58 45 246 53 109 580 219 Signal Information Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 55.0 6.0 13.0 0.0 0.0 0.0 4.5 3.5 3.5 0.0 0.0 0.0 1.5 1.5 1.5 0.0 0.0 0.0 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 8 2 6 Case Number 1.0 4.0 6.3 6.0 6.0 Phase Duration, s 11.0 29.0 18.0 61.0 61.0 Change Period, (Y+Rc), s 5.0 5.0 5.0 6.0 6.0 Max Allow Headway (MAH), s 3.1 3.1 3.1 3.2 3.2 Queue Clearance Time (gs), s 8.0 8.1 8.1 39.8 34.3 Green Extension Time (ge), s 0.0 0.5 0.3 2.7 3.4 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 Max Out Probability 1.00 0.00 0.25 0.28 0.03 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate (v), veh/h 180 152 45 128 49 325 118 868 Adjusted Saturation Flow Rate (s), veh/h/ln 1810 1790 1255 1746 648 1841 1072 1811 Queue Service Time (gs), s 6.0 6.1 2.8 6.1 5.5 7.5 5.3 32.3 Cycle Queue Clearance Time (gc), s 6.0 6.1 2.8 6.1 37.8 7.5 12.8 32.3 Green Ratio (g/c) 0.23 0.27 0.14 0.14 0.61 0.61 0.61 0.61 Capacity (c), veh/h 299 477 261 252 244 1125 646 1107 Volume-to-Capacity Ratio (X) 0.604 0.319 0.171 0.509 0.201 0.289 0.184 0.785 Available Capacity (ca), veh/h 299 477 261 252 244 1125 646 1107 Back of Queue (Q), veh/ln (90th percentile) 1.5 4.5 1.5 4.6 1.5 4.6 2.1 16.1 Queue Storage Ratio (RQ) (90th percentile) 0.29 0.00 0.50 0.00 0.29 0.00 0.30 0.00 Uniform Delay (d1), s/veh 31.4 26.4 34.2 35.6 27.2 8.3 11.3 13.1 Incremental Delay (d2), s/veh 2.5 0.1 0.1 0.7 0.1 0.1 0.1 3.5 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 33.9 26.6 34.3 36.3 27.3 8.3 11.3 16.5 Level of Service (LOS) C C C D C A B B Approach Delay, s/veh / LOS 30.5 C 35.7 D 10.8 B 15.9 B Intersection Delay, s/veh / LOS 19.3 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.50 Generated: 6/17/2016 4:14:06 PM

HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency The Kleingers Group Duration, h 0.25 Analyst NMM Analysis Date Jun 17, 2016 Area Type Other Jurisdiction Clermont County Time Period AM Peak PHF 0.92 Intersection Branch Hill-Guinea and We Analysis Year 2017 Analysis Period 1> 7:00 File Name 2017 AM Build.xus Project Description 2017 AM Peak Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 222 32 18 41 129 152 15 648 20 24 144 68 Signal Information Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 45.0 7.0 22.0 0.0 0.0 0.0 4.5 3.5 3.5 0.0 0.0 0.0 1.5 1.5 1.5 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 8 2 6 Case Number 1.0 4.0 6.3 6.0 6.0 Phase Duration, s 12.0 39.0 27.0 51.0 51.0 Change Period, (Y+Rc), s 5.0 5.0 5.0 6.0 6.0 Max Allow Headway (MAH), s 3.1 3.1 3.1 3.1 3.1 Queue Clearance Time (gs), s 9.0 3.8 16.6 30.1 32.7 Green Extension Time (ge), s 0.0 0.8 0.4 2.0 1.9 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 Max Out Probability 1.00 0.00 0.21 0.02 0.05 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate (v), veh/h 241 54 45 305 16 726 26 230 Adjusted Saturation Flow Rate (s), veh/h/ln 1810 1784 1371 1731 1168 1890 740 1796 Queue Service Time (gs), s 7.0 1.8 2.3 14.6 0.7 28.1 2.7 6.6 Cycle Queue Clearance Time (gc), s 7.0 1.8 2.3 14.6 7.4 28.1 30.7 6.6 Green Ratio (g/c) 0.34 0.38 0.24 0.24 0.50 0.50 0.50 0.50 Capacity (c), veh/h 311 674 415 423 578 945 219 898 Volume-to-Capacity Ratio (X) 0.776 0.081 0.107 0.722 0.028 0.768 0.119 0.257 Available Capacity (ca), veh/h 311 674 415 423 578 945 219 898 Back of Queue (Q), veh/ln (90th percentile) 4.5 1.2 1.3 9.6 0.3 16.1 0.8 4.4 Queue Storage Ratio (RQ) (90th percentile) 0.86 0.00 0.43 0.00 0.07 0.00 0.12 0.00 Uniform Delay (d1), s/veh 27.6 18.0 26.6 31.2 15.0 18.3 30.8 12.9 Incremental Delay (d2), s/veh 10.7 0.0 0.0 5.2 0.0 3.5 0.1 0.1 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 38.3 18.0 26.6 36.4 15.0 21.8 30.8 13.0 Level of Service (LOS) D B C D B C C B Approach Delay, s/veh / LOS 34.5 C 35.1 D 21.6 C 14.8 B Intersection Delay, s/veh / LOS 25.8 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.50 Generated: 6/17/2016 5:35:56 PM

HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency The Kleingers Group Duration, h 0.25 Analyst NMM Analysis Date Jun 17, 2016 Area Type Other Jurisdiction Clermont County Time Period PM Peak PHF 0.92 Intersection Branch Hill-Guinea and We Analysis Year 2017 Analysis Period 1> 7:00 File Name 2017 PM Build.xus Project Description 2017 PM Peak Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 158 129 45 48 81 83 43 235 76 140 552 209 Signal Information Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 48.0 12.0 14.0 0.0 0.0 0.0 4.5 3.5 3.5 0.0 0.0 0.0 1.5 1.5 1.5 0.0 0.0 0.0 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 8 2 6 Case Number 1.0 4.0 6.3 6.0 6.0 Phase Duration, s 17.0 36.0 19.0 54.0 54.0 Change Period, (Y+Rc), s 5.0 5.0 5.0 6.0 6.0 Max Allow Headway (MAH), s 3.1 3.1 3.1 3.2 3.2 Queue Clearance Time (gs), s 8.5 8.9 10.7 43.1 37.3 Green Extension Time (ge), s 0.1 0.8 0.0 1.9 2.7 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 Max Out Probability 0.62 0.00 1.00 0.70 0.26 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate (v), veh/h 172 189 52 178 47 338 152 827 Adjusted Saturation Flow Rate (s), veh/h/ln 1810 1815 1213 1741 673 1820 1059 1810 Queue Service Time (gs), s 6.5 6.9 3.4 8.7 5.8 9.6 8.7 35.3 Cycle Queue Clearance Time (gc), s 6.5 6.9 3.4 8.7 41.1 9.6 18.2 35.3 Green Ratio (g/c) 0.31 0.34 0.16 0.16 0.53 0.53 0.53 0.53 Capacity (c), veh/h 394 625 269 271 175 971 532 966 Volume-to-Capacity Ratio (X) 0.436 0.302 0.194 0.658 0.267 0.348 0.286 0.857 Available Capacity (ca), veh/h 394 625 269 271 175 971 532 966 Back of Queue (Q), veh/ln (90th percentile) 4.7 4.9 1.8 6.4 1.7 5.9 3.5 19.6 Queue Storage Ratio (RQ) (90th percentile) 0.91 0.00 0.59 0.00 0.33 0.00 0.52 0.00 Uniform Delay (d1), s/veh 24.3 21.6 33.5 35.7 35.7 12.0 17.3 18.0 Incremental Delay (d2), s/veh 0.3 0.1 0.1 4.6 0.3 0.1 0.1 7.4 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 24.6 21.7 33.7 40.4 36.0 12.1 17.4 25.4 Level of Service (LOS) C C C D D B B C Approach Delay, s/veh / LOS 23.1 C 38.8 D 15.0 B 24.2 C Intersection Delay, s/veh / LOS 23.9 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.50 Generated: 6/17/2016 2:52:34 PM

HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency The Kleingers Group Duration, h 0.25 Analyst NMM Analysis Date Jun 17, 2016 Area Type Other Jurisdiction Clermont County Time Period AM Peak PHF 0.92 Intersection Branch Hill-Guinea and We Analysis Year 2037 Analysis Period 1> 7:00 File Name 2037 AM Build.xus Project Description 2037 AM Peak Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 233 33 19 43 133 157 16 680 21 25 151 71 Signal Information Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 42.0 6.0 26.0 0.0 0.0 0.0 4.5 3.5 3.5 0.0 0.0 0.0 1.5 1.5 1.5 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 8 2 6 Case Number 1.0 4.0 6.3 6.0 6.0 Phase Duration, s 11.0 42.0 31.0 48.0 48.0 Change Period, (Y+Rc), s 5.0 5.0 5.0 6.0 6.0 Max Allow Headway (MAH), s 3.1 3.1 3.1 3.1 3.1 Queue Clearance Time (gs), s 8.0 3.7 16.2 34.4 37.6 Green Extension Time (ge), s 0.0 0.8 0.6 0.0 1.2 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 Max Out Probability 1.00 0.00 0.01 1.00 0.66 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate (v), veh/h 253 57 47 315 17 762 27 241 Adjusted Saturation Flow Rate (s), veh/h/ln 1810 1783 1368 1731 1157 1890 715 1797 Queue Service Time (gs), s 6.0 1.7 2.3 14.2 0.8 32.4 3.2 7.4 Cycle Queue Clearance Time (gc), s 6.0 1.7 2.3 14.2 8.3 32.4 35.6 7.4 Green Ratio (g/c) 0.38 0.41 0.29 0.29 0.47 0.47 0.47 0.47 Capacity (c), veh/h 342 733 475 500 524 882 156 838 Volume-to-Capacity Ratio (X) 0.741 0.077 0.098 0.630 0.033 0.864 0.174 0.288 Available Capacity (ca), veh/h 342 733 475 500 524 882 156 838 Back of Queue (Q), veh/ln (90th percentile) 5.0 1.2 1.3 8.9 0.4 19.8 1.0 4.9 Queue Storage Ratio (RQ) (90th percentile) 0.96 0.00 0.42 0.00 0.08 0.00 0.14 0.00 Uniform Delay (d1), s/veh 27.0 16.1 23.6 27.8 17.3 21.4 37.4 14.8 Incremental Delay (d2), s/veh 7.4 0.0 0.0 1.9 0.0 8.5 0.2 0.1 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 34.4 16.1 23.6 29.8 17.4 30.0 37.6 14.9 Level of Service (LOS) C B C C B C D B Approach Delay, s/veh / LOS 31.1 C 29.0 C 29.7 C 17.2 B Intersection Delay, s/veh / LOS 27.8 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.50 Generated: 6/17/2016 4:57:18 PM

HCS 2010 Signalized Intersection Results Summary General Information Intersection Information Agency The Kleingers Group Duration, h 0.25 Analyst NMM Analysis Date Jun 17, 2016 Area Type Other Jurisdiction Clermont County Time Period PM Peak PHF 0.92 Intersection Branch Hill-Guinea and We Analysis Year 2037 Analysis Period 1> 7:00 File Name 2037 PM Build.xus Project Description 2037 PM Peak Build Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand (v), veh/h 166 133 48 50 84 86 45 246 79 145 580 219 Signal Information Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated Yes Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 53.0 6.0 15.0 0.0 0.0 0.0 4.5 3.5 3.5 0.0 0.0 0.0 1.5 1.5 1.5 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 7 4 8 2 6 Case Number 1.0 4.0 6.3 6.0 6.0 Phase Duration, s 11.0 31.0 20.0 59.0 59.0 Change Period, (Y+Rc), s 5.0 5.0 5.0 6.0 6.0 Max Allow Headway (MAH), s 3.1 3.1 3.1 3.2 3.2 Queue Clearance Time (gs), s 8.0 9.8 10.9 41.9 36.1 Green Extension Time (ge), s 0.0 0.7 0.4 3.1 3.5 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 Max Out Probability 1.00 0.00 0.54 0.22 0.07 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 7 4 14 3 8 18 5 2 12 1 6 16 Adjusted Flow Rate (v), veh/h 180 197 54 185 49 353 158 868 Adjusted Saturation Flow Rate (s), veh/h/ln 1810 1813 1205 1741 648 1820 1044 1811 Queue Service Time (gs), s 6.0 7.8 3.5 8.9 5.8 8.9 8.2 34.1 Cycle Queue Clearance Time (gc), s 6.0 7.8 3.5 8.9 39.9 8.9 17.1 34.1 Green Ratio (g/c) 0.26 0.29 0.17 0.17 0.59 0.59 0.59 0.59 Capacity (c), veh/h 283 524 281 290 216 1072 592 1066 Volume-to-Capacity Ratio (X) 0.637 0.376 0.194 0.637 0.226 0.330 0.266 0.814 Available Capacity (ca), veh/h 283 524 281 290 216 1072 592 1066 Back of Queue (Q), veh/ln (90th percentile) 1.8 5.5 1.8 6.4 1.6 5.3 3.2 17.5 Queue Storage Ratio (RQ) (90th percentile) 0.34 0.00 0.60 0.00 0.31 0.00 0.46 0.00 Uniform Delay (d1), s/veh 30.4 25.5 32.7 35.0 30.4 9.4 13.8 14.6 Incremental Delay (d2), s/veh 3.6 0.2 0.1 3.5 0.2 0.1 0.1 4.6 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 34.0 25.7 32.9 38.5 30.6 9.5 13.9 19.2 Level of Service (LOS) C C C D C A B B Approach Delay, s/veh / LOS 29.7 C 37.2 D 12.1 B 18.4 B Intersection Delay, s/veh / LOS 21.4 C Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright 2016 University of Florida, All Rights Reserved. HCS 2010 Streets Version 6.50 Generated: 6/17/2016 4:41:39 PM

Two-Way Stop Control file:///c:/users/arichards/appdata/local/temp/u2kf370.tmp Page 1 of 1 6/1/2016 General Information Analyst David Meyer Agency/Co. The Kleingers Group Date Performed 6/1/2016 Analysis Time Period AM Peak TWO-WAY STOP CONTROL SUMMARY Site Information Intersection Jurisdiction Analysis Year West Site Drive and Weber Road Clermont County 2017 Build Project Description East/West Street: Weber Road North/South Street: West Site Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 12 36 28 0 188 3 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR (veh/h) 13 40 31 0 208 3 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 82 0 0 4 0 39 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR (veh/h) 91 0 0 4 0 43 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh/h) 13 0 91 47 C (m) (veh/h) 1372 1542 605 816 v/c 0.01 0.00 0.15 0.06 95% queue length 0.03 0.00 0.53 0.18 Control Delay (s/veh) 7.6 7.3 12.0 9.7 LOS A A B A Approach Delay (s/veh) -- -- 12.0 9.7 Approach LOS -- -- B A Copyright 2010 University of Florida, All Rights Reserved HCS+ TM Version 5.6 Generated: 6/1/2016 9:39 AM

Two-Way Stop Control file:///c:/users/arichards/appdata/local/temp/u2kc2fe.tmp Page 1 of 1 6/1/2016 General Information Analyst David Meyer Agency/Co. The Kleingers Group Date Performed 6/1/2016 Analysis Time Period PM Peak TWO-WAY STOP CONTROL SUMMARY Site Information Intersection Jurisdiction Analysis Year West Site Drive and Weber Road Clermont County 2017 Build Project Description East/West Street: Weber Road North/South Street: West Site Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 27 177 93 0 137 1 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR (veh/h) 30 196 103 0 152 1 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 55 0 0 2 0 42 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR (veh/h) 61 0 0 2 0 46 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh/h) 30 0 61 48 C (m) (veh/h) 1440 1274 462 872 v/c 0.02 0.00 0.13 0.06 95% queue length 0.06 0.00 0.45 0.17 Control Delay (s/veh) 7.6 7.8 14.0 9.4 LOS A A B A Approach Delay (s/veh) -- -- 14.0 9.4 Approach LOS -- -- B A Copyright 2010 University of Florida, All Rights Reserved HCS+ TM Version 5.6 Generated: 6/1/2016 9:42 AM