5500 New Albany Road Columbus, Ohio 43054 Phone: 614.775.4500 Fax: 614.775.4800 Toll Free: 1-888-775-EMHT emht.com 2015-1008 MINERVA PARK SITE TRAFFIC IMPACT STUDY M/I HOMES September 2, 2015 Engineers Surveyors Planners Scientists
TABLE OF CONTENTS 1.0 INTRODUCTION... 3 2.0 EXISTING CONDITIONS... 3 3.0 DATA COLLECTED... 4 4.0 STUDY PROCEDURES... 4 4.1 Traffic Volume Projections... 5 4.2 Trip Generation... 5 4.3 Trip Distribution... 6 5.0 FINDINGS OF ANALYSES... 7 5.1 Turn Lane Warrants... 7 5.2 Signal Warrant Analysis... 7 5.3 Intersection Capacity Analysis... 7 5.3.1 SR 161 at Farview Drive...10 5.3.2 SR 161 at Ponderosa Drive...10 5.3.3 SR 3 at Minerva Lake Road...10 5.3.4 Cleveland Avenue at Minerva Lake Road...10 5.3.5 Cleveland Avenue at Maplewood Drive...10 5.3.6 Ponderosa Drive at Northland Plaza Drive...11 5.3.7 Farview Drive at Northland Plaza Drive...11 5.3.8 Minerva Lake Road at East Shore Drive...11 6.0 CONCLUSIONS AND RECOMMENDATIONS...11 TABLES TABLE 1: Street Network Characteristics... 4 TABLE 2: Trip Generation... 6 TABLE 3: Capacity Analysis Summary... 8 FIGURES FIGURE 1: Site Location Map... 3 FIGURE 2: Expected Site Trip Distribution... 7
APPENDICES APPENDIX A: APPENDIX B: APPENDIX C: APPENDIX D: APPENDIX E: APPENDIX F: APPENDIX G: Correspondence (Scope Memo) Site Plan/ Growth Rate Data Traffic Volume Assignment & Calculations Turn Lane Warrants Signal Warrant Worksheets Capacity Analysis Reports Turn Lane Sizing Calculations
1.0 INTRODUCTION This study has been prepared to identify the transportation impact of developing a single family residential community known as the Minerva Park in Minerva Park, Ohio. The site will be located in the current Minerva Lake Golf course in Minerva Park. The project site is planned to include single family dwelling units with a maximum number of total units not to exceed 258 lots. The actual lot count is expected to be slightly lower. Additionally, a new elementary school to replace the existing Hawthorne Elementary in the Westerville school district is planned in the northeast quadrant of the site. Two access drives are planned to connect to Minerva Lake Road. At the time this study was prepared, a third access connection to Maplewood Drive was being considered. To accommodate the possibility of this third access point, the study provides analyses both with and without the connection to Maplewood Drive. One access drive on Minerva Lake Road is expected to connect to Farview Drive and a second drive on Minerva Lake Road is expected to be located in the middle of the triangle island where East Shore Drive connects with Minerva Lake Road. The potential connection to Maplewood Drive is also included in the analyses. Figure 1 below illustrates the site location. A memorandum summarizing the scope of the traffic study was reviewed and accepted by ODOT, City of Columbus and Minerva Park, which was dated August 5, 2015, and is included in Appendix A for reference. A site plan is included in Appendix B. FIGURE 1: Site Location Map 2.0 EXISTING CONDITIONS Existing conditions for each roadway are identified in Table 1 below, which indicates the Street network characteristics for the surrounding area. The site currently serves as the Minerva Lake Golf Course that is located on the south side of Minerva Lake Road between SR 3 (Westerville Road) Minerva Park Traffic Impact Study emht.com 3
and Cleveland Avenue. Access to the site is provided by Minerva Lake Road, a local street serving the surrounding subdivision. TABLE 1: Street Network Characteristics Street Name Cardinal Direction Posted Speed Limit SR-161 East/West 50 mph Westerville Road North/South 45 mph Cleveland Avenue North/South 35 mph Northland Plaza Drive East/West 25 mph Minerva Lake Road East/West 25 mph Ponderosa Drive North/South 25 mph Farview Drive North/South 25 mph East Shore Drive North/South 25 mph 3.0 DATA COLLECTED Existing (background) traffic levels are determined from traffic counts performed for this project. Peak hour turning movement counts were performed in July when school was not in session from 7-9 AM and from 4-6 PM by EMH&T personnel at the following intersections: SR 161/Ponderosa Drive SR 161/Farview Drive SR 3/Minerva Lake Road Cleveland Avenue/Minerva Lake Road Cleveland Avenue/Maplewood Drive Ponderosa Drive/Northland Plaza Drive Farview Drive/Northland Plaza Drive Minerva Lake Road/East Shore Drive Counts were increased to design year conditions based on a 0.5% growth rate for each roadway provided by the Mid-Ohio Regional Planning Commission (MORPC). The MORPC growth rate data and traffic count data at each intersection are included in Appendix B for reference. 4.0 STUDY PROCEDURES The impact of proposed development on the adjacent street network was determined by combining the estimated site-generated trips from the planned Minerva Park residential site with background traffic, as well as potential traffic from a possible new middle school to provide Build traffic volumes for each horizon year. Though it is not currently proposed, Westerville Schools has considered the old Hawthorne school site for a middle school site on the current school grounds. Since no current plans exist but there is the potential for a separate middle school, traffic for a future middle school was estimated and analyzed separately in this report. Background traffic refers to non-site generated traffic volumes and was forecast for both the opening year 2016 and each horizon year as a starting point at each intersection. Morning and afternoon peak hour conditions were analyzed to determine the development impact. Analyses were performed at the intersections listed above. Minerva Park Traffic Impact Study emht.com 4
4.1 Traffic Volume Projections Detailed traffic volume calculations are attached for reference illustrating the development of 2016, 2026 (Cleveland Avenue and local street connections) and 2036 (SR 161 and SR 3 intersections) background and full build traffic volumes. The separate horizon years are due to multiple review agencies having differing requirements for their respective intersections. City of Columbus intersections along Cleveland Avenue, as well as the local village street connections, used a ten year study horizon resulting in a 2026 Horizon Year. The SR 161 and SR 3 intersections are under ODOT jurisdiction requiring a twenty year study horizon, resulting in a 2036 Horizon Year. Future traffic volumes were calculated based on the best available information for each intersection within the study area. Current year (2015) traffic counts were taken at each intersection being analyzed for this study area. Future background traffic volumes for each intersection were estimated by expanding 2015 counted traffic using the application of an area growth rates of 0.5% that was provided by the Mid-Ohio Regional Planning Commission (MORPC). Detailed traffic calculations for background traffic levels are attached for reference. Traffic for the existing Minerva Lake Golf Course was estimated using ITE trip generation rates to determine appropriate weekday peak hour traffic levels. Traffic for the golf course were then removed from each study area intersection based on the same distribution used for site traffic. The golf course traffic removal data is illustrated on the attached trip assignment sheets. To estimate the Build condition for each analysis year, site-generated traffic was determined and added to the background (No Build) condition for each respective year. With an elementary school site planned within the proposed development, reuse or replacement of the existing school site may be a possibility in the future. However, there are no current plans for the redevelopment of this site. All analyses presented within, in conjunction with this site are for reference only and have only been provided to establish long range planning goals. Any impacts from this school redevelopment are not associated with the proposed development. To provide for a conservative estimate for long range planning, this study analyzed the redevelopment of this site as a middle school. Existing attendance data was used to forecast trip ends based on an average sized Westerville middle school. Supporting data has been included. 4.2 Trip Generation Site generated trip ends will be forecast using data and methodology contained in Trip Generation 9 th Edition (Institute of Transportation Engineers, 2012). Morning and afternoon peak hour traffic volumes were estimated using trip generation rates for Land Use Code 210 (Single Family- Detached Housing) and for Land Use Code 520 (Elementary School). The number of students were based on the current average enrollment of all Westerville City Elementary Schools. Golf course traffic was estimated and removed from the total. Separate trip generation data was prepared for a potential middle school at the Hawthorne Elementary site using Land Use Code 522 (Middle School). The site is expected to generate 338 external trips in the morning peak hour and 256 Minerva Park Traffic Impact Study emht.com 5
external trips in the afternoon peak hour. Detailed trip generation calculations are shown in Table 2 below: TABLE 2: Trip Generation Land Use Square Feet ITE Time ITE Total Trips Trips or Units Code Period Formula Trips Entering Exiting Single Family - Detached 258 210 ADT Ln(T)=0.92Ln(x)+2.72 2,512 1,256 1,256 units AM Peak T=0.70(x)+9.74 190 48 142 PM Peak Ln(T)=0.90Ln(x)+0.51 247 156 91 Golf Course 18 430 ADT Average Rate = 35.74 644 322 322 Holes AM Peak Average Rate = 2.06 37 29 8 PM Peak Average Rate = 2.92 53 27 26 Elementary School 412 520 ADT Average Rate = 1.29 532 266 266 Students AM Peak Average Rate = 0.45 185 102 83 PM Peak Average Rate = 0.15 62 30 32 ADT 2,400 1,200 1,200 TOTAL AM Peak Hour 338 121 217 PM Peak Hour 256 159 97 Middle School 869 522 ADT Average Rate = 1.62 1,408 704 704 (Not part of proposed site) Students AM Peak Average Rate = 0.54 469 258 211 PM Peak Average Rate = 0.16 139 68 71 4.3 Trip Distribution Site generated traffic volumes were assigned to the adjacent street network based on the suggested/expected trip distribution that was included for review in the August 5, 2015 memo that summarized the study methodology. This distribution is illustrated in Figure 2 below. All trips will be assigned to the adjacent street network via existing roadways and a realigned Farview Road to the adjacent street network. Site generated traffic is expected to use local residential streets to reach the assigned gateways that serve as destination/origins when assigning peak hour site traffic. In the opening year, it is assumed that the realigned Farview Drive will be available to serve the new site on opening day. By the Horizon Year, the potential for a new middle school site was included in the 2026 and later Horizon Year analyses. All golf course traffic and all elementary school traffic have been assumed to have an origin/destination external to the surrounding neighborhood. While this traffic pattern is unlikely, the number of internal neighborhood trips associated with the planned elementary school is expected to be greater than internal trips associated with the golf course. The result of this assumption, should provide for a slightly conservative perspective for the analyses presented within. Minerva Park Traffic Impact Study emht.com 6
FIGURE 2: Expected Site Trip Distribution Volume assignment plates illustrating site traffic used to develop peak hour traffic volumes for the study area are included in Appendix C for reference. 5.0 FINDINGS OF ANALYSES Opening year (2016) and horizon year (2026/2036) volumes were used to analyze the street system with combinations of background traffic and site generated traffic volumes. Turn lane warrant criteria was reviewed and capacity analyses were completed to determine if any improvements are needed to mitigate site related traffic impacts. 5.1 Turn Lane Warrants Right turn lane warrants were evaluated pursuant to the requirements set forth in the Location and Design Manual, 401.6 (Ohio Department of Transportation, 2015). At the State Route 3/Minerva Lake Road intersection, background traffic in the projected 2016 PM Peak conditions is expected to warrant a southbound right turn lane on SR 3, which should be 175 feet in length including taper. This turn lane is warranted without the addition of site related traffic and should not be considered a site improvement. Based on projected 2026 Build traffic volumes plus traffic from the potential middle school, a northbound right turn lane is expected to meet warrant thresholds at the Cleveland Avenue/Minerva Lake Road intersection. All analyses associated with potential middle school traffic are for long range planning only and are in no way associated with the planned development. Installation of this tune lane is not recommended at this time. Turn lane warrant results at each location are included in Appendix D for reference. Minerva Park Traffic Impact Study emht.com 7
5.2 Signal Warrant Analysis Traffic signal warrants were completed by comparing estimated volumes, including estimated eight high hour, to minimum volume thresholds established by the Ohio Manual of Uniform Traffic Control Devices 4C (Ohio Department of Transportation, 2012) (OMUTCD). Signal warrant worksheets are included in Appendix E for reference. Traffic signal warrants were evaluated for the SR 3/Minerva Lake Road intersection and the SR 161/Farview Drive intersection under 2016 No Build and Build conditions. A traffic signal was found to be warranted based on an estimation of 2016 background traffic levels at the SR 161/Farview Drive intersection, meeting the Warrant 1, Condition B for the estimated eight high hour as well as Warrant 3, Peak Hour criteria. No traffic signal is expected to be warranted at the SR 3/Minerva Lake Road under either 2016 Background or Build traffic conditions. Additionally, peak hour signal warrants were evaluated on Cleveland Avenue at Minerva Lake Road and at Maplewood Drive, which were not predicted to warrant a traffic signal if the Maplewood Drive connection is maintained. If the Maplewood Drive connection is eliminated, the Cleveland Avenue/Minerva Lake Road intersection is still not expected to meet a signal warrant. As a result, four hour and eight hour conditions were not evaluated. 5.3 Intersection Capacity Analysis Highway Capacity Software and Synchro were used to evaluate operational characteristics of the study area intersections. Intersections are graded using a level of service designation. Levels of Service (LOS) are expressed in terms of letter grades with LOS A representing the highest quality traffic flow and minimal delay, and LOS F representing poor traffic operations and significant delay. LOS D or better for each approach at an intersection is desirable. Capacity results are summarized and in Table 3 for reference. Output reports of capacity analysis are attached in Appendix E for reference. Minerva Park Traffic Impact Study emht.com 2
Time Period Year Scenario Conditions AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Cleveland Avenue/Minerva Lake Road 2016 2026 2016 2026 TABLE 3: Capacity Analysis Summary WBLT No Build Ex. Condition C/20.6 - C/20.6 - A/9.5 - Build Ex. Condition C/23.4 - C/23.4 - A/9.6 - Build w/o Maplewood Ex. Condition D/31.4 - D/31.4 - A/9.7 - No Build Ex. Condition C/22.1 - C/22.1 - A/9.7 - Build Ex. Condition D/25.1 - D/25.1 - A/9.8 - Build w/o Maplewood Ex. Condition E/35.3 - E/35.3 - A/9.9 - Build w/ M.S. Add a warranted NBRT D/35.0 - E/35.0 - A/10.0 - Build w/ M.S. w/o Maplewood WBTH Add a warranted NBRT F/59.1 - F/59.1 - B/10.2 - No Build Ex. Condition F/116.9 - F/116.9 - B/12.1 - Build Ex. Condition F/135.8 - F/135.8 - B/12.2 - Build w/o Maplewood Ex. Condition F/284.1 - F/284.1 - B/12.5 - No Build Ex. Condition F/154.2 - F/154.2 - B/12.6 - Build Ex. Condition F/182.5 - F/182.5 - B/12.7 - Build w/o Maplewood Ex. Condition F/394.0 - F/394.0 - B/12.9 - Build w/ M.S. Add a warranted NBRT F/293.7 - F/293.7 - B/12.8 - Build w/ M.S. w/o Maplewood Cleveland Avenue/Maplewood Drive 2016 2026 2016 2026 Add a warranted NBRT F/494.7 - F/494.7 - B/13.1 - No Build Ex. Condition D/27.2 - B/10.9 - A/9.4 - Build Ex. Condition E/35.2 - B/11.1 - A/9.5 - No Build Ex. Condition D/29.6 - B/11.1 - A/9.6 - Build Ex. Condition E/39.8 - B/11.3 - A/9.7 - Build w/ M.S. Ex. Condition E/45.6 - B/11.5 - A/9.9 - No Build Ex. Condition F/121.2 - B/13.4 - B/12.4 - Build Ex. Condition F/221.9 - B/13.6 - B/12.8 - No Build Ex. Condition F/152.5 - B/13.7 - B/12.9 - Build Ex. Condition F/277.5 - B/14.0 - B/13.3 - Build w/ M.S. Ex. Condition F/291.2 - B/14.1 - B/13.4 - Minerva Lake Road/E Shore Drive North AM Peak Hour 2026 Build w/ M.S. Ex. Condition - - - A/9.2 - - PM Peak Hour 2026 Build w/ M.S. Ex. Condition - - - A/9.3 - - Minerva Lake Road/E Shore Drive East AM Peak Hour 2026 Build w/ M.S. Ex. Condition - - - - A/9.4 - PM Peak Hour 2026 Build w/ M.S. Ex. Condition - - - - A/8.9 - Minerva Lake Road/E Shore Drive West AM Peak Hour 2026 Build w/ M.S. Ex. Condition - - - - A/9.2 A/9.2 PM Peak Hour 2026 Build w/ M.S. Ex. Condition - - - - A/8.8 A/8.8 X/X = Overall LOS / Average Delay Per Vehicle WBRT NBTH SBLT SBRT Minerva Park Traffic Impact Study emht.com 8
TABLE 3: Capacity Analysis Summary (cont d) Time Period Year Scenario Conditions EBLT EBTH EBRT WBLT WBTH WBRT NBLT NBTH NBRT SBLT SBTH SBRT TOTAL Minerva Lake Road/Site Drive AM Peak Hour 2026 Build w/ M.S. Ex. Condition - - - A/7.4 A/7.4 - A/9.4 - A/9.4 - - - - PM Peak Hour 2026 Build w/ M.S. Ex. Condition - - - A/7.3 A/7.3 - A/9.0 - A/9.0 - - - - Minerva Lake Road/Farview Drive AM Peak Hour 2026 Build w/ M.S. Ex. Condition A/8.94 A/8.94 A/8.94 A/8.44 A/8.44 A/8.44 A/8.71 A/8.71 A/8.71 A/8.93 A/8.93 A/8.93 A/8.76 PM Peak Hour 2026 Build w/ M.S. Ex. Condition A/8.02 A/8.02 A/8.02 A/8.4 A/8.4 A/8.4 A/7.79 A/7.79 A/7.79 A/8.21 A/8.21 A/8.21 A/8.17 Westerville Road/Minerva Lake Road AM Peak Hour PM Peak Hour 2016 2036 2016 2036 No Build Ex. Condition F/57.6 B/14.2 B/14.2 F/55.0 B/14.4 B/14.4 A/8.9 - - A/9.5 - - - No Build Add a SBRT F/56.8 B/14.1 B/14.1 F/55.0 B/14.4 B/14.4 A/8.9 - - A/9.5 - - - Build Ex. Condition F/89.8 B/14.4 B/14.4 F/70.4 B/14.4 B/14.4 A/9.1 - - A/9.5 - - - Build Add a SBRT F/89.8 B/14.3 B/14.3 F/70.4 B/14.4 B/14.4 A/9.1 - - A/9.5 - - - No Build Ex. Condition F/74.5 C/15.3 C/15.3 F/69.2 C/15.4 C/15.4 A/9.1 - - A/9.9 - - - No Build Add a SBRT F/74.5 C/15.2 C/15.2 F/69.2 C/15.4 C/15.4 A/9.1 - - A/9.9 - - - Build Ex. Condition F/134.2 C/15.5 C/15.5 F/90.6 C/15.4 C/15.4 A/9.3 - - A/9.9 - - - Build Add a SBRT F/130.6 C/15.3 C/15.3 F/90.6 C/15.4 C/15.4 A/9.3 - - A/9.9 - - - Build w/ M.S. Ex. Condition F/333.6 C/16.9 C/16.9 F/133.0 C/15.4 C/15.4 A/9.7 - - A/9.9 - - - Build w/ M.S. Add a SBRT F/310.7 C/16.4 C/16.4 F/133.0 C/15.4 C/15.4 A/9.7 - - A/9.9 - - - No Build Ex. Condition F/287.7 C/19.1 C/19.1 F/167.7 C/19.5 C/19.5 B/10.9 - - B/10.3 - - - No Build Add a SBRT F/287.7 C/18.5 C/18.5 F/167.7 C/19.5 C/19.5 B/10.9 - - B/10.3 - - - Build Ex. Condition F/539.2 C/20.2 C/20.2 F/214.5 C/19.5 C/19.5 B/11.3 - - B/10.3 - - - Build Add a SBRT F/477.1 C/19.4 C/19.4 F/214.5 C/19.5 C/19.5 B/11.3 - - B/10.3 - - - No Build Ex. Condition F/506.8 D/25.7 D/25.7 F/257.6 C/22.0 C/22.0 B/11.5 - - B/10.8 - - - No Build Add a SBRT F/471.6 C/24.9 C/24.9 F/257.6 C/22.0 C/22.0 B/11.5 - - B/10.8 - - - Build Ex. Condition F/883.0 D/26.6 D/26.6 F/351.2 C/22.0 C/22.0 B/12.0 - - B/10.8 - - - Build Add a SBRT F/816.6 D/25.5 D/25.5 F/351.2 C/22.0 C/22.0 B/12.0 - - B/10.8 - - - Build w/ M.S. Ex. Condition F/1146.0 D/28.0 D/28.0 F/417.4 C/22.0 C/22.0 B/12.2 - - B/10.8 - - - Build w/ M.S. Add a SBRT F/1059 D/26.3 D/26.3 F/427.4 C/22.0 C/22.0 B/12.2 - - B/10.8 - - - Northland Plaza Drive/Ponderosa Drive AM Peak Hour 2026 Build w/ M.S. Ex. Condition A/9.4 A/9.4 A/9.4 A/8.9 A/8.9 A/8.9 A/7.4 A/7.4 A/7.4 A/7.3 A/7.3 A/7.3 - PM Peak Hour 2026 Build w/ M.S. Ex. Condition B/10.5 B/10.5 B/10.5 A/8.8 A/8.8 A/8.8 A/7.4 A/7.4 A/7.4 A/7.3 A/7.3 A/7.3 - Northland Plaza Drive/Farview Drive AM Peak Hour 2026 Build w/ M.S. Ex. Condition - - A/9.4 - - - - - - - - - - PM Peak Hour 2026 Build w/ M.S. Ex. Condition - - A/8.9 - - - - - - - - - - SR-161/Ponderosa Drive AM Peak Hour PM Peak Hour 2016 No Build Ex. Condition C/21.3 B/15.1 B/11.0 C/22.2 B/14.7 B/11.3 B/16.7 B/15.4 B/15.4 B/17.8 B/16.0 B/16.0 B/15.3 2036 Build w/ M.S. Ex. Condition B/13.4 B/13.5 A/9.5 C/20.8 B/17.9 B/13.3 C/20.6 B/18.9 B/18.9 C/22.0 B/19.6 B/19.6 B/16.1 2016 No Build Ex. Condition B/15.2 B/12.2 A/7.5 C/24.6 B/17.4 B/12.2 C/33.7 C/31.1 C/31.1 D/37.6 C/31.5 C/31.5 B/16.8 2036 Build w/ M.S. Ex. Condition B/17.0 B/12.6 A/7.2 C/27.7 B/18.0 B/11.7 D/37.1 D/35.2 D/35.2 D/43.8 C/34.5 C/34.5 B/17.7 SR-161/Farview Drive/Old Dublin Granville Road AM Peak Hour 2016 No Build Ex. Condition B/10.7 - - B/10.4 - - F/95.0 B/11.3 B/11.3 F/75.6 B/12.7 B/12.7 - Build Ex. Condition B/11.3 - - B/11.3 - - F/497.4 F/228.1 F/228.1 F F/69.6 F/69.6-2036 Build w/ M.S. Ex. Condition B/11.3 - - B/12.7 - - F F/1238 F/1238 F F/1057 F/1057 - Build w/ M.S. Traffic Signal C/20.4 B/19.0 B/13.3 B/15.2 B/11.8 A/8.5 C/27.5 C/25.3 C/25.3 C/26.7 C/24.9 C/24.9 B/17.1 2016 No Build Ex. Condition C/16.4 - - B/12.2 - - F/1096 - - F/640.9 - - - Build Ex. Condition C/18.9 - - B/14.7 - - F F/1867 F/1867 F F/2736 F/2736 - AM Peak Hour 2036 Build w/ M.S. Ex. Condition C/18.9 - - C/15.4 - - F F/2983 F/2983 F F/3901 F/3901 - Build w/ M.S. Traffic Signal C/26.7 B/12.9 A/7.3 C/29.5 C/21.4 B/12.6 D/43.5 C/30.1 C/30.1 C/31.1 D/41.1 D/41.1 C/20.2 X/X = Overall LOS / Average Delay Per Vehicle Minerva Park Traffic Impact Study emht.com 9
5.3.1 SR 161 at Farview Drive Capacity analyses indicate the SR 161/Fairview Dr. intersection experiences a poor level of service under stop-sign control, for the sidestreet approaches, under 2016 Background conditions. If signalized, as discussed above, the intersection is expected to operate as acceptable levels of service through the design year 2036 with or without the addition of site generated traffic or future middle school traffic. 5.3.2 SR 161 at Ponderosa Drive The SR 161/Ponderosa Drive intersection is expected to operate acceptably in the 2016 and 2036 Background and Build conditions without any improvements. Predicted 2036 results include the potential addition of traffic from the potential middle school site. No improvements are recommended at this intersection. 5.3.3 SR 3 at Minerva Lake Road The State Route 3/Minerva Lake Road intersection is predicted to operate at acceptable levels of service for SR 3 traffic through the design year with or without site generated traffic volumes. As commonly found at stop controlled approaches, left turning traffic experiences poor levels of service during peak periods. The addition of site generated traffic volumes increases this side street delay without affecting SR 3 LOS. This intersection is not expected to meet signal warrants. The street network within the Minerva Park neighborhood provide unique access flexibility to the surrounding arterial street system. With direct access to SR 3, Cleveland Ave and SR 161, exiting traffic has the ability to make a right turn at one of the multiple access points and travel to any destination without significantly increasing travel time. Traffic volume assignment presented within only represents one scenario and actual travel patterns are expected to vary. With multiple access points providing the ability to make a right turn and the possibility of an additional signalized intersection at SR 161, side street improvements at this location are not recommended. 5.3.4 Cleveland Avenue at Minerva Lake Road The Cleveland Avenue/Minerva Lake Road intersection is expected to operate acceptably for Cleveland Avenue traffic through the design year 2026 with or without site generated traffic. Westbound side street traffic currently operates at a poor level of service during afternoon peak conditions and will worsen slightly with the addition of minimal westbound site generated trips in the peak hours. With the planned connection to SR 161 and using the local street network flexibility discussed above in 5.3.3, no side street improvements are recommended at this location since sidestreet delay here could be alleviated by motorists travelling to SR 161 for ease of exiting. 5.3.5 Cleveland Avenue at Maplewood Drive The Cleveland Avenue/ Maplewood Drive intersection is expected to operate acceptably for Cleveland Avenue through the 2026 Build conditions with the Maplewood Drive connection. Westbound side street traffic is predicted to experience a failed level of service during the afternoon peak hour with or without the addition of site generated traffic volumes. The few additional westbound site trips in the afternoon peak combined with the local street network flexibility discussed above in 5.3.3, no side street improvements are recommended at this location. Minerva Park Traffic Impact Study emht.com 10
5.3.6 Ponderosa Drive/Northland Plaza Drive This intersection is expected to operate acceptably in the 2016 and 2036 Background and Build conditions with existing conditions in place. No improvements are recommended at this intersection. 5.3.7 Farview Drive/Northland Plaza Drive The Ohio Department of Transportation has indicated that the intersection of Farview Drive/Northland Plaza Drive and SR 161/Farview Drive has operational restrictions due to their close proximity and mitigation measures must be investigated with the extension of Farview Drive. The primary restriction is the lack of vehicle storage for northbound traffic and the ability to accommodate westbound left turning traffic from Northland Plaza. In an effort to simplify intersection geometry and provide provisions for northbound vehicle queues, we recommend Northland Plaza Drive be limited to right-in, right-out only. Capacity analyses furnished within are based on this right-in, right-out operation and forecast acceptable levels of service through the design hear 2036. 5.3.8 Minerva Lake Road/East Shore Drive This intersection is expected to operate acceptably in the 2016 and 2036 Background and Build conditions with existing conditions in place. No improvements are recommended at this intersection. 6.0 CONCLUSION AND RECOMMENDATIONS The unique access characteristics of the Minerva Park neighborhood provide flexibility with access routes both to and from the neighborhood. This flexibility assists with accommodating narrow peak hour bands of increased demand from both existing and site related traffic volumes. Offsite improvements as summarized below are based on the detailed analyses presented herein. Background Improvements: 1. Turn lane warrant analyses indicate that existing/counted southbound right volume volumes meet warrant thresholds at the SR 3/Minerva Park Drive intersection. This warrant is satisfied without trips generated from the proposed development and should not be considered a site related improvement. 2. Consider signalization of the SR 161/Farview Drive intersection. Warrant analyses presented within suggest that signalization may be warranted with existing traffic volumes. Prior to signalization a more detailed analysis should be conducted to justify signalization. Warrant thresholds appear to be satisfied with background traffic and this signalization should not be considered a primary site related improvement. However, with the addition of the Farview Drive roadway extension, an increased number of trip ends are expected on the southern leg of this intersection. A site related contribution proportional to the percentage of site traffic forecast for this location could be considered. Site Related Improvements: 1. With the addition of Farview Drive, and the expected increase in northbound traffic, the intersection of Northland Plaza Drive/Farview Drive should be restricted to right-in, rightout for westbound traffic. This improvement should be correlated with the Farview Drive roadway extension. Minerva Park Traffic Impact Study emht.com 11