PINESTONE TRAFFIC IMPACT STUDY Travelers Rest, South Carolina

PINESTONE TRAFFIC IMPACT STUDY Travelers Rest, South Carolina Prepared for Longbranch Development Prepared by January 13, 219

ii Table of Contents Subject Page Signature Page... i Table of Contents... ii List of Figures... iii List of Appendices... iii List of Tables... iv Executive Summary...1 Introduction...2 Purpose of Study...2 Existing Conditions...3 No Build Traffic...4 Proposed Site...9 Build Traffic...1 Need for Turn Lanes...17 Traffic Operations...18 Turn Lane Storage...27 Conclusions and Recommendations...29 Pinestone Traffic Impact Study January 13, 219

iii List of Figures Figure Page Figure 1 218 Existing Morning Peak Hour Traffic Volumes... 5 Figure 2 218 Existing Afternoon Peak Hour Traffic Volumes... 6 Figure 3 224 No Build Morning Peak Hour Traffic Volumes... 7 Figure 4 224 No Build Afternoon Peak Hour Traffic Volumes... 8 Figure 5 Morning Peak Hour Site Trips... 11 Figure 6 Afternoon Peak Hour Site Trips... 12 Figure 7 224 Build Morning Peak Hour Traffic Volumes... 13 Figure 8 224 Build Afternoon Peak Hour Traffic Volumes... 14 Figure 9 Roe Road/South End Circle/Roe Center Court Morning Peak Hour Traffic Volumes Existing Geometry... 15 Figure 1 Roe Road/South End Circle/Roe Center Court Afternoon Peak Hour Traffic Volumes Existing Geometry... 16 Figure E-1 US 25/Roe Road/Little Texas Road Afternoon Peak Hour Volumes... Appendix E List of Appendices Subject Appendix Conceptual Site Plan Roe Road Roe Center to US 25 Aerial... A Existing Traffic Counts... B Turn Lane Guideline Graphs... C Capacity Analysis and Queue Report Printouts... D US 25/Roe Road/Little Texas Road 221 Apartments Only Operations... E Pinestone Traffic Impact Study January 13, 219

iv List of Tables Table Page Table 1 Historical SCDOT Traffic Counts... 4 Table 2 Trip Generation... 1 Table 3 Intersection Level of Service Criteria... 18 Table 4 Capacity Analyses Results Signalized Intersection Existing Geometry US 25/State Park Road... 19 Table 5 Capacity Analyses Results Signalized Intersection Existing Geometry State Park Road/Benton Road... 2 Table 6 Capacity Analyses Results Signalized Intersection Existing Geometry US 25/Roe Road/Little Texas Road... 21 Table 7 Capacity Analyses Results Signalized Intersection Existing Geometry US 276/Roe Road... 22 Table 8 Capacity Analyses Results Unsignalized Intersection Existing Geometry Little Texas Road/Benton Road/Krieger Drive... 23 Table 9 Capacity Analyses Results Unsignalized Intersection Existing Geometry State Park Road/Tubbs Mountain Road Extension/Commercial Driveway... 24 Table 1 Capacity Analyses Results Unsignalized Intersection Existing Geometry State Park Road/South End Circle... 24 Table 11 Capacity Analyses Results Unsignalized Intersection Roe Road/South End Circle... 25 Table 12 Capacity Analyses Results Unsignalized Intersection - Realignment Roe Road/Roe Center Court... 25 Table 13 Capacity Analyses Results Unsignalized Intersection Roe Road/South End Circle/Roe Center Court... 26 Table 14 Capacity Analyses Results Unsignalized Intersection 224 Build Volumes Site Accesses... 27 Table 15 Queue and Storage Lengths in Feet... 28 Table 16 Queue and Storage Lengths in Feet Roe Road/Roe Center Court/South End Circle as Two Intersections... 29 Pinestone Traffic Impact Study January 13, 219

PINESTONE TRAFFIC IMPACT STUDY Travelers Rest, South Carolina January 13, 219 Executive Summary Pinestone is a mixed-use development located west of US 25 between State Park Road and Roe Road in Travelers Rest. Plans include 25 apartments, 1 single family attached and detached units, and 77, square feet of commercial uses. Of the 77, square feet, up to 37, will be available to retail uses with the remaining available for non-retail uses such as office. As shown in the conceptual site plan in Appendix A, the development is currently proposed with access on Roe Road and South End Circle. Build out of the apartments is planned by 22 with build out of the single-family units and the commercial properties by 223. The development is being proposed as a planned development with a statement of intent and development plan which will be part of the zoning of the property. There is a potential for the City Hall site with access directly to State Park Road to be included in this development. However, the necessary property transaction has not been completed. Therefore, that parcel is not part of the planned development submittal and is not part of the site plan upon which this study is based. Inclusion of the City Hall site will result in additional trip generation but also in an additional State Park Road access. In this study US 25, Benton Road, South End Circle (except at Circle site access 1), Tubbs Mountain Road Extension/commercial driveway, Roe site access, and U 276 are considered north-south. State Park Road, Roe Road/Little Texas Road, and Circle accesses 2-4 are considered east-west. The findings of this study are: - No mitigation is required at these intersections to accommodate Pinestone site traffic: o US 25/State Park Road o State Park Road/Benton Road o US 276/Roe Road o Little Texas Road/Benton Road/Krieger Drive o State Park Road/Tubbs Mountain Road Extension/Commercial Driveway o State Park Road/South End Circle - US 25/Roe Road/Little Texas Road - During the afternoon peak hour, the intersection currently operates at LOS C and will continue to do so with 224 no build volumes. The LOS will go to D with 224 build volumes which is usually considered acceptable. Because South End Circle may be taken over by the City, the SCDOT mitigation trigger of a change in LOS from C to D was also considered. Addition of an eastbound right turn lane would allow operation at LOS C during the afternoon peak hour. The need for this lane addition with 221 volumes with apartments only was also checked, and the intersection can operate at LOS C during the afternoon peak hour with the estimated 95 th percentile turn queues being accommodated in the available turn lane storage. A commercial driveway is located on Roe Road west of US 25. If an eastbound right turn lane on Roe at US 25 is provided, a shorter than usual storage length and taper may be appropriate. Because the intersection can operate at LOS D with existing geometry and because the commercial driveway interferes with provision of a standard right turn lane, the addition of the right turn lane may not be required. Pinestone Traffic Impact Study January 13, 219

Introduction - Roe Road/South End Circle and Roe Road/Roe Center Court as individual intersections The left turn lane warrants checked in this study support realigning South End Circle to provide left turn lanes onto Roe Center and South End with 224 volumes. With 221 volumes (completion of only the apartments), however, the existing left turn lane could be reversed to provide a left turn lane onto Roe Center as an interim measure. These intersections currently operate acceptably, and acceptable operation (from a level of service standpoint) can continue with 221 volumes with either existing geometry or reversal of the left turn lane. - Roe Road/South End Circle/Roe Center Court This is the intersection which would be formed by the realignment of South End Circle to intersect Roe Road across from Roe Center Court. All movements can operate acceptably with 224 no build volumes. With 224 build volumes the side street lefts will operate at LOS D/E during the afternoon peak hour. These LOS are not unreasonable for a side street during a peak hour and are preferable to having no left turn lane for Roe Center Court. - Site Accesses The site access intersections will operate acceptably with existing geometry and 224 build volumes. Pinestone is a mixed-use development located west of US 25 between State Park Road and Roe Road in Travelers Rest. Plans include 25 apartments, 1 single family attached and detached units, and 77, square feet of commercial uses. Of the 77, square feet, up to 37, will be available to retail uses with the remaining available for non-retail uses such as office. As shown in the conceptual site plan in Appendix A, the development is currently proposed with access on Roe Road and South End Circle. Build out of the apartments is planned by 22 with build out of the single-family units and the commercial properties by 223. The development is being proposed as a planned development with a statement of intent and other regulatory elements. There is a potential for the City Hall site with access directly to State Park Road to be included in this development. However, the necessary property transaction has not been completed. Therefore, that parcel is not part of the planned development submittal and is not part of the site plan upon which this study is based. Inclusion of the City Hall site will result in additional trip generation but also in an additional State Park Road access. In this study US 25, Benton Road, South End Circle (except at Circle site access 1), Tubbs Mountain Road Extension/commercial driveway, Roe site access, and Main street are considered north-south. State Park Road, Roe Road/Little Texas Road, and Circle accesses 2-4 are considered east-west. Purpose of Study The purpose of this study is to meet the requirements of the City of Travelers Rest in the development approval process. Although South End Circle may be taken over for maintenance by the City of Travelers Rest, SCDOT guidelines were also checked for information because South End is currently a SCDOT roadway. The study intersections are listed below: - US 25/State Park Road (S-22) - State Park Road/Benton Road 2 Pinestone Traffic Impact Study January 13, 219

3 - US 25/Roe Road/Little Texas Road (S-563) - US 276/Roe Road - Little Texas Road/Benton Road/Krieger Drive (S-1127) - State Park Road/Tubbs Mountain Road Extension (S-527)/Commercial Driveway - State Park Road/South End Circle (S-527) - Roe Road/South End Circle - Roe Road/Roe Center Court - Roe Road/South End Circle/Roe Center Court - Site Accesses The study periods are the traditional morning and afternoon peak periods. SCDOT requested that counts also be conducted during the 2:-4: p.m. period. In all cases except one, the peak hour during the 4:-6: p.m. period was higher than the peak hour during the 2:-4: p.m. period. Therefore, the traditional afternoon peak hour was studied because the sum of existing and site traffic will be higher during that hour than in the peak hour 2:-4: p.m. The one exception was the intersection of Roe/South End/Roe Center at which volumes for some movements were slightly higher during the mid-afternoon. For the 221 build volumes (looking at volumes with just the apartments) at this intersection the mid-afternoon volumes were examined. The study year is build out plus one year. Build out is planned by 223. Therefore, the study year is 224. As noted previously, volumes at the Roe Road/South End Circle/Roe Center Court were also examined with only the completion of the apartments. For that examination, a study year of 221 was used (apartment build out of 22 plus one year). Existing Conditions US 25 is a divided four-lane road. At its signalized intersections with State Park and Roe/Little Texas, left turn lanes are provided as are right turn lanes northbound and southbound at State Park and northbound at Little Texas. Roe/Little Texas and State Park are generally three lane roads. Along State Park left turn lanes are provided at Tubbs Mountain, South End, US 25, and westbound at Benton. Right turn lanes are provided westbound at US 25 and eastbound at Benton. The State Park/Benton intersection is signalized. Along Roe, left turn lanes are provided westbound at Main, at the Roe site access, at South End, at US 25 and at Benton/Kreiger. Right turn lanes are provided westbound at US 25 and at Benton. In the study area US 276 is a three-lane roadway with left turn lanes provided at its signalized intersection with Roe. Speed limits are 45 miles per hour on US 25, 35 miles per hour on South End, State Park, and Roe/Little Texas, 3 miles per hour on Tubbs Mountain and US 276, and 25 miles per hour on Benton. No speed limit is posted on Roe Center, and that speed limit was assumed to be 3 miles per hour. Turning movement counts were conducted at the study intersections in December 218 while public schools were in regular session and before exams at Furman. The counts were conducted during the time periods of 7: 9: a.m. and 2: 6: p.m. and are included in Appendix B. SCDOT requested the additional counts hours of 2:-4: p.m. period. In all cases except one, the peak hour during the 4:-6: p.m. period was higher than the peak hour during the 2:-4: p.m. period. Therefore, the traditional afternoon peak hour was studied because the sum of existing and site traffic will be higher during that hour than in the peak hour 2:-4: p.m. The one exception was the intersection of Roe/South End/Roe Center at which volumes for some movements were slightly higher during the mid-afternoon. For the 221 build volumes (looking at volumes with just the apartments) at this intersection the mid-afternoon volumes were examined. Pinestone Traffic Impact Study January 13, 219

4 The 218 existing peak hour traffic volumes are shown in Figures 1-2 for the morning and afternoon peak hours, respectively. The 218 existing morning peak hour volumes at Roe/South End/Roe Center are also shown in Figure 9, and the mid-afternoon peak hour volumes at that intersection are shown in Figure 1. No Build Traffic No build traffic is the traffic that would be at the study intersections in the future without the proposed development. No build traffic is made up of existing traffic and any increase or decrease in volumes which might occur from general growth trends in the surrounding area or from nearby specific developments. One way to estimate background traffic growth is to examine historical SCDOT traffic volumes. As shown in Table 1, SCDOT has annual traffic count stations at three locations near the study intersections. Between 29 and 217, traffic volumes went up and down as did volumes at many stations across South Carolina due to the economic downturn at the beginning of this period. It is reasonable to use the growth that occurred between 211 and 217 as representative of recent traffic volume growth. During that period traffic volumes on US 25 grew at two percent per year, and volumes on State Park grew at one percent per year. As would be expected from the recent development in downtown Travelers Rest, growth on US 276 during that period was higher four percent per year. Reflecting that most of the study area has experienced one to two percent traffic growth per year but that some higher growth has been experienced downtown, a growth rate of 2.5 percent per year was used for this study. 218 existing peak hour traffic volumes were increased by 2.5 percent per year for six years, and the 224 no build peak hour traffic volumes are shown in Figures 3 and 4 for morning and afternoon peak hours, respectively. 218 existing peak hour traffic volumes at Roe/South End/Roe Center were increased by 2.5 percent for three years, and the 221 no build peak hour traffic volumes at that intersections are shown in Figures 9 and 1 respectively. Because there is a recognition that a realignment of Roe is likely to be necessary with full buildout of the project, the no build volumes are shown with that realignment so that no build and build operations could be compared directly. Table 1 HISTORICAL SCDOT TRAFFIC COUNTS Pinestone Traffic Impact Study Travelers Rest, South Carolina Location (Station #) 217 216 215 214 213 212 211 21 29 US 25 N of State Park (#115) 22,8 24,5 22, 2,8 19,1 21,7 19,9 21, 2,4 State Park E of Benton (#383) 6,3 7,1 7, 5,6 5,4 5,9 5,8 5,5 5,6 US 276 N of Roe (#162) 15,9 14,7 15, 13,8 12,3 13,8 12,7 12,8 12,3 It must be noted that there is potential for additional development on Roe Center Court that could result in growth of the turns into and out of that street that is greater than 2.5 percent per year. While there is not enough firm information available at this time to quantify that additional growth, it will be considered in the analyses conducted for this study. Pinestone Traffic Impact Study January 13, 219

9 Proposed Site Trip Generation All trip generation information was taken from the 1 th Edition of Trip Generation, Institute of Transportation Engineers. The apartments are planned with three stories and more than four units per building. Therefore, the land use for these units is multifamily housing (mid-rise). Some of the single-family units will be attached and will likely have lower trip generation than detached single family. However, Trip Generation no longer has an attached single-family unit trip generation. Because there are not at least four units per building, the attached units do not qualify as low-rise multifamily. Therefore, the single-family land use code will be used and likely will overstate trips. As for the commercial portion of the site, up to 77, square feet is allowed, and only up to 37, feet of that can be retail. The site plan in Appendix B shows a majority of the commercial as office indicating that this is the likely market for this site. Because these are low square footages and constants in the trip generation equations for shopping center are high, using rates is more appropriate for this site. Assuming the maximum retail is used, the commercial will be 48 percent retail. Given the site plan, the remainder was assumed to be office. Apportioning the morning trip rates (.94 for shopping center with 62 percent entering and 38 percent exiting and 1.16 for general office with 86 percent entering and 14 percent exiting) a blended rate of 1.5 trips per 1, square feet with 75 percent entering and 25 percent exiting was used. For the afternoon peak hour the blended rate of 2.42 trips per 1, square feet with 31 percent entering and 69 percent exiting was used (3.81 for shopping center with 48 percent entering and 52 percent exiting and 1.14 for general office with 16 percent entering and 84 percent exiting). These are reasonable rates for this location, but to be sure that the site trips are not understated no pass by or internal trip deductions will be taken in this study. - Apartments (Multifamily Housing (Mid-Rise)-Land Use Code 221) independent variable is dwelling units o Morning Peak Hour of Adjacent Street Traffic: LnT=.98LnX-.98 = 84-26% enter = 22, 74% exit = 62 o Afternoon Peak Hour of Adjacent Street Traffic: LnT=.96LnX-.63 = 17 61% enter = 65, 39% exit = 42 - Single-Family Detached Housing (Land Use Code 21) independent variable is dwelling unit o Morning Peak Hour of Adjacent Street Traffic: T=.71X+4.8 = 76-25% enter = 19, 75% exit = 57 o Afternoon Peak Hour of Adjacent Street Traffic: LnT=.96LnX+.2 = 12-63% enter = 64, 37% exit = 38 - Commercial independent variable is 1 square feet o Morning Peak Hour of Adjacent Street Traffic: T=1.5X = 81-75% enter = 61, 25% exit = 2 o Afternoon Peak Hour of Adjacent Street Traffic: T=2.42X = 186-31% enter = 58, 69% exit = 128 All residential trips will be new to the street network, but some of the commercial trips will go to the site while passing by and some will occur between the residential and the commercial. As discussed above, using blended rates for commercial trip generation, all commercial trips will also be considered new to the street network. The trip generation for this site is shown in Table 2. Pinestone Traffic Impact Study January 13, 219

1 Table 2 TRIP GENERATION Pinestone Traffic Impact Study Travelers Rest, South Carolina Use Size Morning Peak Hour Afternoon Peak Hour Enter Exit Total Enter Exit Total Multifamily (Mid Rise) 25 units 22 62 84 65 42 17 Single Family Detached Housing 1 units 19 57 76 64 38 12 Commercial 77, square feet 61 2 81 58 128 186 Total 12 139 241 187 28 395 Trip Distribution Roe Center Court serves a mix of uses, and counts of peak hour turns into and out of it at Roe were taken because that is a study intersection. Additional counts were taken at Roe Center/US 276 and are also included in Appendix B. The peak hour volumes at the two intersections indicate trip distribution of 45 percent to/from the east on Roe, 24 percent to/from the north on US 276, and 31 percent to/from the south on US 276. These percentages were rounded to the following trip distribution which was used for this site: - 25 percent to/from the north via US 276-3 percent to/from the south via US 276-45 percent to/from the east via Roe Recognizing the employment opportunities to the south, this 45 percent was split 25 percent to/from the north and 75 percent to/from the south at US 25. Trip Assignment - Peak hour site trips were assigned to the study intersections using the distribution above and are shown in Figures 5 and 6 for the morning and afternoon peak hours, respectively. Because a final encroachment permit drawing of the accesses along South End Circle has not been produced for all accesses, the access in the site plan were combined into four access points along South End Circle. Trip Generation also offers a distribution of multifamily mid-rise trips throughout the day. It indicates that between 2:45-3:45 seven percent of trips occur. Between 4:-5: nine percent of trips occur. Therefore, the trips between 2:45-3:45 are 79 percent of the 4:-5: trips shown in Figure 6. That percentage of afternoon peak hour apartment trips were assigned to the Roe/South End/Roe Center Court intersections as shown in Figure 1 for the 221 examination of this intersection. All morning peak hour apartment trips were used in Figure 9. Build Traffic Peak hour site trips were added to the 224 no build peak hour traffic volumes to obtain the 224 build peak hour traffic volumes shown in Figures 7-8 for the morning and afternoon peak hours, respectively, for the full build out study year. The apartment trips were added to the 221 no build peak hour traffic volumes to obtain the 221 build peak hour traffic volumes shown in Figures 9-1 for the morning and mid-afternoon peak hours, respectively. Pinestone Traffic Impact Study January 13, 219

17 Need for Turn Lanes In general, it is desirable to have a left turn lane on the major street at a driveway or side street so that vehicles stopped to turn left have a place to store outside the through lane. This arrangement reduces the potential for rear end collisions. The provision of a right turn lane eliminates the delay that can result for through vehicles as the right turn vehicles slow to make the turn. Right turn lanes also reduce the potential for rear end collisions. The disadvantages of the additional lanes besides the construction cost are the right-of-way requirements, maintenance costs, the additional run-off caused by a paved surface, and longer distances for pedestrian crossings as well as the accident potential during construction. Because there are both advantages and disadvantages to the additional lanes, the lanes should be installed where the advantages outweigh the disadvantages. The SCDOT Highway Design Manual, 217 offers guidelines for a two-lane highway with a speed of 4 miles per hour (lowest speed for which a graph is available): Figure 9.5G - Volume Guidelines for Left-Turn Lanes at Unsignalized Intersections on Two-Lane Highways (4 MPH). This graph can be used as a guideline in this case and is included in Appendix C. The 224 build volumes at the South End site accesses are obviously below the threshold for a left turn lane, and there is already a left turn lane available at the Roe site access. Therefore, no further left turn improvements are needed at these site access. One of the issues raised by the City in the initial reviews of the site is the short negative offset of the Roe Center and South End intersections on Roe Road. This short offset precludes having left turn lane for both streets, can cause turns from the side streets to be unable to stop in time for vehicles turning into and out of the other side street, and can cause queues at one intersection to block the other. One way to check the degree of difficulty this offset causes is to determine if a left turn lane is warranted on Roe onto Roe Center. The current pavement markings provide a left turn lane onto South End Circle. The offset can be eliminated by realigning South End Circle, but this is a significant project. The developer would like to accommodate that realignment with the site layout but not implement it until the apartments are in place. Therefore, both 224 and 221 build volumes were plotted on the left turn lane graph and indicated that: - With 221 build volumes, a left turn lane is warranted onto Roe Center but not onto South End Circle. - With 224 build volumes, a left turn lane is warranted onto Roe Center and is very close to being warranted onto South End. As a reminder, there is potential for additional development on Roe Center Court which will increase the volume of traffic at these intersections. These left turn lane warrants support realigning South End Circle to provide left turn lanes onto Roe Center and South End with 224 volumes. With 221 volumes, however, the existing left turn lane could be reversed to provide a left turn lane onto Roe Center as an interim measure. The SCDOT Design Manual also offers Figure 9.5A Guidelines for Right-Turn Lanes at Unsignalized Intersections on Two-Lane Highways, and that graph is also included in Appendix C. The lowest hourly right turn volume that can meet this warrant is 4. None of the South Circle or Roe accesses have 4 right turns per hour. However, the right turns onto South End Circle are influenced by site trips and at least one hourly right turn volume exceeds 4 at each end of the street. The 224 build right turn volumes onto South End Circle from eastbound State Park and westbound Roe were plotted on the graph, and neither location meets the warrant for a right turn lane. Pinestone Traffic Impact Study January 13, 219

18 Traffic Operations Synchro 9.1 is the software used for the traffic operations analyses in this study. The methodology used for assessing the quality of traffic flow is the methodology described in the 21 Highway Capacity Manual (HCM), Transportation Research Board. In general, the HCM expresses quality of flow in terms of Level of Service (LOS). The types of transportation facilities which were examined in this study are the signalized and unsignalized intersections. The criteria for intersection LOS are shown in Table 3. The variable used is control delay. This is the delay attributed to traffic control measures and includes deceleration delay, queue move-up time, stopped delay, and final acceleration delay. Usually, LOS D is considered acceptable. Although South End Circle may be taken over for maintenance by the City of Travelers Rest, SCDOT guidelines were checked because South End is currently a SCDOT roadway. SCDOT uses a guideline of roadway LOS C or no change in LOS if the baseline LOS is below C as not requiring mitigation. It is not unusual for an individual movement, especially on a side street at an unsignalized intersection, to experience LOS E or F during the peak hour. Table 3 INTERSECTION LEVEL OF SERVICE CRITERIA Pinestone Traffic Impact Study Travelers Rest, South Carolina Level of Service Control Delay Range (seconds/vehicle) Unsignalized Intersection Signalized Intersection A <1 <1 B >1 and <15 >1 and <2 C >15 and <25 >2 and <35 D >25 and <35 >35 and <55 E >35 and <5 >55 and <8 F >5 >8 All study intersections were analyzed for morning and afternoon peak hours with existing, 224 no build, and 224 build traffic volumes. Percentages of heavy vehicles, peak hour factors, pedestrians, and bikes were taken from existing counts. Lane widths, storage lengths, and grades were measured on aerials. Signal timings were optimized with adjustments to allow at least 15 seconds per phase. US 276/Roe is the only intersection in the study area that is in a signal system. Capacity analysis printouts are included in Appendix D. Because there are several references to the section of Roe Road between Roe Center Court and US 25 in this section of the report, an aerial photograph of that section of roadway is included in Appendix A. Pinestone Traffic Impact Study January 13, 219

US 25/State Park Road - As shown in Table 4, this intersection currently operates acceptably during the morning peak hour and will continue to do so with 224 no build and 224 build volumes. The afternoon peak hour LOS goes from C to D with 224 no build volumes, but the LOS does not change with 224 build volumes. Therefore, no mitigation is required at this intersection to accommodate site traffic. Table 4 CAPACITY ALYSES RESULTS SIGLIZED INTERSECTION EXISTING GEOMETRY US 25/STATE PARK ROAD Pinestone Traffic Impact Study Travelers Rest, South Carolina Level of Service/Delay (seconds/vehicle) Movement Existing 224 No Build 224 Build Mitigation Morning Peak Hour Eastbound - Left C/23 C/23 C/23 Through/right C/32 C/33 C/33 Westbound - Left C/22 C/22 C/22 No Through C/22 C/22 C/22 Mitigation Right C/21 C/21 C/21 Required Northbound - Left B/16 B/18 B/18 Through B/2 C/23 C/24 Right B/17 B/19 B/19 Southbound- Left B/14 B/16 B/16 Through C/24 C/32 C/33 Right B/15 B/17 B/17 Overall C/22 C/27 C/27 Afternoon Peak Hour Eastbound - Left C/29 C/3 C/3 Through/right F/87 F/147 F/147 Westbound - Left C/34 D/43 D/43 No Through C/33 D/37 D/37 Right C/31 C/34 C/34 Northbound - Left B/19 C/21 C/21 Through C/32 D/48 D/52 Right C/22 C/24 C/24 Southbound- Left C/25 D/4 D/42 Through C/25 C/29 C/29 Right B/16 B/17 B/17 Overall C/35 D/48 D/5 Notes: - State Park is east-west. US 25 is north-south. Mitigation Required 19 Pinestone Traffic Impact Study January 13, 219

2 State Park Road/Benton Road - As shown in Table 5, this intersection currently operates acceptably and will continue to do so with 224 no build and 224 build volumes. Therefore, no mitigation is required at this intersection to accommodate site traffic. Table 5 CAPACITY ALYSES RESULTS SIGLIZED INTERSECTION EXISTING GEOMETRY STATE PARK ROAD/BENTON ROAD Pinestone Traffic Impact Study Travelers Rest, South Carolina Level of Service/Delay (seconds/vehicle) Movement Existing 224 No Build 224 Build Mitigation Morning Peak Hour Eastbound - Through A/4 A/4 A/4 Right A/4 A/4 A/4 Westbound - Left A/4 A/5 A/5 No Through A/4 A/4 A/4 Mitigation Northbound - Left B/18 B/19 B/19 Required Right B/15 B/15 B/15 Overall A/6 A/7 A/7 Afternoon Peak Hour Eastbound - Through A/9 B/11 B/11 Right A/9 B/1 B/1 Westbound - Left B/12 B/17 B/17 No Through A/8 A/9 A/9 Northbound - Left C/29 C/29 C/29 Right C/23 C/23 C/23 Overall B/15 B/16 B/16 Notes: - State Park is east-west. Benton is north-south. Mitigation Required Pinestone Traffic Impact Study January 13, 219

US 25/Roe Road/Little Texas Road - As shown in Table 6, this intersection currently operates at LOS C during the morning peak hour. With 224 no build volumes, the LOS will go to D and will not change with 224 build volumes. During the afternoon peak hour, the intersection currently operates at LOS C and will continue to do so with 224 no build volumes. The LOS will go to D with 224 build volumes which is usually considered acceptable. Even though South End Circle may be taken over by the City, the SCDOT mitigation trigger of a change in LOS from C to D was also considered. The addition of a southbound right turn lane was considered but did not allow operation at LOS C. Addition of an eastbound right turn lane would allow operation at LOS C during the afternoon peak hour. The need for this lane addition with 221 volumes with apartments only was also checked. As shown in Appendix E the intersection can operate at LOS C during the afternoon peak hour, and the estimated 95 th percentile turn queues can be accommodated in the available turn lane storage. A commercial driveway is located on Roe Road west of US 25. If an eastbound right turn lane on Roe at US 25 is provided, a shorter than usual storage length and taper may be appropriate. Because the intersection can operate at LOS D with existing geometry and because the commercial driveway interferes with provision of a standard right turn lane, the addition of the right turn lane may not be required. Table 6 CAPACITY ALYSES RESULTS SIGLIZED INTERSECTION EXISTING GEOMETRY US 25/ROE ROAD/LITTLE TEXAS ROAD Pinestone Traffic Impact Study Travelers Rest, South Carolina Level of Service/Delay (seconds/vehicle) Movement Existing 224 No Build 224 Build Add EB RTL Morning Peak Hour Eastbound - Left B/2 C/2 B/2 Through/right C/26 C/27 C/28 Westbound - Left B/2 B/2 B/2 No Through C/22 C/22 C/21 Mitigation Right C/21 C/21 C/21 Required Northbound - Left B/13 B/15 B/17 Through B/16 B/19 C/2 Right B/14 B/16 B/17 Southbound- Left B/12 B/13 B/15 Through/right C/31 E/58 F/81 Overall C/23 D/36 D/46 Afternoon Peak Hour Eastbound - Left C/28 C/28 C/27 C/29 Through/right D/4 D/44 E/64 D/37 Right - - - C/3 Westbound - Left C/33 D/46 E/7 D/4 Through C/33 D/35 D/35 D/39 Right C/31 C/31 C/32 C/33 Northbound - Left B/16 B/19 C/24 C/21 Through C/24 C/31 C/33 C/28 Right B/19 C/22 C/23 C/21 Southbound- Left B/16 B/2 C/22 B/19 Through/right C/26 C/35 D/46 D/38 Overall C/26 C/33 D/41 C/32 Notes: - Roe/Little Texas is east-west. US 25 is north-south. Pinestone Traffic Impact Study January 13, 219 21

22 US 276/Roe Road - As shown in Table 7, this intersection currently operates acceptably and will continue to do so with 224 no build and 224 build volumes. Therefore, no mitigation is required at this intersection to accommodate site traffic. Table 7 CAPACITY ALYSES RESULTS SIGLIZED INTERSECTION EXISTING GEOMETRY US 276/ROE ROAD Pinestone Traffic Impact Study Travelers Rest, South Carolina Level of Service/Delay (seconds/vehicle) Movement Existing 224 No Build 224 Build Mitigation Morning Peak Hour Eastbound- Left/thru/right C/28 C/27 C/26 Westbound - Left C/26 C/26 C/26 Through/right C/32 C/31 C/3 No Northbound - Left A/6 A/7 A/7 Mitigation Through/right A/9 B/1 B/11 Required Southbound- Left A/5 A/6 A/6 Through/right A/4 A/5 A/6 Overall A/9 B/1 B/11 Afternoon Peak Hour Eastbound- Left/thru/right C/29 C/28 C/28 Westbound - Left C/25 C/24 C/26 Through/right C/29 C/28 C/28 No Northbound - Left A/9 B/11 B/12 Through/right B/15 C/23 C/31 Southbound- Left A/9 B/14 B/18 Through/right A/7 A/9 A/9 Overall B/14 B/18 C/22 Notes: - Roe is east-west. US 276 is north-south. Mitigation Required Pinestone Traffic Impact Study January 13, 219

Little Texas Road/Benton Road/Krieger Drive As shown in Table 8, this intersection currently operates acceptably during the morning peak hour and will continue to do so with 224 no build and 224 build volumes. During the afternoon peak hour, one side street already operates at LOS F. Delay will increase with 224 no build volumes but will not change further with 224 build volumes. Another form of traffic control should be considered at this intersection, but Pinestone does not cause the delay which makes this consideration necessary. Therefore, no mitigation is required at this intersection to accommodate site traffic. Table 8 CAPACITY ALYSES RESULTS UNSIGLIZED INTERSECTION EXISTING GEOMETRY LITTLE TEXAS ROAD/BENTON ROAD/KRIEGER DRIVE Pinestone Traffic Impact Study Travelers Rest, South Carolina Level of Service/Delay (seconds/vehicle) Movement Existing 224 No Build 224 Build Mitigation Morning Peak Hour Eastbound - Left A/8 A/8 A/8 Westbound - Left A/8 A/8 A/8 Northbound - Left C/18 C/21 C/21 No Through/right B/14 C/16 C/16 Mitigation Southbound - Left B/14 C/16 C/16 Required Through/right A/1 B/1 B/1 1Afternoon Peak Hour Eastbound - Left A/8 A/8 A/8 Westbound - Left A/7 A/7 A/7 Northbound - Left F/11 F/358 F/358 No Through/right E/43 F/95 F/95 Southbound - Left E/44 F/139 F/139 Through/right C/2 E/38 E/38 Notes: - Little Texas is east-west. Benton/Krieger is north-south. Mitigation Required 23 Pinestone Traffic Impact Study January 13, 219

State Park Road/Tubbs Mountain Road Extension/Commercial Driveway As shown in Table 9, this intersection currently operates acceptably and will continue to do so with 224 no build and 224 build volumes. Therefore, no mitigation is required at this intersection to accommodate site traffic. Table 9 CAPACITY ALYSES RESULTS UNSIGLIZED INTERSECTION EXISTING GEOMETRY STATE PARK ROAD/TUBBS MOUNTAIN ROAD EXTENSION/COMMERCIAL DRIVEWAY Pinestone Traffic Impact Study Travelers Rest, South Carolina Level of Service/Delay (seconds/vehicle) Movement Existing 224 No Build 224 Build Mitigation Morning Peak Hour Eastbound - Left A/8 A/8 A/8 Westbound - Left A/8 A/8 A/8 No Northbound - Lft/thru/rght A/9 A/9 A/9 Mitigation Southbound- Lft/thru/rght B/11 B/12 B/12 Required Afternoon Peak Hour Eastbound - Left A/8 A/8 A/8 Westbound - Left A/ A/ A/ No Northbound - Lft/thru/rght B/12 B/12 B/13 Southbound- Lft/thru/rght C/17 C/2 C/23 Notes: - State Park is east-west. Tubbs Mountain/commercial driveway is north-south. Mitigation Required State Park Road/South End Circle As shown in Table 1, this intersection currently operates acceptably and will continue to do so with 224 no build and 224 build volumes. Therefore, no mitigation is required at this intersection to accommodate site traffic. Table 1 CAPACITY ALYSES RESULTS UNSIGLIZED INTERSECTION EXISTING GEOMETRY STATE PARK ROAD/SOUTH END CIRCLE Pinestone Traffic Impact Study Travelers Rest, South Carolina Level of Service/Delay (seconds/vehicle) Movement Existing 224 No Build 224 Build Mitigation Morning Peak Hour Westbound - Left A/8 A/8 A/8 No Mitigation Northbound - Left/right B/13 B/14 B/15 Required Afternoon Peak Hour Westbound - Left A/ A/ A/ No Mitigation Northbound - Left/right B/13 B/14 C/21 Required Notes: - State Park is east-west. South End is north-south. 24 Pinestone Traffic Impact Study January 13, 219

Roe Road/South End Circle and Roe Road/Roe Center Court as individual intersections The left turn lane warrants checked in this study support realigning South End Circle to provide left turn lanes onto Roe Center and South End with 224 volumes. With 221 volumes (completion of only the apartments), however, the existing left turn lane could be reversed to provide a left turn lane onto Roe Center as an interim measure. As shown in Tables 11 and 12, these intersections currently operate acceptably, and acceptable operation (from a level of service standpoint) can continue with 221 volumes with either existing geometry or reversal of the left turn lane. Table 11 CAPACITY ALYSES RESULTS UNSIGLIZED INTERSECTION ROE ROAD/SOUTH END CIRCLE Pinestone Traffic Impact Study Travelers Rest, South Carolina Level of Service/Delay (seconds/vehicle) Movement Existing 221 Build Exist Geo Exist Geo Reverse LTL Mitigation Morning Peak Hour Eastbound - Left A/8 A/8 A/8 Lane reversal Southbound - Left/right A/1 B/11 B/11 is mitigation Afternoon Peak Hour Eastbound - Left A/8 A/8 A/8 Lane reversal Southbound - Left/right B/11 B/12 B/12 is mitigation Notes: - Roe is east-west. South End is north-south. Table 12 CAPACITY ALYSES RESULTS UNSIGLIZED INTERSECTION ROE ROAD/ROE CENTER COURT Pinestone Traffic Impact Study Travelers Rest, South Carolina Level of Service/Delay (seconds/vehicle) Movement Existing 221 Build Exist Geo Exist Geo Reverse LTL Mitigation Morning Peak Hour Westbound - Left A/8 A/8 A/8 Lane reversal Northbound - Left B/1 B/11 B/1 is mitigation Right A/9 A/9 A/1 Afternoon Peak Hour Westbound - Left A/8 A/8 A/8 Lane reversal Northbound - Left B/13 B/14 B/14 is mitigation Right B/1 B/11 B/11 Notes: - Roe is east-west. Roe Center is north-south. 25 Pinestone Traffic Impact Study January 13, 219

Roe Road/South End Circle/Roe Center Court This is the intersection which would be formed by the realignment of South End Circle to intersect Roe Road across from Roe Center Court. As shown in Table 13, all movements can operate acceptably with 224 no build volumes. With 224 build volumes the side street lefts will operate at LOS D/E during the afternoon peak hour. These LOS are not unreasonable for a side street during a peak hour and are preferable to having no left turn lane for Roe Center Court. It must be noted that there is potential for additional development on Roe Center Court. Table 13 CAPACITY ALYSES RESULTS UNSIGLIZED INTERSECTION - REALIGNMENT ROE ROAD/SOUTH END CIRCLE/ROE CENTER COURT Pinestone Traffic Impact Study Travelers Rest, South Carolina Level of Service/Delay (seconds/vehicle) Movement Existing 224 No Build 224 Build Mitigation Morning Peak Hour Eastbound - Left - A/8 A/8 Westbound - Left - A/8 A/8 Northbound - Left - B/12 B/14 Realignment is Through/right - A/9 A/1 Mitigation Southbound - Left - B/12 C/15 Through/right - B/1 B/1 Afternoon Peak Hour Eastbound - Left - A/8 A/8 Westbound - Left - A/8 A/8 Northbound - Left - C/19 D/28 Realignment is Through/right - B/11 B/12 Mitigation Southbound - Left - C/2 E/41 Through/right - B/13 B/12 Notes: - Roe is east-west. South End/Roe Center is north-south. 26 Pinestone Traffic Impact Study January 13, 219

27 Site Accesses As shown in Table 14, the site access intersections will operate acceptably with existing geometry and 224 build volumes. Table 14 CAPACITY ALYSIS RESULTS UNSIGLIZED INTERSECTION 224 BUILD VOLUMES SITE ACCESSES Pinestone Traffic Impact Study Travelers Rest, South Carolina Movement Level of Service/Delay (seconds/vehicle) Morning Peak Hour Afternoon Peak Hour Roe Road/Roe Site Access Eastbound Left A/8 A/8 Southbound Left/right B/11 B/12 South End Circle/Circle Site Access 1/Bojangles Combined Driveway Eastbound - Left A/7 A/8 Westbound - Left A/8 A/ Northbound - Left/through/right A/1 B/11 Southbound - Left/through/right A/9 A/1 South End Circle/Circle Site Access 2 Southbound - Left A/7 A/8 Westbound Left/right A/9 B/1 South End Circle/Circle Site Access 3 Northbound - Left A/7 A/8 Eastbound Left/right A/9 A/9 South End Circle/Circle Site Access 4 Northbound - Left A/7 A/7 Southbound - Left A/7 A/7 Eastbound Left/through/right A/9 A/9 Westbound Left/through/right A/9 B/1 Notes: - South End and Roe site access are north-south. Roe and Circle site accesses are east-west. The only exception is at Circle site access 1 where South End is east-west and Circle site access/bojangles is northsouth. Turn Lane Storage While the LOS at an intersection can describe the basic operation of traffic, other factors influence that operation. For instance, if turn queues extend past their storage, they can interrupt traffic flow. SIMTRAFFIC was run for existing, 224 no build, and 224 build volumes along with 221 build volumes at Roe/Roe Center/South End. The printouts are included in Appendix D. The turn storage needs are shown in Table 15. The results in Table 15 indicate the storage lengths needed for new turn lanes and that: - All existing storage either accommodates projected queues, is within one vehicle length of projected queues, or the queues with 224 no build volumes exceed existing storage and will change little with 224 build volumes. With 221 build volumes, a left turn lane is warranted onto Roe Center but not onto South End Circle. - If the eastbound right turn lane is provided on Roe at US 25, the storage for the eastbound left is sufficient. If the eastbound right is not provided, the storage for the eastbound left needs to be extended from 19 feet to 26 feet. Pinestone Traffic Impact Study January 13, 219

28 Table 15 QUEUE AND STORAGE LENGTHS IN FEET Pinestone Traffic Impact Study Travelers Rest, South Carolina Intersection Turn SimTraffic 95 th Percentile Queue Existing Morning Peak Hour Afternoon Peak Hour Storage Exist 224 224 Exist 224 224 NB Build NB Build Comments US 25/State Park Road State Park Road/ Benton Road US 25/Roe Road/ Little Texas Road EB Left 64 51 55 192 28 25 16 (1) WB Left 113 149 121 167 221 176 275 OK WB Right 47 46 63 174 19 189 165 (1) NB Left 73 68 77 1 197 24 24 OK NB Right 57 87 12 238 277 255 18 (1) SB Left 17 126 18 143 158 152 1 (1) SB Right 16 32 72 47 8 12 2 OK EB Right 44 49 57 11 82 88 24 OK WB Left 5 61 62 129 173 15 18 OK NB Left 77 73 92 215 223 223 19 (1) EB Left 65 68 85 112 158 259/178 19 (4) EB Right - - - - - -/115 Potential (5) WB Left 83 76 91 165 265 272/24 27 OK WB Right 19 2 18 78 69 69/63 2 OK NB Left 42 51 71 94 121 14/181 2 OK NB Right 54 71 7 129 234 259/216 225 (1) SB Left 71 96 125 125 143 18/186 17 OK US 276/Roe Road WB Left 17 21 63 32 81 17 145 OK NB Left 24 21 25 5 145 149 225 OK SB Left 67 61 95 96 125 156 19 OK Little Texas EB Left 26 33 31 55 62 59 21 OK Road/Benton WB Left 7 11 7 1 OK Road/Krieger Road WB Right 3 4 1 6 15 OK NB Left 19 22 22 45 61 54 1 OK SB Left 32 35 34 63 7 65 13 OK State Park/T Mnt EB Left 6 6 8 1 OK State Park/S End WB Left 5 3 1 OK Roe Road/South End Circle/Roe Center Court EB Left - 12 23-18 52 New Provide 1 WB Left - 8 6-51 5 New Provide 15 NB Left - 31 35-54 59 15 OK SB Left - 46 52-43 5 New Provide 1 Roe/Roe Access EB Left - - 13 - - 39 9 OK Notes: (1) Queue with 224 no build volumes will exceed the existing storage and will change little with 224 build volumes (2) OK indicates that the estimated queue is less than or within one vehicle length of the existing storage. (3) xxx/xxx = existing geometry/add right turn lane eastbound on Roe at US 25 (4) Provide 26 feet if eastbound right turn lane is not provided. If that lane is provided, existing storage for this lane is OK. (5) A commercial driveway is located on Roe Road west of US 25. If an eastbound right turn lane on Roe at US 25 is provided, a shorter than usual storage length and taper may be appropriate. Pinestone Traffic Impact Study January 13, 219

Should the option of reversing the turn lane on Roe between South End and Roe Center be pursued, the ability of the lane to accommodate the 221 apartments only queues was checked. As shown in Table 16, the queue for either left off of Roe Road can be accommodated in the middle lane between the intersections. Table 16 QUEUE AND STORAGE LENGTHS IN FEET ROE ROAD/ROE CENTER COURT/SOUTH END CIRCLE AS TWO INTERSECTIONS Pinestone Traffic Impact Study Travelers Rest, South Carolina 29 Intersection Turn SimTraffic 95 th Percentile Queue Existing Morning Peak Hour Afternoon Peak Hour Storage Exist 221 Build Exist 221 Build Exist Rev Exist Rev TL TL Comments Roe Road/S End EB Left 1 18-22 34-1 1 of storage Roe Road/Roe WB Left - - 21 - - 47 New accommodates Center Court either queue NB Left 33 4 41 5 48 51 15 OK Conclusions and Recommendations - US 25/State Park Road - This intersection currently operates acceptably during the morning peak hour and will continue to do so with 224 no build and 224 build volumes. The afternoon peak hour LOS goes from C to D with 224 no build volumes, but the LOS does not change with 224 build volumes. Therefore, no mitigation is required at this intersection to accommodate site traffic. - State Park Road/Benton Road - This intersection currently operates acceptably and will continue to do so with 224 no build and 224 build volumes. Therefore, no mitigation is required at this intersection to accommodate site traffic. - US 25/Roe Road/Little Texas Road - This intersection currently operates at LOS C during the morning peak hour. With 224 no build volumes, the LOS will go to D and will not change further with 224 build volumes. During the afternoon peak hour, the intersection currently operates at LOS C and will continue to do so with 224 no build volumes. The LOS will go to D with 224 build volumes which is usually considered acceptable. Although South End Circle may be taken over by the City, the SCDOT mitigation trigger of a change in LOS from C to D was also considered. The addition of a southbound right turn lane was considered but did not allow operation at LOS C. Addition of an eastbound right turn lane would allow operation at LOS C during the afternoon peak hour. The need for this lane addition with 221 volumes with apartments only was also checked. As shown in Appendix E the intersection can operate at LOS C during the afternoon peak hour, and the estimated 95 th percentile turn queues can be accommodated in the available turn lane storage. A commercial driveway is located on Roe Road west of US 25. If an eastbound right turn lane on Roe at US 25 is provided, a shorter than usual storage length and taper may be appropriate. Because the intersection can operate at LOS D with existing geometry and because the commercial driveway interferes with provision of a standard right turn lane, the addition of the right turn lane may not be required. Pinestone Traffic Impact Study January 13, 219

- US 276/Roe Road - This intersection currently operates acceptably and will continue to do so with 224 no build and 224 build volumes. Therefore, no mitigation is required at this intersection to accommodate site traffic. - Little Texas Road/Benton Road/Krieger Drive This intersection currently operates acceptably during the morning peak hour and will continue to do so with 224 no build and 224 build volumes. During the afternoon peak hour, one side street already operates at LOS F. Delay will increase with 224 no build volumes but will not change further with 224 build volumes. Another form of traffic control should be considered at this intersection, but Pinestone does not cause the delay which makes this consideration necessary. Therefore, no mitigation is required at this intersection to accommodate site traffic. - State Park Road/Tubbs Mountain Road Extension/Commercial Driveway This intersection currently operates acceptably and will continue to do so with 224 no build and 224 build volumes. Therefore, no mitigation is required at this intersection to accommodate site traffic. - State Park Road/South End Circle This intersection currently operates acceptably and will continue to do so with 224 no build and 224 build volumes. Therefore, no mitigation is required at this intersection to accommodate site traffic. - Roe Road/South End Circle and Roe Road/Roe Center Court as individual intersections The left turn lane warrants checked in this study support realigning South End Circle to provide left turn lanes onto Roe Center and South End with 224 volumes. With 221 volumes (completion of only the apartments), however, the existing left turn lane could be reversed to provide a left turn lane onto Roe Center as an interim measure. These intersections currently operate acceptably, and acceptable operation (from a level of service standpoint) can continue with 221 volumes with either existing geometry or reversal of the left turn lane. - Roe Road/South End Circle/Roe Center Court This is the intersection which would be formed by the realignment of South End Circle to intersect Roe Road across from Roe Center Court. All movements can operate acceptably with 224 no build volumes. With 224 build volumes the side street lefts will operate at LOS D/E during the afternoon peak hour. These LOS are not unreasonable for a side street during a peak hour and are preferable to having no left turn lane for Roe Center Court. - Site Accesses The site access intersections will operate acceptably with existing geometry and 224 build volumes. 3 Pinestone Traffic Impact Study January 13, 219

Appendix A CONCEPTUAL SITE PLAN AND ROE ROAD ROE CENTER TO US 25 AERIAL (Source for aerial: Greenville County GIS) Pinestone Traffic Impact Study January 13, 219

2.2 COMMUNITY PATTERNS Site Plan