Traffic Impact Study WestBranch Residential Development Davidson, NC March PDF Free Download

Traffic Impact Study WestBranch Residential Development Davidson, NC March 216

TRAFFIC IMPACT STUDY FOR THE WestBranch Residential Development LOCATED IN DAVIDSON, NC Prepared For: Lennar Carolinas, LLC 1123 Carmel Commons Blvd Charlotte, NC 28226 Prepared By: Ramey Kemp & Associates, Inc. 837 University Executive Park Drive, Suite 26 Charlotte, NC 28262 RKA Project #164 March, 216

WestBranch Residential Development Traffic Impact Study TABLE OF CONTENTS 1. EXECUTIVE SUMMARY...1 2. INTRODUCTION...4 2.1. Purpose of Report... 4 2.2. Study Objectives... 4 3. AREA CONDITIONS...4 3.1. Transportation Network Study Area... 4 3.1.1. Area Roadway System... 4 3.1.1.1. Existing Roadway Conditions... 5 3.1.1.2. Future Roadway Conditions... 5 3.1.2. Study Area and Existing Traffic Volumes... 5 3.2. Study Area - Adjacent Land Use... 6 3.2.1. Existing Land Uses... 6 3.2.2. Anticipated or Approved Future Development... 6 4. PROJECTED TRAFFIC...7 4.1. Site Traffic... 7 4.1.1. Trip Generation... 7 4.1.2. Trip Distribution and Assignment... 7 5. TRAFFIC ALYSIS...8 5.1. Traffic Analysis Scenarios... 8 5.2. Traffic Analysis Procedure... 9 5.3. Mitigation Guidelines... 1 5.4. Capacity and Level of Service at Study Intersections... 11 5.4.1. Davidson-Concord Road and Concord Road / East Rocky River Road... 11 5.4.2. Davidson-Concord Road and Robert Walker Drive... 12 5.4.3. Hudson Place and Samuel Spencer Parkway... 14 5.4.4. Hudson Place and Patrick Johnston Lane... 14 5.4.5. Hudson Place and Kimberly Road... 16 5.4.6. Bradford Park Drive and Robert Walker Drive... 17 5.4.7. Bailey Springs Drive and Bradford Park Drive... 18 5.4.8. Davidson-Concord Road and Site Drive 1... 19 5.4.9. Robert Walker Drive and Site Drive 2... 2 5.4.1. Robert Walker Drive and Site Drive 3... 21 i

WestBranch Residential Development Traffic Impact Study 5.4.11. Robert Walker Drive and Site Drive 4... 22 5.4.12. Robert Walker Drive and Site Drive 5... 23 5.4.13. Pedestrian and Bicycle Impacts... 23 6. CONCLUSIONS...24 6.1. Summary of Recommended Improvements... 24 LIST OF TABLES Table 1 Study Area Roads... 5 Table 2 Proposed Site Trip Generation... 7 Table 3 Highway Capacity Manual - Levels of Service and Delay... 1 Table 4 Analysis Summary of Davidson-Concord Road and Concord Road / East Rocky River Road... 11 Table 5 Analysis Summary of Davidson-Concord Road and Robert Walker Drive... 13 Table 6 Analysis Summary of Hudson Place and Samuel Spencer Parkway... 14 Table 7 Analysis Summary of Hudson Place and Patrick Johnston Lane... 15 Table 8 Analysis Summary of Hudson Place and Kimberly Road... 16 Table 9 Analysis Summary of Bradford Park Drive and Robert Walker Drive... 17 Table 1 Analysis Summary of Bailey Springs Drive and Bradford Park Drive... 18 Table 11 Analysis Summary of Davidson-Concord Road and Site Drive 1... 19 Table 12 Analysis Summary of Robert Walker Drive and Site Drive 2... 2 Table 13 Analysis Summary of Robert Walker Drive and Site Drive 3... 21 Table 14 Analysis Summary of Robert Walker Drive and Site Drive 4... 22 Table 15 Analysis Summary of Robert Walker Drive and Site Drive 5... 23 ii

WestBranch Residential Development Traffic Impact Study LIST OF FIGURES Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Site Location Map.....Appendix A Preliminary Site Plan....Appendix A 216 Existing Lane Configurations... Appendix A 216 Existing Peak Hour Traffic Volumes... Appendix A Proposed Site Trip Distribution Percentages... Appendix A Proposed Site Trip Assignment... Appendix A 218 No-Build Peak Hour Traffic Volumes... Appendix A 218 Build Peak Hour Traffic Volumes... Appendix A Recommended Lane Configurations... Appendix A TECHNICAL APPENDIX Appendix A Appendix B Appendix C Appendix D Appendix E Appendix F Appendix G Appendix H Appendix I Appendix J Appendix K Appendix L Appendix M Appendix N Appendix O Figures Traffic Count Data Davidson-Concord Road and Concord Road / East Rocky River Road Sidra Reports Davidson-Concord Road and Robert Walker Drive Synchro and Sidra Reports, Turn Lane Warrants Hudson Place and Samuel Spencer Parkway Synchro Reports Hudson Place and Patrick Johnston Lane Synchro Reports Hudson Place and Kimberly Road Synchro Reports Bradford Park Drive and Robert Walker Drive Synchro Reports Bailey Springs Drive and Bradford Park Drive Synchro Reports Davidson-Concord Road and Site Drive 1 Synchro Reports, Turn Lane Warrants Robert Walker Drive and Site Drive 2 Synchro Reports Robert Walker Drive and Site Drive 3 Synchro Reports Robert Walker Drive and Site Drive 4 Synchro Reports Robert Walker Drive and Site Drive 5 Synchro Reports SimTraffic Reports iii

1. EXECUTIVE SUMMARY TRAFFIC IMPACT STUDY WEST BRANCH RESIDENTIAL DEVELOPMENT DAVIDSON, NORTH CAROLI This report summarizes the findings of the Traffic Impact Study (TIS) that was performed for the proposed West Branch Residential Development to be located along the west side of Davidson Concord Road south of Concord Road in Davidson, North Carolina. The purpose of this study is to determine the potential impact to the surrounding transportation system caused by the traffic generated by the proposed development. The proposed site includes 199 detached single-family homes and 17 townhomes. The project is expected to be completed by 218. Access to the site is anticipated via a proposed full access driveway on Davidson Concord Road and four proposed full access driveways on Robert Walker Drive. The study area for the TIS was determined through coordination with the Town of Davidson and the North Carolina Department of Transportation (NCDOT) and consists of the following intersections: 1. Davidson Concord Road and Concord Road / East Rocky River Road (unsignalized) 2. Davidson Concord Road and Robert Walker Drive (unsignalized) 3. Hudson Place and Samuel Spencer Parkway (unsignalized) 4. Hudson Place and Patrick Johnston Lane (unsignalized) 5. Hudson Place and Kimberly Road (unsignalized) 6. Bradford Park Drive and Robert Walker Drive (unsignalized) 7. Bailey Springs Drive and Bradford Park Drive (unsignalized) 8. Davidson Concord Road and Site Drive 1 (unsignalized full access) 9. Robert Walker Drive and Site Drive 2 (unsignalized full access) 1. Robert Walker Drive and Site Drive 3 (unsignalized full access) 11. Robert Walker Drive and Site Drive 4 (unsignalized full access) 12. Robert Walker Drive and Site Drive 5 (unsignalized full access)

WestBranch Residential Development Traffic Impact Study Based on coordination with NCDOT and the Town of Davidson, no offsite developments were determined to have an impact on the project study area. In addition, no approved roadway projects are expected to be constructed that would have an impact on the project study area. Several scenarios were analyzed using traffic analysis software. Traffic operations during the weekday AM and PM peak hours were modeled for each scenario. The results of each scenario were compared in order to determine impacts from background traffic growth and the proposed development. The following scenarios were modeled: 216 Existing 218 No-Build 218 Build 218 Build - Roundabout Based on the analysis results, minor impacts are expected by the proposed development. No queue issues are expected. The following improvements have been recommended to be constructed by the developer: Davidson-Concord Road and Robert Walker Drive Construct a southbound right turn lane on Davidson-Concord Road with 125 of full width storage and appropriate taper. Davidson-Concord Road and Site Drive 1 Construct Site Drive 1 as a full access driveway with one ingress and one egress lane on the eastbound approach. Robert Walker Drive and Site Drive 2 Construct Site Drive 2 as a full access driveway with one ingress and one egress lane on the southbound approach. 2

WestBranch Residential Development Traffic Impact Study Robert Walker Drive and Site Drive 3 Construct Site Drive 3 as a full access driveway with one ingress and one egress lane on the northbound approach. Robert Walker Drive and Site Drive 4 Construct Site Drive 4 as a full access driveway with one ingress and one egress lane on both the southbound and northbound approaches. Robert Walker Drive and Site Drive 5 Construct Site Drive 5 as a full access driveway with one ingress and one egress lane on both the southbound and northbound approaches. 3

WestBranch Residential Development Traffic Impact Study 2. INTRODUCTION 2.1. Purpose of Report This report summarizes the findings of the Traffic Impact Study (TIS) that was performed for the proposed West Branch Residential Development to be located along the west side of Davidson Concord Road south of Concord Road in Davidson, North Carolina. The purpose of this study is to determine the potential impact to the surrounding transportation system caused by the traffic generated by the proposed development. 2.2. Study Objectives The proposed site includes 199 detached single-family homes and 17 townhomes. The project is expected to be completed by 218. Access to the site is anticipated via a proposed full access driveway on Davidson Concord Road and four proposed full access driveways on Robert Walker Drive. Refer to Figure 1 of Appendix A for an illustration of the site location map, and to Figure 2 for the preliminary site plan. Refer to Appendix A for all figures. The objective of this report is to determine what geometric improvements are necessary to mitigate traffic conditions on the transportation network surrounding the site with the proposed development fully built out. 3. AREA CONDITIONS 3.1. Transportation Network Study Area 3.1.1. Area Roadway System The project study area for this TIS was based on coordination with the Town of Davidson and the NCDOT. Table 1 summarizes the characteristics of the roadways within the study area. The NCDOT Functional Class map was used to determine the classification of each road. Traffic Volume maps from NCDOT were used to find the average annual daily traffic (AADT) volumes in vehicles per day (vpd) for the roadways. 4

ROADWAY WestBranch Residential Development Traffic Impact Study TABLE 1 STUDY AREA ROADS CROSS- CLASSIFICATION SECTION AADT (vpd) SPEED LIMIT (mph) Davidson Concord Road Major Collector Two-Lane 8,4 45 Concord Road Minor Arterial Two-Lane 1, 45 East Rocky River Road Minor Collector Two-Lane 4,6 45 Robert Walker Drive Local Two-Lane No Data 25 Hudson Place Local Two-Lane No Data Not Posted Samuel Spencer Parkway Local Two-Lane No Data Not Posted Kimberly Road Local Two-Lane No Data Not Posted Bradford Park Drive Local Two-Lane No Data Not Posted Bailey Springs Drive Local Two-Lane No Data Not Posted 3.1.1.1. Existing Roadway Conditions Existing lane configurations (number of traffic lanes on the intersection approach), storage capacities, and other intersection and roadway information was collected through field reconnaissance by Ramey Kemp and Associates, Inc. (RKA). Refer to Figure 3 for the existing lane configurations and traffic control at study intersections. 3.1.1.2. Future Roadway Conditions Based on coordination with NCDOT and the Town of Davidson, no offsite developments were identified to have an impact on the project study area. In addition, no approved roadway projects are expected to be constructed that would have an impact on the project study area. 3.1.2. Study Area and Existing Traffic Volumes The study area for the TIS was determined through coordination with NCDOT and the Town of Davidson and consists of the following intersections: 1. Davidson Concord Road and Concord Road / East Rocky River Road (unsignalized) 2. Davidson Concord Road and Robert Walker Drive (unsignalized) 5

WestBranch Residential Development Traffic Impact Study 3. Hudson Place and Samuel Spencer Parkway (unsignalized) 4. Hudson Place and Patrick Johnston Lane (unsignalized) 5. Hudson Place and Kimberly Road (unsignalized) 6. Bradford Park Drive and Robert Walker Drive (unsignalized) 7. Bailey Springs Drive and Bradford Park Drive (unsignalized) 8. Davidson Concord Road and Site Drive 1 (unsignalized full access) 9. Robert Walker Drive and Site Drive 2 (unsignalized full access) 1. Robert Walker Drive and Site Drive 3 (unsignalized full access) 11. Robert Walker Drive and Site Drive 4 (unsignalized full access) 12. Robert Walker Drive and Site Drive 5 (unsignalized full access) Existing traffic volumes were determined through traffic counts conducted during the AM peak period (7:-9: AM) and the PM peak period (4:-6: PM). A copy of the traffic count data can be found in Appendix B of this report. The peak hour traffic volumes were not balanced between intersections due to the locations of driveways throughout the network and the traffic at the study intersections peaking during different time periods. As suggested by NCDOT Congestion Management, existing movements with zero volume were converted to four vehicles per hour to prevent incorrect capacity calculations. Refer to Figure 4 for an illustration of the existing peak hour traffic volumes. 3.2. Study Area Adjacent Land Use 3.2.1. Existing Land Uses The existing site is undeveloped. The surrounding land is primarily residential, institutional, and commercial. 3.2.2. Anticipated or Approved Future Development Based on coordination with the NCDOT and the Town of Davidson, no offsite developments were identified that would affect traffic operations within the study area. 6

4. PROJECTED TRAFFIC WestBranch Residential Development Traffic Impact Study 4.1. Site Traffic In order to determine the future traffic conditions after the proposed development is completed, an estimate of traffic projected to travel to / from the proposed development is required. The average weekday daily, AM peak hour, and PM peak hour site trips for this study were calculated based on the ITE Trip Generation Manual, 9th Edition. 4.1.1. Trip Generation The average weekday daily as well as AM and PM peak hour site trips for this study were calculated based on the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9 th Edition. Table 2 summarizes the weekday trip generation. TABLE 2 PROPOSED SITE TRIP GENERATION Weekday Volumes (VPH) Land Use Size Units Daily AM Peak Hour PM Peak Hour Total In Out Total In Out Total Single Family Detached (21) 199 DU 1,894 37 112 149 125 74 199 Residential Townhouse (23) 17 DU 622 8 39 47 37 19 56 Total Trips 2,516 45 151 196 162 93 255 (1) Based on ITE Trip Generation - 9th Edition 4.1.2. Trip Distribution and Assignment The primary trip distribution percentages were developed based on existing traffic patterns, nearby land uses, employment centers, and engineering judgment. Figure 5 illustrates the proposed site trip distribution percentages. These trip distribution percentages were applied to the total new trip generation data to calculate the proposed site trip assignments shown in Figure 6. It should be noted that due to the geometry of the proposed site driveway, some traffic enters Site Drive 1 and travels through to Site Drive 5, and some traffic enters though the Hudson Place internal connection and travels to the site drives along Robert Walker Drive. 7

WestBranch Residential Development Traffic Impact Study 5. TRAFFIC ALYSIS 5.1. Traffic Analysis Scenarios Several scenarios were analyzed using traffic analysis software. Traffic operations during the weekday AM and PM peak hours were modeled for each scenario. The results of each scenario were compared in order to determine impacts from background traffic growth, and the proposed development. The following scenarios were modeled: 216 Existing 218 No-Build 218 Build 218 Build - Roundabout The 216 Existing scenario included the traffic characteristics that currently exist in the study area. Existing peak hour traffic volumes were determined from the intersection counts. No changes to the existing lane configurations were made. In accordance with the Davidson Planning Ordinance pedestrian and bicycle movements were included for all intersections. The 218 No-Build scenario was analyzed to determine the expected future traffic operations. A compounded growth rate of 2% per year was used to project the exiting traffic volumes to the future volumes. These projected volumes represent the 218 No-Build peak hour traffic volumes found in Figure 7. No changes to the existing lane configurations were made. In accordance with the Davidson Planning Ordinance pedestrian and bicycle movements were included for all intersections. The 218 Build scenario was compared to the 218 No-Build scenario to determine expected impacts caused by traffic created by the proposed site. This scenario included the same assumptions as the 218 No-Build scenario. The trips expected to be generated by the proposed site (Figure 6) were added to the 218 No-Build peak hour volumes (Figure 7) to determine the 218 Build peak hour traffic volumes. Refer to Figure 8 for the 218 Build peak hour traffic volumes. No changes to the existing lane configurations were made. In accordance with the Davidson Planning Ordinance pedestrian and bicycle movements were included for all 8

WestBranch Residential Development Traffic Impact Study intersections. Recommendations for improvements to the development were included in the traffic models. The 218 Build Roundabout scenario was included based on discussions with the Town of Davidson requesting analysis of the intersection of Davidson-Concord Road and Robert Walker Drive as a roundabout. 5.2. Traffic Analysis Procedure All study intersections (both unsignalized and roundabouts) were analyzed using the methodology outlined in the Highway Capacity Manual (HCM) published by the Transportation Research Board. The computer software packages, Synchro 9.1, SimTraffic 9.1, and Sidra Intersection 5.1 were used to complete the analyses for all of the study area intersections. Synchro was developed by Trafficware Corporation and allows the user to input data into the Synchro software and calculate the output based on methodologies in the HCM. SimTraffic creates a traffic simulation model from the Synchro inputs. SimTraffic was used in this study to determine expected queue lengths. Sidra Intersection 5.1 is a software package developed by Sidra Solutions that is used to analyze roundabouts. Sidra was used to model and analyze the existing roundabout at Davidson- Concord Road and Concord Road and the proposed conversion of the existing Davidson-Concord Road and Robert Walker Drive intersection into a roundabout. Analysis results for roundabout intersections provide delay, and level of service (LOS) for all movements and approaches. The overall intersection delay, and LOS is also provided. The capacity analysis for an unsignalized intersection does not provide an overall LOS for the intersection, but rather a LOS for movements and/or approaches that have a conflicting movement. The HCM defines capacity as the maximum hourly rate at which persons or vehicles can reasonably be expected to traverse a point or uniform section of a lane or roadway during a given time period under prevailing roadway, traffic, and control conditions. LOS is a term used to represent different driving conditions, and is defined as a qualitative measure describing operational conditions within a traffic stream, and their perception by motorists and/or 9

WestBranch Residential Development Traffic Impact Study passengers. LOS varies from Level A representing free flow, to Level F where greater vehicle delays are evident. Refer to Table 3 for HCM levels of service and related average control delay per vehicle for both signalized and unsignalized intersections. Control delay as defined by the HCM includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. As shown in Table 3, an average control delay of 4 seconds at a signalized intersection results in a LOS D operation. TABLE 3 HIGHWAY CAPACITY MANUAL - LEVELS OF SERVICE AND DELAY UNSIGLIZED INTERSECTION AVERAGE CONTROL LEVEL DELAY OF SERVICE PER VEHICLE A B C D E F (SECONDS) -1 1-15 15-25 25-35 35-5 >5 SIGLIZED INTERSECTION LEVEL OF SERVICE A B C D E F AVERAGE CONTROL DELAY PER VEHICLE (SECONDS) -1 1-2 2-35 35-55 55-8 >8 5.3. Mitigation Guidelines NCDOT has guidelines for determining when improvements may be needed by the developer. The District Engineer is responsible for the final determination of the improvements. NCDOT typically requires mitigation to be identified when developments are expected to impact the traffic operations as described below: Overall intersection or intersection approach delay increases by 25% or more. LOS degrades by at least one level LOS is F Synchro 95 th or SimTraffic maximum queue results are greater than the existing turn lane storage length 1

WestBranch Residential Development Traffic Impact Study 5.4. Capacity and Level of Service at Study Intersections 5.4.1. Davidson-Concord Road and Concord Road / East Rocky River Road The intersection of Davidson-Concord Road and Concord Road was analyzed as a three-leg roundabout with existing lane configurations. Table 4 summarizes the capacity analysis results. Refer to Appendix C for the Sidra reports for this intersection. All SimTraffic reports can be found in Appendix O. Analysis indicates that the intersection will operate at an acceptable LOS in the 218 Build scenario. The addition of site traffic is expected to have a minor effect on the operation of the intersection. Minimal increases in delay and queues are expected. SimTraffic results show no queuing issues at the intersection. No improvements are recommended. Scenario 216 Existing 218 No-Build 218 Build Approach TABLE 4 ALYSIS SUMMARY OF DAVIDSON-CONCORD ROAD AND CONCORD ROAD / EAST ROCKY RIVER ROAD LOS AND DELAY Lane Configurations LOS AM Peak Hour Delay (seconds) Overall LOS (Delay) LOS PM Peak Hour Delay (seconds) EB 1 TH-RT A 7.6 A 7.7 B WB 1 LT-TH B 14.3 B 12.6 (11.4) NB 1 LT-RT B 12.3 B 12.5 EB 1 TH-RT A 7.7 A 7.9 B WB 1 LT-TH C 15.3 B 12.8 (11.7) NB 1 LT-RT B 12.4 B 12.6 EB 1 TH-RT A 7.8 A 8.3 B WB 1 LT-TH C 17.1 B 13.4 (12.2) NB 1 LT-RT B 12.3 B 12.7 Overall LOS (Delay) B (1.5) B (1.6) B (1.9) 11

WestBranch Residential Development Traffic Impact Study 5.4.2. Davidson-Concord Road and Robert Walker Drive The intersection of Davidson-Concord Road and Robert Walker Drive was analyzed as a four-leg unsignalized intersection with existing lane configurations. Table 5 summarizes the capacity analysis results. Refer to Appendix D for the Synchro reports and NCDOT turn warrants for this intersection. All SimTraffic reports can be found in Appendix O. Analysis indicates that the intersection will exceed the threshold for mitigation in the 218 Build scenario. The addition of site traffic is expected to increase the delays on the eastbound approach. In order to mitigate the impacts caused by the addition of the site traffic, it is recommended that a southbound right turn lane with 125 feet of full storage and adequate tapper be constructed at the intersection. Additional analysis intersection was performed using a roundabout as the traffic control at the intersection per discussions with the Town of Davidson. Analysis results that the single lane roundabout will operate efficiently under future build conditions. With a constant growth rate of 2%, the roundabout will operate effectively for 19 years before reaching capacity. Although the construction of a roundabout would accommodate future traffic needs, the conversion of this intersection to a roundabout is not recommended due to the high cost of construction, impact to neighboring properties, and the fact that no significant queues are expected at this intersection under build conditions as an unsignalized intersection. 12

Scenario 216 Existing 218 No-Build 218 Build 218 Build Improvements 218 Build - Roundabout Approach WestBranch Residential Development Traffic Impact Study TABLE 5 ALYSIS SUMMARY OF DAVIDSON-CONCORD ROAD AND ROBERT WALKER DRIVE LOS AND DELAY Lane Configurations LOS AM Peak Hour Delay (seconds) EB 2 1 LT-TH, 1 RT D 29.2 Overall LOS (Delay) LOS PM Peak Hour Delay (seconds) E 49.5 WB 2 1 LT-TH, 1 RT C 17.9 3 C 2. NB 1 1 LT, 1 TH-RT A 8.5 A 8.5 SB 1 1 LT, 1 TH-RT A 8.1 A 8.2 EB 2 1 LT-TH, 1 RT D 32.9 F 61.5 WB 2 1 LT-TH, 1 RT C 19. 3 C 21.3 NB 1 1 LT, 1 TH-RT A 8.6 A 8.6 SB 1 1 LT, 1 TH-RT A 8.2 A 8.3 EB 2 1 LT-TH, 1 RT F 66.7 F 28.3 WB 2 1 LT-TH, 1 RT C 21. 3 D 28.3 NB 1 1 LT, 1 TH-RT A 8.7 A 9. SB 1 1 LT, 1 TH-RT A 8.2 A 8.3 EB 2 1 LT-TH, 1 RT F 56.1 F 132.2 WB 2 1 LT-TH, 1 RT C 21. 3 D 27.9 NB 1 1 LT, 1 TH-RT A 8.7 A 9. SB 1 1 LT, 1 TH, 1 RT A 8.2 A 8.3 EB 1 LT-TH-RT B 14.6 B 14.2 WB 1 LT-TH-RT B 12.5 A B 12.1 NB 1 LT-TH-RT A 6.8 (7.9) A 7.7 SB 1 LT-TH-RT A 5.8 A 6.6 1. Major street left-turn movement for unsignalized intersection. 2. Stop controlled approach for unsignalized intersection. 3. Overall intersection LOS is not provided for unsignalized intersections Bold marks improvement to approach Overall LOS (Delay) 3 3 3 3 A (8.4) 13

WestBranch Residential Development Traffic Impact Study 5.4.3. Hudson Place and Samuel Spencer Parkway The intersection of Hudson Place and Samuel Spencer Parkway was analyzed as a three-leg unsignalized intersection with existing lane configurations. Table 6 summarizes the capacity analysis results. Refer to Appendix E for the Synchro reports for this intersection. All SimTraffic reports can be found in Appendix O. Analysis indicates that the intersection will operate at an acceptable LOS in the 218 Build scenario. The addition of site traffic is expected to have a minor effect on the operation of the intersection. Minimal increases in delay and queues are expected. SimTraffic results show no queueing issues at the intersection. No improvements are recommended. Scenario TABLE 6 ALYSIS SUMMARY OF HUDSON PLACE AND SAMUEL SPENCER PARKWAY LOS AND DELAY Approach Lane Configurations LOS AM Peak Hour Delay (seconds) Overall LOS (Delay) LOS PM Peak Hour Delay (seconds) Overall LOS (Delay) 216 Existing 218 No-Build 218 Build WB 2 1 LT-RT A 8.4 A 8.5 NB 1 TH-RT - - 3 - - SB 1 1 LT-TH A 3.1 A 2.2 WB 2 1 LT-RT A 8.5 A 8.5 NB 1 TH-RT - - 3 - - SB 1 1 LT-TH A 3.1 A 2. WB 2 1 LT-RT A 8.5 A 8.6 NB 1 TH-RT - - 3 - - SB 1 1 LT-TH A 3.8 A 4.3 1. Major street left-turn movement for unsignalized intersection. 2. Stop controlled approach for unsignalized intersection. 3. Overall intersection LOS is not provided for unsignalized intersections 3 3 3 5.4.4. Hudson Place and Patrick Johnston Lane The intersection of Hudson Place and Patrick Johnston Lane was analyzed as a three-leg unsignalized intersection with existing lane configurations. Table 7 summarizes the capacity analysis results. Refer to Appendix F for the Synchro reports for this intersection. All SimTraffic reports can be found in Appendix O. 14

WestBranch Residential Development Traffic Impact Study Analysis indicates that the intersection will operate at an acceptable LOS in the 218 Build scenario. The addition of site traffic is expected to have a minor effect on the operation of the intersection. Minimal increases in delay and queues are expected. SimTraffic results show no queueing issues at the intersection. No improvements are recommended. Scenario 216 Existing 218 No-Build 218 Build TABLE 7 ALYSIS SUMMARY OF HUDSON PLACE AND PATRICK JOHNSTON LANE LOS AND DELAY Approach Lane Configurations LOS AM Peak Hour Delay (seconds) Overall LOS (Delay) LOS PM Peak Hour Delay (seconds) EB 2 1 LT-RT A 7.2 A 6.9 A NB 2 1 LT-TH A 7.2 (7.1) A 7.2 SB 2 1 TH-RT A 6.9 A 7. EB 2 1 LT-RT A 7.2 A 7. A NB 2 1 LT-TH A 7.2 A 7.2 (7.1) SB 2 1 TH-RT A 7. A 7. EB 2 1 LT-RT A 7.2 A 6.9 A NB 2 1 LT-TH A 7.3 A 7.3 (7.2) SB 2 1 TH-RT A 7. A 7.1 1. Major street left-turn movement for unsignalized intersection. 2. Stop controlled approach for unsignalized intersection. Overall LOS (Delay) A (7.1) A (7.1) A (7.1) 15

WestBranch Residential Development Traffic Impact Study 5.4.5. Hudson Place and Kimberly Road The intersection of Hudson Place and Kimberly Road was analyzed as a three-leg unsignalized intersection with existing lane configurations. Table 8 summarizes the capacity analysis results. Refer to Appendix G for the Synchro reports for this intersection. All SimTraffic reports can be found in Appendix O. Analysis indicates that the intersection will operate at an acceptable LOS. The addition of site traffic is expected to have a minor effect on the operation of the intersection. Minimal increases in delay and queues are expected. SimTraffic results show no queueing issues at the intersection. No improvements are recommended. Scenario TABLE 8 ALYSIS SUMMARY OF HUDSON PLACE AND KIMBERLY ROAD LOS AND DELAY Approach Lane Configurations LOS AM Peak Hour Delay (seconds) Overall LOS (Delay) LOS PM Peak Hour Delay (seconds) Overall LOS (Delay) 216 Existing 218 No-Build 218 Build EB 1 1 LT-TH A 7.1 A 6.9 WB 1 TH-RT - - 3 - - SB 2 1 LT-RT A 8.6 A 8.8 EB 1 1 LT-TH A 7.1 A 6.9 WB 1 TH-RT - - 3 - - SB 2 1 LT-RT A 8.6 A 8.8 EB 1 1 LT-TH A 7.1 A 7. WB 1 TH-RT - - 3 - - SB 2 1 LT-RT A 8.6 A 8.9 1. Major street left-turn movement for unsignalized intersection. 2. Stop controlled approach for unsignalized intersection. 3. Overall intersection LOS is not provided for unsignalized intersections 3 3 3 16

WestBranch Residential Development Traffic Impact Study 5.4.6. Bradford Park Drive and Robert Walker Drive The intersection of Bradford Park Drive and Robert Walker Drive was analyzed as a four-leg unsignalized intersection with existing lane configurations. Table 9 summarizes the capacity analysis results. Refer to Appendix H for the Synchro reports for this intersection. All SimTraffic reports can be found in Appendix O. Scenario 216 Existing 218 No-Build 218 Build Analysis indicates that the intersection will operate at an acceptable LOS. The addition of site traffic is expected to have a minor effect on the operation of the intersection. Minimal increases in delay and queues are expected. SimTraffic results show no queueing issues at the intersection. No improvements are recommended. Approach TABLE 9 ALYSIS SUMMARY OF BRADFORD PARK DRIVE AND ROBERT WALKER DRIVE LOS AND DELAY Lane Configurations LOS AM Peak Hour Delay (seconds) EB 2 1 LT-TH-RT A 7.1 Overall LOS (Delay) LOS PM Peak Hour Delay (seconds) A 7.4 WB 2 1 LT-TH-RT A 8. A A 8.4 NB 2 1 LT-TH-RT A 7. (7.6) A 7.4 SB 2 1 LT-TH-RT A 7.3 A 7.3 EB 2 1 LT-TH-RT A 7.1 A 7.5 WB 2 1 LT-TH-RT A 8.1 A A 8.5 NB 2 1 LT-TH-RT A 7. (7.6) A 7.5 SB 2 1 LT-TH-RT A 7.3 A 7.3 EB 2 1 LT-TH-RT A 7.2 A 7.6 WB 2 1 LT-TH-RT A 8.4 A A 8.9 NB 2 1 LT-TH-RT A 7.2 (7.9) A 7.8 SB 2 1 LT-TH-RT A 7.4 A 7.4 1. Major street left-turn movement for unsignalized intersection. 2. Stop controlled approach for unsignalized intersection. Overall LOS (Delay) A (7.9) A (8.) A (8.3) 17

WestBranch Residential Development Traffic Impact Study 5.4.7. Bailey Springs Drive and Bradford Park Drive The intersection of Bailey Springs Drive and Bradford Park Drive was analyzed as a three-leg unsignalized intersection with existing lane configurations. Table 1 summarizes the capacity analysis results. Refer to Appendix I for the Synchro reports for this intersection. All SimTraffic reports can be found in Appendix O. Analysis indicates that the intersection will operate at an acceptable LOS. The addition of site traffic is expected to have a minor effect on the operation of the intersection. Minimal increases in delay and queues are expected. SimTraffic results show no queueing issues at the intersection. No improvements are recommended. Scenario TABLE 1 ALYSIS SUMMARY OF BAILEY SPRINGS DRIVE AND BRADFORD PARK DRIVE LOS AND DELAY Approach Lane Configurations LOS AM Peak Hour Delay (seconds) Overall LOS (Delay) LOS PM Peak Hour Delay (seconds) Overall LOS (Delay) 216 Existing 218 No-Build 218 Build EB 1 TH-RT - - - - WB 1 1 LT-TH A 7.3 3 A 7.3 NB 2 1 LT-RT A 9. A 9.6 EB 1 TH-RT - - - - WB 1 1 LT-TH A 7.3 3 A 7.3 NB 2 1 LT-RT A 9. A 9.6 EB 1 TH-RT - - - - WB 1 1 LT-TH A 7.4 3 A 7.4 NB 2 1 LT-RT A 9.1 A 9.9 1. Major street left-turn movement for unsignalized intersection. 2. Stop controlled approach for unsignalized intersection. 3. Overall intersection LOS is not provided for unsignalized intersections 3 3 3 18

WestBranch Residential Development Traffic Impact Study 5.4.8. Davidson-Concord Road and Site Drive 1 The intersection of Davison-Concord Road and Site Drive 1 was analyzed as a three-leg unsignalized intersection. Table 11 summarizes the capacity analysis results. Refer to Appendix J for the Synchro reports and NCDOT turn warrants for this intersection. All SimTraffic reports can be found in Appendix O. Analysis indicates that the intersection will operate at an acceptable LOS in the 218 Build scenario. SimTraffic results show no queueing issues at the intersection. According to NCDOT warrants for left and right turn lanes, no turn lanes at the intersection are warranted. Based on preliminary field analysis, the location of this driveway provides approximately 475 of sight distance on the northbound approach which meets the acceptable levels for a 45 mph road. Further verification will be needed once the final location of the site drive is set. It is recommended that Site Drive 1 be constructed with one ingress lane and one shared left / right egress lane. Scenario 218 Build TABLE 11 ALYSIS SUMMARY OF DAVIDSON-CONCORD ROAD AND SITE DRIVE 1 LOS AND DELAY Approach Lane Configurations LOS AM Peak Hour Delay (seconds) Overall LOS (Delay) LOS PM Peak Hour Delay (seconds) EB 2 1 LT-RT B 14.3 B 13.7 NB 1 1 LT-TH A.1 3 A.5 SB 1 TH-RT - - - - 1. Major street left-turn movement for unsignalized intersection. 2. Stop controlled approach for unsignalized intersection. 3. Overall intersection LOS is not provided for unsignalized intersections Overall LOS (Delay) 3 19

WestBranch Residential Development Traffic Impact Study 5.4.9. Robert Walker Drive and Site Drive 2 The intersection of Robert Walker Drive and Site Drive 2 was analyzed as a three-leg unsignalized intersection. Table 12 summarizes the capacity analysis results. Refer to Appendix K for the Synchro reports for this intersection. All SimTraffic reports can be found in Appendix O. Analysis indicates that the intersection will operate at an acceptable LOS in the 218 Build scenario. SimTraffic results show no queueing issues at the intersection. After reviewing NCDOT warrants for left and right turn lanes, no turn lanes on Robert Walker Drive at the intersection are recommended. It is recommended that Site Drive 2 be constructed with one ingress lane and one shared left / right egress lane. Scenario 218 Build TABLE 12 ALYSIS SUMMARY OF ROBERT WALKER DRIVE AND SITE DRIVE 2 LOS AND DELAY Approach Lane Configurations LOS AM Peak Hour Delay (seconds) Overall LOS (Delay) LOS PM Peak Hour Delay (seconds) EB 1 1 LT-TH A.1 A.3 WB 1 TH-RT - - 3 - - SB 2 1 LT-RT B 1.1 B 11.2 1. Major street left-turn movement for unsignalized intersection. 2. Stop controlled approach for unsignalized intersection. 3. Overall intersection LOS is not provided for unsignalized intersections Overall LOS (Delay) 3 2

WestBranch Residential Development Traffic Impact Study 5.4.1. Robert Walker Drive and Site Drive 3 The intersection of Robert Walker Drive and Site Drive 3 was analyzed as a three-leg unsignalized intersection. Table 13 summarizes the capacity analysis results. Refer to Appendix L for the Synchro reports for this intersection. All SimTraffic reports can be found in Appendix O. Analysis indicates that the intersection will operate at an acceptable LOS in the 218 Build scenario. SimTraffic results show no queueing issues at the intersection. After reviewing NCDOT warrants for left and right turn lanes, no turn lanes on Robert Walker Drive at the intersection are recommended. It is recommended that Site Drive 3 be constructed with one ingress lane and one shared left / right egress lane. Scenario 218 Build TABLE 13 ALYSIS SUMMARY OF ROBERT WALKER DRIVE AND SITE DRIVE 3 LOS AND DELAY Approach Lane Configurations LOS AM Peak Hour Delay (seconds) Overall LOS (Delay) LOS PM Peak Hour Delay (seconds) EB 1 TH-RT - - - - WB 1 1 LT-TH A.1 3 A.3 NB 2 1 LT-RT A 9.8 B 1.2 1. Major street left-turn movement for unsignalized intersection. 2. Stop controlled approach for unsignalized intersection. 3. Overall intersection LOS is not provided for unsignalized intersections Overall LOS (Delay) 3 21

WestBranch Residential Development Traffic Impact Study 5.4.11. Robert Walker Drive and Site Drive 4 The intersection of Robert Walker Drive and Site Drive 4 was analyzed as a four-leg unsignalized intersection. Table 14 summarizes the capacity analysis results. Refer to Appendix M for the Synchro reports for this intersection. All SimTraffic reports can be found in Appendix O. Analysis indicates that the intersection will operate at an acceptable LOS in the 218 Build scenario. SimTraffic results show no queueing issues at the intersection. After reviewing NCDOT warrants for left and right turn lanes, no turn lanes on Robert Walker Drive at the intersection are recommended. It is recommended that Site Drive 4 be constructed with one ingress lane and one shared left / through / right egress lane. Scenario 218 Build TABLE 14 ALYSIS SUMMARY OF ROBERT WALKER DRIVE AND SITE DRIVE 4 LOS AND DELAY Approach Lane Configurations LOS AM Peak Hour Delay (seconds) EB 1 1 LT-TH-RT A.1 Overall LOS (Delay) LOS PM Peak Hour Delay (seconds) A.3 WB 1 1 LT-TH-RT A.1 3 A.3 NB 2 1 LT-TH-RT A 9.5 B 1.1 SB 2 1 LT-TH-RT B 1.4 B 11.8 1. Major street left-turn movement for unsignalized intersection. 2. Stop controlled approach for unsignalized intersection. 3. Overall intersection LOS is not provided for unsignalized intersections Overall LOS (Delay) 3 22

WestBranch Residential Development Traffic Impact Study 5.4.12. Robert Walker Drive and Site Drive 5 The intersection of Robert Walker Drive and Site Drive 5 was analyzed as a four-leg unsignalized intersection. Table 15 summarizes the capacity analysis results. Refer to Appendix N for the Synchro reports for this intersection. All SimTraffic reports can be found in Appendix O. Scenario 218 Build Analysis indicates that the intersection will operate at an acceptable LOS in the 218 Build scenario. SimTraffic results show no queueing issues at the intersection. After reviewing NCDOT warrants for left and right turn lanes, no turn lanes on Robert Walker Drive at the intersection are recommended. It is recommended that Site Drive 5 be constructed with one ingress lane and one shared left / through / right egress lane. TABLE 15 ALYSIS SUMMARY OF ROBERT WALKER DRIVE AND SITE DRIVE 5 LOS AND DELAY Approach Lane Configurations LOS AM Peak Hour Delay (seconds) EB 1 1 LT-TH-RT A.4 Overall LOS (Delay) LOS PM Peak Hour Delay (seconds) A.8 WB 1 1 LT-TH-RT A. 3 A.1 NB 2 1 LT-TH-RT B 1.2 B 12.1 SB 2 1 LT-TH-RT B 1.5 B 12.1 1. Major street left-turn movement for unsignalized intersection. 2. Stop controlled approach for unsignalized intersection. 3. Overall intersection LOS is not provided for unsignalized intersections 5.4.13. Pedestrian and Bicycle Impacts The construction of the WestBranch Residential Development will not have an adverse effect on the existing levels of service for pedestrian and bicycles. The proposed development is expected to increase the number of pedestrian and bicycle volumes within the area surrounding the development; however sidewalks will be constructed along the frontage of development on Robert Walker Drive and Davidson-Concord Road increasing the pedestrian and bicycle connectivity throughout the surrounding area. Overall LOS (Delay) 3 23

WestBranch Residential Development Traffic Impact Study 6. CONCLUSIONS This report summarizes the findings of the Traffic Impact Study (TIS) that was performed for the proposed West Branch Residential Development to be located along the west side of Davidson Concord Road south of Concord Road in Davidson, North Carolina. The purpose of this study is to determine the potential impact to the surrounding transportation system caused by the traffic generated by the proposed development. The proposed site includes 199 detached houses and 17 townhomes. The project is expected to be completed by 218. Access to the site is anticipated via a proposed full access driveway on Davidson Concord Road and four proposed full access driveways on Robert Walker Drive. 6.1. Summary of Recommended Improvements Based on the analysis results, minor impacts are expected by the proposed development. No queue issues are expected. Refer to Figure 9 for the recommended lane configurations. The following improvements have been recommended to be constructed by the developer: Davidson-Concord Road and Robert Walker Drive Construct a southbound right turn lane on Davidson-Concord Road with 125 of full width storage and appropriate taper. Davidson-Concord Road and Site Drive 1 Construct Site Drive 1 as a full access driveway with one ingress and one egress lane on the eastbound approach. Robert Walker Drive and Site Drive 2 Construct Site Drive 2 as a full access driveway with one ingress and one egress lane on the southbound approach. 24

WestBranch Residential Development -Traffic Impact Study TECHNICAL APPENDIX

WestBranch Residential Development -Traffic Impact Study APPENDIX A FIGURES

Robert Walker Drive Concord Road Proposed Site Location SD 5 SD 5 Proposed Site Location SD 4 SD 3 SD 2 SD 2 Proposed Site Proposed Site Location Drives SD 1 LEGEND Proposed Site Location Study Intersection Davidson-Concord Road N WestBranch Residential Development Davidson, NC Site Location Map Scale: Not to Scale Figure 1

Scale: Not to Scale N Proposed Site Location SD 5 SD 4 SD 3 SD 5 SD 4 SD 2 Davidson-Concord Road Preliminary Site Plan Figure 2 Kimberly Road Patrick Johnston Lane Hudson Place Concord Road Samuel Spencer Parkway Robert Walker Drive Bradford Park Drive Bailey Springs Drive Proposed Site Location SD 1 WestBranch Residential Development Davidson, NC

125' Scale: Not to Scale N Proposed Site Location SD 5 SD 4 SD 3 SD 5 SD 4 SD 2 15' 15' Davidson-Concord Road 75' 216 Existing Lane Configurations Figure 3 Kimberly Road Patrick Johnston Lane Hudson Place Concord Road Samuel Spencer Parkway Robert Walker Drive Bradford Park Drive Bailey Springs Drive LEGEND Unsignalized Intersection Roundabout Existing Lane X' Storage (In Feet) Proposed Site Location WestBranch Residential Development Davidson, NC SD 1

75 / 1 7 / 28 15 / 9 Scale: Not to Scale N Proposed Site Location SD 5 SD 5 SD 4 SD 4 SD 3 SD 2 1 / 1 359 / 353 7 / 32 6 / 116 412 / 371 6 / 21 Davidson-Concord Road 25 / 21 13 / 21 24 / 19 216 Existing Peak Hour Traffic Volumes Figure 4 Patrick Johnston Lane Kimberly Road 12 / 4 1 / 4 Hudson Place Concord Road 73 / 144 318 / 382 422 / 355 47 / 12 23 / 11 126 / 128 Robert Walker Drive Bradford Park Drive 4 / 4 2 / 18 Samuel Spencer Parkway 8 / 23 69 / 138 7 / 4 18 / 14 23 / 18 4 / 11 27 / 31 1 / 2 11 / 8 2 / 7 11 / 13 8 / 5 9 / 5 18 / 28 13 / 14 1 / 4 1 / 11 4 / 4 4 / 4 112 / 124 2 / 4 3 / 3 3 / 2 3 / 2 3 / 3 61 / 128 4 / 4 3 / 2 7 / 3 5 / 12 4 / 13 15 / 121 Bailey Springs Drive Proposed Site Location SD 1 X / Y LEGEND Unsignalized Intersection Roundabout AM / PM Peak Hour Traffic WestBranch Residential Development Davidson, NC

(37%) (4%) (16%) Scale: Not to Scale N Proposed Site Location SD 5 SD 4 SD 3 SD 5 SD 4 SD 2 Davidson-Concord Road 25% 9% 16% 4% (16%) (4%) (9%) 16% (3%) (1%) 37% 3% 4% 1% 1% 5% Proposed Site Trip Distribution Percentages Figure 5 Patrick Johnston Lane 5% 5% Kimberly Road Hudson Place Concord Road 3% 3% 1% Robert Walker Drive Bradford Park Drive Samuel Spencer Parkway 1% 8% 2% (2%) 5% (1%) (1%) 3% 7% (29%) 2% (2%) (1%) 1% (5%) 4% (28%) 28% (4%) (8%) 1% 9% 29% (7%) 5% 4% (43%) 3% (3%) (4%) 43% (4%) 4% (4%) (1%) 4% (47%) 1% 47% 2% 2% (3%) (9%) (5%) 5% 5% (5%) (3%) (1%) 5% 1% 1% (5%) (5%) (1%) (1%) (2%) (2%) 2% Bailey Springs Drive LEGEND Unsignalized Intersection Roundabout Proposed Site Location SD 1 X% Entering Trip Distributions (Y%) Exiting Trip Distributions XX% Regional Trip Distributions WestBranch Residential Development Davidson, NC

56 / 34 6 / 4 24 / 15 Scale: Not to Scale N Proposed Site Location SD 5 SD 4 SD 3 SD 5 SD 4 SD 2 4 / 15 7 / 26 2 / 7 24 / 15 6 / 4 14 / 8 7 / 26 4 / 3 2 / 1 17 / 6 2 / 5 Davidson-Concord Road 2 / 6 / 2 Proposed Site Trip Assignment Figure 6 Patrick Johnston Lane Kimberly Road Hudson Place Concord Road 14 / 49 Robert Walker Drive Bradford Park Drive Samuel Spencer Parkway 5 / 16 3 / 13 1 / 3 3 / 3 4 / 9 2 / 1 15 / 9 8 / 7 44 / 32 1 / 5 47 / 38 1 / 3 3 / 2 4 / 3 13 / 8 4 / 15 24 / 53 2 / 8 8 / 5 67 / 46 1 / 5 5 / 2 6 / 4 25 / 74 2 / 6 6 / 4 15 / 9 45 / 28 15 / 9 5 / 16 19 / 49 12 / 7 / 2 2 / 6 71 / 44 5 / 16 21 / 76 9 / 32 9 / 32 2 / 8 2 / 8 8 / 5 2 / 8 4 / 16 4 / 16 7 / 4 8 / 5 15 / 9 15 / 9 3 / 19 3 / 19 Bailey Springs Drive Proposed Site Location SD 1 X / Y LEGEND Unsignalized Intersection Roundabout AM / PM Peak Hour Traffic WestBranch Residential Development Davidson, NC

78 / 14 7 / 29 16 / 9 Scale: Not to Scale N Proposed Site Location SD 5 SD 5 SD 4 SD 4 SD 3 SD 2 1 / 1 374 / 367 7 / 33 62 / 121 429 / 386 6 / 22 Davidson-Concord Road 26 / 22 14 / 22 25 / 2 218 No-Build Peak Hour Traffic Volumes Figure 7 Patrick Johnston Lane Kimberly Road 12 / 4 1 / 4 Hudson Place Concord Road 76 / 15 331 / 397 439 / 369 49 / 16 239 / 15 131 / 133 Robert Walker Drive Bradford Park Drive 4 / 4 21 / 19 Samuel Spencer Parkway 8 / 24 72 / 144 7 / 4 19 / 15 24 / 19 4 / 11 28 / 32 1 / 2 11 / 8 2 / 7 11 / 14 8 / 5 9 / 5 19 / 29 14 / 15 1 / 4 1 / 11 4 / 4 4 / 4 117 / 129 2 / 4 3 / 3 3 / 2 3 / 2 3 / 3 63 / 133 4 / 4 3 / 2 7 / 3 5 / 12 4 / 14 19 / 126 Bailey Springs Drive Proposed Site Location SD 1 X / Y LEGEND Unsignalized Intersection Roundabout AM / PM Peak Hour Traffic WestBranch Residential Development Davidson, NC

Scale: Not to Scale N Proposed Site Location SD 5 SD 4 SD 3 SD 5 SD 4 SD 2 4 / 15 398 / 436 2 / 7 494 / 43 6 / 4 14 / 8 17 / 36 378 / 37 9 / 34 79 / 181 431 / 391 6 / 22 Davidson-Concord Road 26 / 22 16 / 28 25 / 22 218 Build Peak Hour Traffic Volumes Figure 8 Patrick Johnston Lane Kimberly Road 12 / 4 1 / 4 Hudson Place Concord Road 76 / 15 345 / 446 239 / 15 136 / 149 Robert Walker Drive Bradford Park Drive 4 / 4 21 / 19 Samuel Spencer Parkway 8 / 24 81 / 176 5 / 16 14 / 155 1 / 3 3 / 3 4 / 9 2 / 1 1 / 5 148 / 18 1 / 3 3 / 2 / 8 / 5 168 / 188 1 / 5 5 / 2 6 / 4 15 / 9 8 / 7 44 / 32 19 / 49 98 / 16 / 2 4 / 3 / 13 / 8 4 / 15 11 / 26 2 / 8 111 / 227 2 / 6 6 / 4 15 / 9 7 / 4 21 / 23 26 / 27 4 / 11 36 / 37 1 / 2 484 / 397 64 / 115 11 / 8 4 / 15 11 / 14 12 / 21 16 / 9 27 / 34 29 / 24 1 / 4 1 / 11 4 / 4 4 / 4 147 / 148 2 / 4 3 / 3 3 / 2 3 / 2 3 / 3 72 / 165 4 / 4 3 / 2 7 / 3 5 / 12 4 / 14 139 / 145 2 / 6 172 / 186 5 / 16 17 / 229 134 / 138 13 / 33 4 / 24 Bailey Springs Drive Proposed Site Location SD 1 X / Y LEGEND Unsignalized Intersection Roundabout AM / PM Peak Hour Traffic WestBranch Residential Development Davidson, NC

Scale: Not to Scale N Proposed Site Location SD 5 SD 4 SD 3 SD 5 SD 4 SD 2 15' 125' 125' 15' Davidson-Concord Road 75' Recommended Lane Configurations Figure 9 Kimberly Road Patrick Johnston Lane Hudson Place Concord Road Samuel Spencer Parkway Robert Walker Drive Bradford Park Drive Bailey Springs Drive LEGEND Unsignalized Intersection Roundabout Existing Lane X' Storage (In Feet) Improvement By Developer Proposed Site Location WestBranch Residential Development Davidson, NC SD 1

WestBranch Residential Development -Traffic Impact Study APPENDIX B TRAFFIC COUNT DATA

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Davidson-Concord Rd -- Concord Rd/E Rocky Diver Rd QC JOB #: 1372291 CITY/STATE: Davidson, NC DATE: Wed, Feb 17 216. Peak-Hour: 7:3 AM -- 8:3 AM Peak 15-Min: 7:3 AM -- 7:45 AM..... 651 356.92 73.94 23.88 391 318 126 12 2.3 1... 1.4 3..9 3.2 3.1 4.2 422 47 1.9. 8.5 445 469.89 1.6 2.6 15-Min Count Davidson-Concord Rd Davidson-Concord Rd Concord Rd/E Rocky Diver RdConcord Rd/E Rocky Diver Rd Total Hourly Period (Northbound) (Southbound) (Eastbound) (Westbound) Totals Beginning At Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7: AM 96 19 15 68 4 33 271 7:15 AM 87 11 23 81 35 29 266 7:3 AM 115 17 17 78 37 59 323 7:45 AM 16 11 11 79 4 61 38 1168 8: AM 89 7 22 87 2 49 274 1171 8:15 AM 111 12 1 23 74 29 61 311 1216 8:3 AM 78 1 21 82 31 37 259 1152 8:45 AM 13 11 17 75 2 37 263 117 Peak 15-Min Northbound Southbound Eastbound Westbound Flowrates Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Total All Vehicles 46 68 68 312 148 236 1292 Heavy Trucks 4 4 8 Pedestrians Bicycles Railroad Stopped Buses Comments: Report generated on 2/22/216 12:35 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-58-2212

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Davidson-Concord Rd -- Concord Rd/E Rocky River Rd QC JOB #: 1372292 CITY/STATE: Davidson, NC DATE: Tue, Feb 16 216. Peak-Hour: 5: PM -- 6: PM Peak 15-Min: 5:3 PM -- 5:45 PM..... 457 1 229.92 144.93 11.77 527 382 128 246.7 1.5.. 2.1. 1.3 3.1 1.7 2. 355 12.8. 2. 51 457.93 1.8 1.1 15-Min Count Davidson-Concord Rd Davidson-Concord Rd Concord Rd/E Rocky River RdConcord Rd/E Rocky River Rd Total Hourly Period (Northbound) (Southbound) (Eastbound) (Westbound) Totals Beginning At Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4: PM 33 21 1 23 73 19 2 19 4:15 PM 63 33 28 7 12 2 226 4:3 PM 75 18 3 29 79 13 2 1 238 4:45 PM 99 27 1 25 71 1 16 18 258 912 5: PM 99 28 34 97 27 24 39 131 5:15 PM 66 29 41 12 38 21 297 112 5:3 PM 95 26 38 91 1 44 3 325 1189 5:45 PM 95 19 31 92 19 26 282 1213 6: PM 85 15 29 6 22 27 238 1142 6:15 PM 19 22 18 72 17 22 26 115 Peak 15-Min Northbound Southbound Eastbound Westbound Flowrates Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Total All Vehicles 38 14 152 364 4 176 12 13 Heavy Trucks 8 8 16 Pedestrians Bicycles Railroad Stopped Buses Comments: Report generated on 2/22/216 12:35 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-58-2212

Traffic Impact Study WestBranch Residential Development Davidson, NC March 2016