ENKA INTERMEDIATE SCHOOL

TRANSPORTATION IMPACT ANALYSIS Prepared for Buncombe County Schools ENKA INTERMEDIATE SCHOOL Asheville, NC Project Number: 13-71 8/1/13 www.davenportworld.com

DAVENlORT Transportation Impact Analysis Enka Intermediate School Asheville, N C Prepared for Buncombe County Schools Analysis by: Mary Morgan, P.E. Chris Reich, E.I. SEAL Drafting/ Graphics by: Chris Reich, E. I.. Reviewed/Sealed by: Mary Morgan, P.E. This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVE PORT shall be without liability to DAVE PORT and shall be a violation of the agreement between DAVENPORT and the client. Home Office: ;1):; \\ c:<r I oun 1 '-.rrcu. "'11'< ~ \ 2-'111 I'< I 1-\,,, -1- )I, \\JP'f lll ~.lien. "-1 2-11~ 1)1 \I "' 33(;- ~-1-16."\(>. I." ) 1(, i~s <n-- ~M ~

Enka Intermediate School, Asheville, NC Transportation Impact Analysis Prepared for Buncombe County Schools August 1, 213 Executive Summary Buncombe County Schools is considering a potential property purchase for a new Enka Intermediate School. The property is 22 acres and located on the northwest corner of the intersection of Sand Hill Road and Sardis Road in Asheville, NC. The proposed school is planned to enroll 85 students, grades fifth through sixth (5 th -6 th ). Figure 1 of the report shows the preliminary site plan and a site location and vicinity map are provided in Figures 2A and 2B, respectively. As a part of the due diligence process, DAVENPORT was retained to complete a transportation engineering study to assess the site for its ability to accommodate the anticipated school traffic. The following intersections were included in the study: Sardis Road at Sand Hill Road Sand Hill Road at Jacob Holme Way Jacob Holme Way at Asheville Commerce Parkway Sand Hill Road at Proposed School Access The above-mentioned intersections were analyzed for the following scenarios: 213 Existing Conditions 217 Future No Build Conditions 217 Future Build Conditions For the purposes of this analysis, the build-out year for this project was assumed to be 217. The Arrival (6:3-8:3 am) and Dismissal (2-4 pm) peaks were studied. As discussed, this report was prepared as a part of the due diligence process and is not intended to serve as the final Transportation Impact Analysis (TIA). Preliminary efforts were made to coordinate with the North Carolina Department of Transportation (NCDOT) to obtain background information and to provide general guidance regarding the proposed school site. Information regarding the property and school was provided by Buncombe County Schools. 8/1/13 13-71 Enka Intermediate School Executive Summary i

Discussion of Results The results of the study are discussed by intersection below: Sardis Road at Sand Hill Road This signalized intersection currently operates at LOS A during the AM peak and at LOS B during the PM peak. In 217 future no build conditions, this is anticipated to remain unchanged. With the addition of future site traffic, LOS B is expected in the AM peak and LOS C is expected in the PM peak. The traffic simulation model using Sim Traffic software indicated potential queuing issues for the southbound approach during the AM peak and the westbound approach during the PM peak. There are currently 169 westbound right turns from Sardis Road turning north onto Sand Hill Road during the Dismissal peak. Given that the proposed access on Sand Hill Road is an exit only, it is anticipated that the school will not contribute any additional traffic to the westbound right turn movement. Therefore, the need for a westbound right turn lane is a background condition and not a direct result of school traffic and it is recommended as a background improvement. The following improvements are recommended for this intersection: Extend the existing southbound left turn lane on Sand Hill Road to the proposed school exit driveway (approximately 3 feet). Coordinate and optimize traffic signal in order to accommodate future traffic volumes. Background improvement: Provide a westbound right turn lane on Sardis Road with 75 feet of storage and appropriate taper. Sand Hill Road at Jacob Holme Way This signalized intersection currently operates at LOS A during the AM and PM peaks. In 217 future no build conditions, this is expected to remain unchanged. With the addition of future site traffic, LOS C is expected in the AM peak and LOS B is expected in the PM peak. Based on Sim Traffic model results, queuing is anticipated for the eastbound and westbound approaches of Sand Hill Road. The following improvements are recommended: Provide a westbound right turn lane with 3 feet of storage and appropriate taper. Restripe eastbound approach to lengthen existing left turn lane to 4 feet of storage (currently striped as a two-way left-turn lane). Coordinate and optimize traffic signal in order to accommodate future traffic volumes. Jacob Holme Way at Asheville Commerce Parkway This westbound approach of this unsignalized intersection currently operates at LOS A during the AM and PM peaks. In 217 future no build conditions, this is anticipated to remain unchanged. With the addition of future site traffic, LOS B is expected in the AM peak and LOS A in the PM peak. The traffic simulation model using Sim Traffic software does not indicate any queuing issues. No improvements are recommended at this intersection. 8/1/13 13-71 Enka Intermediate School Executive Summary ii

Sand Hill Road at Proposed School Exit This proposed school exit is expected to operate at LOS D in the Arrival peak and LOS B in the Dismissal peak. With the recommended improvements previously discussed in place, no queuing issues are anticipated. The separate left and right turn exit lanes as shown in the preliminary site plan will be adequate. Sand Hill Road at Proposed School Access looking south 8/1/13 13-71 Enka Intermediate School Executive Summary iii

Level of Service Summary Table A summarizes the level of service analysis at the study intersections: Table A - Level of Service Summary AM Peak 213 Existing 217 Future No Build 217 Future Build 217 Build with Improvements Sardis Road at Sand Hill Road A (9.4) A (9.8) B (19.9) C (26.8) Sand Hill Road at Jacob Holme Way A (3) A (3.1) C (34.7) A (6.6) Jacob Holme Way & Asheville Commerce Parkway A (8.7) WB Approach A (8.8) WB Approach B (11.8) WB Approach Sand Hill Road at Proposed School Exit D (27.5) EB Approach Dismissal Peak 213 Existing 217 Future No Build 217 Future Build 217 Build with Improvements Sardis Road at Sand Hill Road B (14.1) B (16.7) C (33) C (21.4) Sand Hill Road at Jacob Holme Way A (3.1) A (4.3) B (19.5) A (8.1) Jacob Holme Way & Asheville Commerce Parkway A (8.7) WB Approach A (8.7) WB Approach A (9.6) WB Approach Sand Hill Road at Proposed School Exit B (14) EB Approach LOS (delay in seconds) Note for unsignalized conditions, LOS and delay indicates only minor street approach with longest delay 8/1/13 13-71 Enka Intermediate School Executive Summary iv

Internal Circulation As previously discussed, this study was carried out in order to assess the site s ability to accommodate the anticipated school traffic. The proposed Enka Intermediate School has capacity for a total student population of 85. While school buses (18 buses are anticipated) will provide transportation to and from school, many students will arrive by private (parent) vehicle transportation. As indicated in the preliminary site plan, vehicles will enter from Jacob Holme Way and exit onto Sand Hill Road during arrival and dismissal times. The preliminary site plan shows that two (2) entering lanes with approximately 1,37 feet of storage each will be provided. Parents will then exit onto Sand Hill Road where a separate right turn and left turn lane will be provided. The staff vehicles will also utilize the main entrance that the parent vehicles use. Parking is provided off of the main driveway. The school buses will enter the school site from Asheville Commerce Parkway where they will have access to the bus loading area, separate from the main driveway for entering vehicles. The NCDOT Division of Mobility and Safety has compiled a database for school operation in North Carolina based on numerous studies conducted by the MSTA Unit. Projections from the MSTA school traffic generator indicate that with a student population of 85, the school should require a queue storage length of 1,77 feet. The traffic circulation pattern as indicated on the preliminary site plan provides approximately 2,74 feet of stacking distance from the drop-off / pick-up loading zone upstream to the bus access on Asheville Commerce Parkway. This satisfies the MSTA queue storage requirement. This assessment is based off of the preliminary site plan for due diligence. During more detailed site planning, a more detailed Sim Traffic simulation will be carried out based on typical MSTA criteria, to determine if the projected queues will be contained on site. The following table summarizes the required and provided queue storage lengths. Table B School Loading Zone Queue Summary Student Capacity MSTA Desired Queue * (based on MSTA calculator) Provided Queue Storage 85 students 1,77 feet 2,74 feet * Based on MSTA School Traffic Calculator queue plus 25% to account for queues during rainy day or high demand day 8/1/13 13-71 Enka Intermediate School Executive Summary v

Summary and Conclusion Buncombe County Schools is considering a potential property purchase for a new Enka Intermediate School. The property is 22 acres and located on the northwest corner of the intersection of Sand Hill Road and Sardis Road in Asheville, NC. The proposed school is planned to enroll 85 students, grades fifth through sixth (5 th -6 th ). The site plan shows two (2) site access points, one located off Sand Hill Road and a bus access located off Asheville Commerce Parkway. Figure 1 of the report shows the site plan. As a part of the due diligence process, DAVENPORT was retained to complete a transportation engineering study to assess the site for its ability to accommodate the anticipated school traffic. This analysis was carried out for full build of the proposed site. The recommended improvements are summarized in Table C. Improvements are shown in Figure 9 of the report. In conclusion, the preliminary site plan is anticipated to accommodate the traffic associated with the proposed school. With the recommended improvements in place, the roadways within the study area are anticipated to be able to accommodate future traffic volumes with the school. At the time of more detailed site planning, DAVENPORT will provide an updated analysis with recommendations, including more detailed recommendations for internal circulation, loading operations, and other site considerations. Sand Hill Road at Proposed School Access looking north 8/1/13 13-71 Enka Intermediate School Executive Summary vi

Table C - Recommended Improvement Summary Sardis Road at Sand Hill Road Sand Hill Road at Jacob Holme Way Jacob Holme Way at Asheville Commerce Parkway Sand Hill Road at Proposed School Exit Internal Circulation, Loading Zone and Site Plan Extend the existing southbound left turn lane to the proposed school exit driveway (approximately 3 feet). Coordinate and optimize traffic signal in order to accommodate future traffic volumes. Background Improvement: Provide a westbound right turn lane on Sardis Road with 75 feet of storage and appropriate taper. Provide a westbound right turn lane with 3 feet of storage and appropriate taper. Restripe eastbound approach to lengthen existing left turn lane to 4 feet of storage (currently striped as a two-way left-turn lane). Coordinate and optimize traffic signal in order to accommodate future traffic volumes. None. Provide separate right and left exiting turn lanes on Proposed School Exit. We recommend marking the student loading zone approximately 16 feet to accommodate 5 loading bays. The loading zone should be identified by installing 4-inch wide solid white pavement markings. Each bay should be a minimum of 8 feet wide from the edge of the curb, and a length of 3 feet. A minimum of a 1 foot wide sidewalk should be provided in this area to allow adequate width for a vehicle door opening and students to walk safely along the sidewalk. We recommend 2 feet of spacing to be provided to allow vehicle maneuvering from the beginning of the loading zone to the first vehicle bay and from the end of the last loading bay to the stop bar back onto the two-lane driveway. Provide short term/visitor parking past the loading zone per MSTA guidelines. Implement an organized loading process to expedite drop-off and pickup process. Use a school resource traffic officer with cones/flags to stop and direct vehicles to the loading zone. Place traffic cones during pick up and drop off periods as appropriate to reinforce traffic pattern and prevent vehicle conflicts. 8/1/13 13-71 Enka Intermediate School Executive Summary vii

Enka Intermediate School, Asheville, NC Transportation Impact Analysis Prepared for Buncombe County Schools August 1, 213 Table of Contents 1. Introduction... 2 Figure 1 Site Plan... 3 Figure 2A Site Location Map... 4 Figure 2B Vicinity Map... 5 2. Existing Conditions... 6 2.1 Inventory... 6 2.2 Existing Traffic Volumes... 6 Figure 3 Existing Lane Geometry... 7 Figure 4 213 Existing Traffic Volumes... 8 3. Approved Developments and Committed Improvements... 9 3.1 Approved Developments... 9 3.2 Committed Improvements... 9 4. Methodology... 9 4.1 Base Assumptions and Standards... 9 4.2 Trip Generation... 1 4.3 Trip Distribution... 1 4.4 Future No Build Traffic... 1 4.5 Total Traffic... 1 Figure 5A Trip Distribution (Parents & Staff Vehicles)... 11 Figure 5B Trip Distribution (School Buses)... 12 Figure 6 217 Future No Build Volumes... 13 Figure 7A Parent Trips... 14 Figure 7B Staff Trips... 15 Figure 7C Bus Trips Figure 8 217 Future Build Volumes... 16 Figure 8 217 Future Build Volumes... 17 5. Capacity Analysis... 18 5.1 Level of Service Evaluation Criteria... 18 5.2 Discussion of Results... 19 5.2.1 Sardis Road at Sand Hill Road... 19 5.2.2 Sand Hill Road at Jacob Holme Way... 19 5.2.3 Jacob Holme Way at Asheville Commerce Parkway... 19 5.2.4 Sand Hill Road at Proposed School Exit... 2 5.3 Level of Service Summary... 21 6. Internal Circulation... 22 7. Summary and Conclusion... 24 Figure 9 Recommended Improvements... 26 Appendix... 27 Level of Service Analysis... 28 Sardis Road at Sand Hill Road... 29 Sand Hill Road at Jacob Holme Way... 3 Jacob Holme Way at Asheville Commerce Parkway... 31 Sand Hill Road at Proposed School Access... 32 Trip Generation... 33 Traffic Volume Data... 34 Supporting Documentation... 35 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 1

Enka Intermediate School, Asheville, NC Transportation Impact Analysis Prepared for Buncombe County Schools August 1, 213 1. Introduction Buncombe County Schools is considering a potential property purchase for a new Enka Intermediate School. The property is 22 acres and located on the northwest corner of the intersection of Sand Hill Road and Sardis Road in Asheville, NC. The proposed school is planned to enroll 85 students, grades fifth through sixth (5 th -6 th ). Figure 1 shows the preliminary site plan and a site location and vicinity map are provided in Figures 2A and 2B, respectively. As a part of the due diligence process, DAVENPORT was retained to complete a transportation engineering study to assess the site for its ability to accommodate the anticipated school traffic. The following intersections were included in the study: Sardis Road at Sand Hill Road Sand Hill Road at Jacob Holme Way Jacob Holme Way at Asheville Commerce Parkway Sand Hill Road at Proposed School Access The above-mentioned intersections were analyzed for the following scenarios: 213 Existing Conditions 217 Future No Build Conditions 217 Future Build Conditions For the purposes of this analysis, the build-out year for this project was assumed to be 217. The Arrival (6:3-8:3 am) and Dismissal (2-4 pm) peaks were studied. As discussed, this report was prepared as a part of the due diligence process and is not intended to serve as the final Transportation Impact Analysis (TIA). Preliminary efforts were made to coordinate with the North Carolina Department of Transportation (NCDOT) to obtain background information and to provide general guidance regarding the proposed school site. Information regarding the property and school was provided by Buncombe County Schools. 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 2

MSD SEWER FLETCHER PARTNERS INC. PIN NO.9617739269 DB 2664/PG 62 PB 82/PG 84 FLETCHER PARTNERS INC. PIN NO.9617739269 DB 2664/PG 62 PB 82/PG 84 REMAINDER FIGURE 3 ENKA INTERMEDIATE SCHOOL CONCEPTUAL SITE DEVELOPMENT

FIGURE 2A SITE LOCATION MAP SITE INDICATOR

FIGURE 2B VICINITY MAP STUDY INTERSECTIONS EXISTING PROPOSED

2. Existing Conditions 2.1 Inventory A field investigation was conducted by DAVENPORT staff to determine the existing roadway conditions in the study area. Table 2.1 contains the results of this effort. Figure 3 illustrates the existing lane geometry. Table 2.1 - Street Inventory Facility Name Route # Typical Cross Section Pavement Width Speed Limit Maintained By Sand Hill Road SR 3412 East of Sardis Road: 2-lane undivided West of Sardis Road: 3-lane undivided with TWLTL Approx. 22 Approx. 41 45 MPH NCDOT Sardis Road SR 343 2-lane undivided Approx. 24 45 MPH NCDOT Jacob Holme Way N/A 2-lane undivided Approx. 24 Not Posted N/A Asheville Commerce Parkway N/A 2-lane undivided Approx. 24 Not Posted N/A 2.2 Existing Traffic Volumes Existing traffic volumes for this project were collected by DAVENPORT staff. Table 2.2 contains the dates these counts were conducted. For the purposes of the due diligence study, the counts were taken when school was not in session. Traffic counts were taken in five (5) minute intervals. Figure 4 shows existing Arrival and Dismissal peak hour volumes. More information can be found in the Traffic Volume Data section of the appendix. Table 2.2 - Traffic Volume Data Count Location: Date Taken: By: Sardis Road at Sand Hill Road 7/9/213 DAVENPORT Sand Hill Road at Jacob Holme Way 7/1/213 DAVENPORT Jacob Holme Way at Asheville Commerce Parkway 7/11/213 DAVENPORT 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 6

LEGEND N SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION SPEED LIMIT 45 ROADWAY TRAFFIC MOVEMENT BLACK = EXISTING GREY = UNANALYZED BLUE = PROPOSED ARRIVAL / DISMISSAL PEAKS Asheville Commerce Parkway Jacob Holme Way Sand Hill Road 2% SPEED LIMIT 45 Sand Hill Road Sardis Road SPEED LIMIT 45 Driveway FULL 75' 85' TWLTL TWLTL TWLTL TWLTL FIGURE 3 EXISTING LANE GEOMETRY ENKA INTERMEDIATE SCHOOL *** NOT TO SCALE *** This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. PROJECT NUMBER 13-71

LEGEND N SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION ROADWAY TRAFFIC MOVEMENT BLACK = EXISTING GREY = UNANALYZED BLUE = PROPOSED ARRIVAL / DISMISSAL PEAKS 6 / 6 7 / 11 Asheville Commerce Parkway Jacob Holme Way 12 / 6 37 / 11 Sand Hill Road 2% 3 / 6 1 / 11 38 / 12 276 / 572 Sand Hill Road 82 / 79 128 / 119 61 / 169 261 / 512 Sardis Road 11 / 4 496 / 397 3 / 7 / 1 7 / 2 81 / 9 432 / 32 Driveway FIGURE 4 EXISTING TRAFFIC VOLUMES ENKA INTERMEDIATE SCHOOL *** NOT TO SCALE *** This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. PROJECT NUMBER 13-71

3. Approved Developments and Committed Improvements 3.1 Approved Developments Approved developments are developments that have been recently approved in the area, but not yet constructed. For the purposes of this analysis, the 2% annual traffic growth rate was considered adequate to account for future traffic. 3.2 Committed Improvements Committed Improvements are improvements that are planned by NCDOT, City of Asheville, or a developer in the area, but not yet constructed. Per NCDOT, there are no committed improvements in the vicinity of the project. 4. Methodology 4.1 Base Assumptions and Standards In general, the analysis for this project was conducted utilizing commonly accepted NCDOT standards. The following table contains a summary of the base assumptions: Table 4.1 - Assumptions Background Traffic Annual Growth Rate 2.% per year for all roadways Analysis Software Synchro/SimTraffic Version 7. Lane widths 12-feet Truck percentages 2% The analysis periods for this project were the Arrival peak (6:3 8:3 AM) and the Dismissal peak (2 4 PM). A peak hour factor of.9 was utilized for typical movements,.7 was used for movements affected by both typical traffic and proposed school traffic, and.5 was used for those movements affected primarily by school traffic. This allows the simulation model to give a more accurate result and depicts the instantaneous spike in traffic as a result of all students arriving during the same time period. 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 9

4.2 Trip Generation This planned school will consist of 85 students: 425 fifth (5th) grade students, and 425 sixth (6 th ) grade students. The NCDOT Traffic Engineering Branch has compiled a database for school operation in North Carolina based on numerous studies conducted by the Municipal & School Transportation Assistance Unit (MSTA). NCDOT has developed a school trip calculator based on this database. This trip calculator is generally accepted as standard for school trip generation in North Carolina because it is specific to this region of the country. Projections from the MSTA school traffic generator were used for the purpose of this study. Land Use Intermediate School (Grades 5th & 6th) Table 7.1 - Trip Generation Enka Intermediate School 24 Hour Arrival (AM) Average Weekday Driveway Volumes Two-Way Peak Hour Student Population 4.3 Trip Distribution Number of Buses Staff Members Dismissal Peak Hour Volume Enter Exit Enter Exit 85 18 11 1,13 421 32 13 148 Total Unadjusted Trips 1,13 421 32 13 148 Site trips for the proposed school were distributed based on information provided by Buncombe County Schools, existing traffic patterns, and engineering judgment. The trip distribution model for this project can be found in Figure 5A for the parent/staff vehicles and Figure 5B for the school buses. The directional distributions for the site trips used for this study are as follows: 5% to and from the west on Sand Hill Road 3% to and from the north on Sand Hill Road 2% to and from the east on Sardis Road 4.4 Future No Build Traffic The 217 future no build traffic volumes were computed by applying a 2.% compounded annual growth rate to the 213 existing traffic volumes. Figure 6 shows 217 future no build traffic volumes for Arrival and Dismissal peaks. 4.5 Total Traffic The 217 build-out traffic volume was obtained by summing the 217 future no build volumes and site trips due to the proposed project. Site trips are shown in Figures 7A, 7B, and 7C and future build volume totals are shown in Figure 8. More information can be found in the Traffic Volume Data section of the appendix. 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 1

N 3% LEGEND SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION ROADWAY TRAFFIC MOVEMENT BLACK = EXISTING GREY = UNANALYZED BLUE = PROPOSED Asheville Commerce Sand Hill Road % DESTINATION NODE Parkway 3% IN 1% IN 2% Jacob Holme Way 5% IN School Exit 3% OUT 7% OUT 3%IN + 5% OUT 2% OUT 3% OUT 5% 5% OUT Sand Hill Road 2% IN Sardis Road 2% 5% IN Driveway FIGURE 5A TRIP DISTRIBUTION (PARENT&STAFF VEHICLES) ENKA INTERMEDIATE SCHOOL *** NOT TO SCALE *** This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. PROJECT NUMBER 13-71

N 3% LEGEND SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION ROADWAY TRAFFIC MOVEMENT 1% OUT Asheville Commerce Parkway Sand Hill Road % BLACK = EXISTING GREY = UNANALYZED BLUE = PROPOSED DESTINATION NODE 3% IN 1% IN Jacob Holm me Way School Exit 5% OUT 5% OUT 3% OUT 5% 5% IN 5% IN Sand Hill Road 3% OUT 2% OUT 2% IN Sardis Road 2% Driveway 3% IN FIGURE 5B TRIP DISTRIBUTION (SCHOOL BUSES) ENKA INTERMEDIATE SCHOOL *** NOT TO SCALE *** This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. PROJECT NUMBER 13-71

LEGEND N SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION ROADWAY TRAFFIC MOVEMENT BLACK = EXISTING GREY = UNANALYZED BLUE = PROPOSED 6 / 6 8 / 12 Asheville Commerce Sand Hill Road ARRIVAL / DISMISSAL PEAKS Parkway Jacob Holme Way 13 / 6 4 / 12 School Exit 227 / 214 154 / 28 3 / 6 11 / 12 41 / 13 299 / 619 Sand Hill Road 89 / 86 139 / 129 66 / 183 283 / 554 Sardis Road 12 / 4 537 / 43 3 / 8 / 1 8 / 2 88 / 97 468 / 346 Driveway FIGURE 6 217 FUTURE NO BUILD VOLUMES ENKA INTERMEDIATE SCHOOL *** NOT TO SCALE *** This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. PROJECT NUMBER 13-71

LEGEND N SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION ROADWAY TRAFFIC MOVEMENT BLACK = EXISTING GREY = UNANALYZED BLUE = PROPOSED Asheville Commerce Sand Hill Road ARRIVAL / DISMISSAL PEAKS Parkway Jacob Holme Way 32 / 13 School Exit 91 / 39 211 / 91 91 / 39 91 / 39 151 / 65 151 / 65 Sand Hill Road 242 / 14 6 / 26 6 / 26 Sardis Road 151 / 65 Driveway FIGURE 7A PARENT TRIPS ENKA INTERMEDIATE SCHOOL *** NOT TO SCALE *** This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. PROJECT NUMBER 13-71

LEGEND N SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION ROADWAY TRAFFIC MOVEMENT BLACK = EXISTING GREY = UNANALYZED BLUE = PROPOSED Asheville Commerce Sand Hill Road ARRIVAL / DISMISSAL PEAKS Parkway Jacob Holme Way 11 / School Exit 3 51 / Sand Hill Road 3 2 Sardis Road 51 / Driveway FIGURE 7B STAFF TRIPS ENKA INTERMEDIATE SCHOOL *** NOT TO SCALE *** This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. PROJECT NUMBER 13-71

LEGEND N SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION ROADWAY TRAFFIC MOVEMENT BLACK = EXISTING GREY = UNANALYZED BLUE = PROPOSED / 18 Asheville Commerce Sand Hill Road ARRIVAL / DISMISSAL PEAKS Parkway Jacob Holme Way 18 / School Exit 5 / / 5 / 9 / 9 9 / Sand Hill Road 5 / 4 / Sardis Road 9 / / 5 / 4 Driveway FIGURE 7C BUS TRIPS ENKA INTERMEDIATE SCHOOL *** NOT TO SCALE *** This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. PROJECT NUMBER 13-71

LEGEND N SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION ROADWAY TRAFFIC MOVEMENT BLACK = EXISTING GREY = UNANALYZED BLUE = PROPOSED 6 / 6 8 / 3 Asheville Commerce Sand Hill Road ARRIVAL / DISMISSAL PEAKS Parkway Jacob Holme Way 13 / 6 461 / 142 School Exit 91 / 39 211 / 91 354 / 253 244 / 325 3 / 15 11 / 21 252 / 78 45 / 684 Sand Hill Road 366 / 19 199 / 155 66 / 183 367 / 58 Sardis Road 222 / 69 537 / 43 3 / 8 / 1 8 / 2 88 / 13 468 / 35 Driveway FIGURE 8 217 BUILD VOLUMES ENKA INTERMEDIATE SCHOOL *** NOT TO SCALE *** This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. PROJECT NUMBER 13-71

5. Capacity Analysis 5.1 Level of Service Evaluation Criteria The Transportation Research Board s Highway Capacity Manual (HCM) utilizes a term level of service to measure how traffic operates in intersections and on roadway segments. There are currently six levels of service ranging from A to F. Level of service A represents the best conditions and Level of Service F represents the worst. Synchro Traffic Modeling software was used to determine the level of service for studied intersections. Note for unsignalized intersection analysis, the level of service noted is for the worst approach of the intersection. This is typically the left turn movement for the side street approach, due to the number of opposing movements. All worksheet reports from the analyses can be found in the Appendix. Table 5.1 Highway Capacity Manual Levels of Service and Control Delay Criteria Level of Service Signalized Intersection Control Delay Per vehicle (sec) Unsignalized Intersection Level of Service Delay Range (sec) A 1 A 1 B > 1 and 2 B > 1 and 15 C > 2 and 35 C > 15 and 25 D > 35 and 55 D > 25 and 35 E > 55 and 8 E > 35 and 5 F > 8 F > 5 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 18

5.2 Discussion of Results The results of the study are discussed by intersection below: 5.2.1 Sardis Road at Sand Hill Road This signalized intersection currently operates at LOS A during the AM peak and at LOS B during the PM peak. In 217 future no build conditions, this is anticipated to remain unchanged. With the addition of future site traffic, LOS B is expected in the AM peak and LOS C is expected in the PM peak. The traffic simulation model using Sim Traffic software indicated potential queuing issues for the southbound approach during the AM peak and the westbound approach during the PM peak. There are currently 169 westbound right turns from Sardis Road turning north onto Sand Hill Road during the Dismissal peak. Given that the proposed access on Sand Hill Road is an exit only, it is anticipated that the school will not contribute any additional traffic to the westbound right turn movement. Therefore, the need for a westbound right turn lane is a background condition and not a direct result of school traffic and it is recommended as a background improvement. The following improvements are recommended for this intersection: Extend the existing southbound left turn lane on Sand Hill Road to the proposed school exit driveway (approximately 3 feet). Coordinate and optimize traffic signal in order to accommodate future traffic volumes. Background improvement: Provide a westbound right turn lane on Sardis Road with 75 feet of storage and appropriate taper. 5.2.2 Sand Hill Road at Jacob Holme Way This signalized intersection currently operates at LOS A during the AM and PM peaks. In 217 future no build conditions, this is expected to remain unchanged. With the addition of future site traffic, LOS C is expected in the AM peak and LOS B is expected in the PM peak. Based on Sim Traffic model results, queuing is anticipated for the eastbound and westbound approaches of Sand Hill Road. The following improvements are recommended: Provide a westbound right turn lane with 3 feet of storage and appropriate taper. Restripe eastbound approach to lengthen existing left turn lane to 4 feet of storage (currently striped as a two-way left-turn lane). Coordinate and optimize traffic signal in order to accommodate future traffic volumes. 5.2.3 Jacob Holme Way at Asheville Commerce Parkway This westbound approach of this unsignalized intersection currently operates at LOS A during the AM and PM peaks. In 217 future no build conditions, this is anticipated to remain unchanged. With the addition of future site traffic, LOS B is expected in the AM peak and LOS A in the PM peak. The traffic simulation model using Sim Traffic software does not indicate any queuing issues. No improvements are recommended at this intersection. 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 19

5.2.4 Sand Hill Road at Proposed School Exit This proposed school exit is expected to operate at LOS D in the Arrival peak and LOS B in the Dismissal peak. With the recommended improvements previously discussed in place, no queuing issues are anticipated. The separate left and right turn exit lanes as shown in the preliminary site plan will be adequate. Sand Hill Road at Proposed School Access looking south 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 2

5.3 Level of Service Summary Table 5.2 summarizes the level of service analysis at the study intersections: Table 5.2 - Level of Service Summary AM Peak 213 Existing 217 Future No Build 217 Future Build 217 Build with Improvements Sardis Road at Sand Hill Road A (9.4) A (9.8) B (19.9) C (26.8) Sand Hill Road at Jacob Holme Way A (3) A (3.1) C (34.7) A (6.6) Jacob Holme Way & Asheville Commerce Parkway A (8.7) WB Approach A (8.8) WB Approach B (11.8) WB Approach Sand Hill Road at Proposed School Exit D (27.5) EB Approach Dismissal Peak 213 Existing 217 Future No Build 217 Future Build 217 Build with Improvements Sardis Road at Sand Hill Road B (14.1) B (16.7) C (33) C (21.4) Sand Hill Road at Jacob Holme Way A (3.1) A (4.3) B (19.5) A (8.1) Jacob Holme Way & Asheville Commerce Parkway A (8.7) WB Approach A (8.7) WB Approach A (9.6) WB Approach Sand Hill Road at Proposed School Exit B (14) EB Approach LOS (delay in seconds) Note for unsignalized conditions, LOS and delay indicates only minor street approach with longest delay 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 21

6. Internal Circulation As previously discussed, this study was carried out in order to assess the site s ability to accommodate the anticipated school traffic. The proposed Enka Intermediate School has capacity for a total student population of 85. While school buses (18 buses are anticipated) will provide transportation to and from school, many students will arrive by private (parent) vehicle transportation. As indicated in the preliminary site plan, vehicles will enter from Jacob Holme Way and exit onto Sand Hill Road during arrival and dismissal times. The preliminary site plan shows that two (2) entering lanes with approximately 1,37 feet of storage each will be provided. Parents will then exit onto Sand Hill Road where a separate right turn and left turn lane will be provided. The staff vehicles will also utilize the main entrance that the parent vehicles use. Parking is provided off of the main driveway. The school buses will enter the school site from Asheville Commerce Parkway where they will have access to the bus loading area, separate from the main driveway for entering vehicles. The NCDOT Division of Mobility and Safety has compiled a database for school operation in North Carolina based on numerous studies conducted by the MSTA Unit. Projections from the MSTA school traffic generator indicate that with a student population of 85, the school should require a queue storage length of 1,77 feet. The traffic circulation pattern as indicated on the preliminary site plan provides approximately 2,74 feet of stacking distance from the drop-off / pick-up loading zone upstream to the bus access on Asheville Commerce Parkway. This satisfies the MSTA queue storage requirement. This assessment is based off of the preliminary site plan for due diligence. During more detailed site planning, a more detailed Sim Traffic simulation will be carried out based on typical MSTA criteria, to determine if the projected queues will be contained on site. The following table summarizes the required and provided queue storage lengths. Table 6.1 School Loading Zone Queue Summary Student Capacity MSTA Desired Queue * (based on MSTA calculator) Provided Queue Storage 85 students 1,77 feet 2,74 feet * Based on MSTA School Traffic Calculator queue plus 25% to account for queues during rainy day or high demand day 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 22

We offer the following recommendations for the development of the site plan related to the loading zones and traffic circulation: We recommend marking the student loading zone approximately 16 feet to accommodate 5 loading bays. The loading zone should be identified by installing 4-inch wide solid white pavement markings. Each bay should be a minimum of 8 feet wide from the edge of the curb, and a length of 3 feet. A minimum of a 1 foot wide sidewalk should be provided in this area to allow adequate width for a vehicle door opening and students to walk safely along the sidewalk. We recommend 2 feet of spacing to be provided to allow vehicle maneuvering from the beginning of the loading zone to the first vehicle bay and from the end of the last loading bay to the stop bar back onto the two-lane driveway. Provide short term/visitor parking past the loading zone per MSTA guidelines. Implement an organized loading process to expedite drop-off and pick-up process. Use a school resource traffic officer with cones/flags to stop and direct vehicles to the loading zone. Place traffic cones during pick up and drop off periods as appropriate to reinforce traffic pattern and prevent vehicle conflicts. Jacob Holme Way at Asheville Commerce Parkway looking south 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 23

7. Summary and Conclusion Buncombe County Schools is considering a potential property purchase for a new Enka Intermediate School. The property is 22 acres and located on the northwest corner of the intersection of Sand Hill Road and Sardis Road in Asheville, NC. The proposed school is planned to enroll 85 students, grades fifth through sixth (5 th -6 th ). The site plan shows two (2) site access points, one located off Sand Hill Road and a bus access located off Asheville Commerce Parkway. Figure 1 shows the site plan. As a part of the due diligence process, DAVENPORT was retained to complete a transportation engineering study to assess the site for its ability to accommodate the anticipated school traffic. This analysis was carried out for full build of the proposed site. The recommended improvements are summarized in Table 7.1. Improvements are shown in Figure 9. In conclusion, the preliminary site plan is anticipated to accommodate the traffic associated with the proposed school. With the recommended improvements in place, the roadways within the study area are anticipated to be able to accommodate future traffic volumes with the school. At the time of more detailed site planning, DAVENPORT will provide an updated analysis with recommendations, including more detailed recommendations for internal circulation, loading operations, and other site considerations. Sand Hill Road at Proposed School Access looking north 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 24

Table 7.1 - Recommended Improvement Summary Sardis Road at Sand Hill Road Sand Hill Road at Jacob Holme Way Jacob Holme Way at Asheville Commerce Parkway Sand Hill Road at Proposed School Exit Internal Circulation, Loading Zone and Site Plan Extend the existing southbound left turn lane to the proposed school exit driveway (approximately 3 feet). Coordinate and optimize traffic signal in order to accommodate future traffic volumes. Background Improvement: Provide a westbound right turn lane on Sardis Road with 75 feet of storage and appropriate taper. Provide a westbound right turn lane with 3 feet of storage and appropriate taper. Restripe eastbound approach to lengthen existing left turn lane to 4 feet of storage (currently striped as a two-way left-turn lane). Coordinate and optimize traffic signal in order to accommodate future traffic volumes. None. Provide separate right and left exiting turn lanes on Proposed School Exit. We recommend marking the student loading zone approximately 16 feet to accommodate 5 loading bays. The loading zone should be identified by installing 4-inch wide solid white pavement markings. Each bay should be a minimum of 8 feet wide from the edge of the curb, and a length of 3 feet. A minimum of a 1 foot wide sidewalk should be provided in this area to allow adequate width for a vehicle door opening and students to walk safely along the sidewalk. We recommend 2 feet of spacing to be provided to allow vehicle maneuvering from the beginning of the loading zone to the first vehicle bay and from the end of the last loading bay to the stop bar back onto the two-lane driveway. Provide short term/visitor parking past the loading zone per MSTA guidelines. Implement an organized loading process to expedite drop-off and pickup process. Use a school resource traffic officer with cones/flags to stop and direct vehicles to the loading zone. Place traffic cones during pick up and drop off periods as appropriate to reinforce traffic pattern and prevent vehicle conflicts. 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 25

LEGEND N SIGNALIZED INTERSECTION UNSIGNALIZED INTERSECTION SPEED LIMIT 45 ROADWAY TRAFFIC MOVEMENT BLACK = EXISTING GREY = UNANALYZED BLUE = PROPOSED ARRIVAL / DISMISSAL PEAKS Asheville Commerce Parkway Sand Hill Road 85' Jacob Holme Way School Exit 2% ~3' Background Improvement SPEED LIMIT 45 TWLTL 3' Sand Hill Road TWLTL TWLTL FULL FULL 75' Sardis Road TWLTL SPEED LIMIT 45 Driveway - Coordinate and optimize traffic signals in order to accomodate future traffic volumes. - Restripe eastbound left turn lane to include 4 feet of storage. *** NOT TO SCALE *** Coordinate and optimize traffic signals in order to accomodate future traffic volumes. This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. FIGURE 9 RECOMMENDED IMPROVEMENTS ENKA INTERMEDIATE SCHOOL PROJECT NUMBER 13-71

Appendix 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 27

Level of Service Analysis 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 28

Sardis Road at Sand Hill Road 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 29

Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 81 432 261 61 128 82 Ideal Flow (vphpl) 19 19 19 19 19 19 Storage Length (ft) 1 75 Storage Lanes 1 1 1 Taper Length (ft) 1 25 1 25 Lane Util. Factor 1. 1. 1. 1. 1. 1. Frt.974.85 Flt Protected.95.95 Satd. Flow (prot) 177 1863 1814 177 1583 Flt Permitted.487.95 Satd. Flow (perm) 97 1863 1814 177 1583 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 45 45 45 Link Distance (ft) 1686 122 854 Travel Time (s) 25.5 18.2 12.9 Peak Hour Factor.9.9.9.9.9.9 Adj. Flow (vph) 9 48 29 68 142 91 Shared Lane Traffic (%) Lane Group Flow (vph) 9 48 358 142 91 Turn Type pm+pt pm+ov Protected Phases 5 2 6 4 5 Permitted Phases 2 4 Detector Phase 5 2 6 4 5 Switch Phase Minimum Initial (s) 7. 12. 12. 7. 7. Minimum Split (s) 12.1 18.1 17.3 12.1 12.1 Total Split (s) 15. 75. 6.. 2. 15. Total Split (%) 15.8% 78.9% 63.2%.% 21.1% 15.8% Maximum Green (s) 9.9 68.9 54.7 15.1 9.9 Yellow Time (s) 3. 4.9 4.1 3. 3. All-Red Time (s) 2.1 1.2 1.2 1.9 2.1 Lost Time Adjust (s) -2. -2. -2. -2. -2. -2. Total Lost Time (s) 3.1 4.1 3.3 2. 2.9 3.1 Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2. 6. 6. 2. 2. Minimum Gap (s) 2. 3. 3. 2. 2. Time Before Reduce (s). 15. 15... Time To Reduce (s). 45. 45... Recall Mode None Min Min None None Act Effct Green (s) 35. 34.9 26.2 11.1 2.3 Actuated g/c Ratio.72.72.54.23.42 v/c Ratio.11.36.37.35.14 Control Delay 3.9 5.1 11.8 21.1 9.7 Queue Delay..... Total Delay 3.9 5.1 11.8 21.1 9.7 LOS A A B C A 13-71 Enka Intermediate School AM Existing Mary Morgan, PE; Chris Reich, EI Page 1

Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Approach Delay 4.9 11.8 16.6 Approach LOS A B B Queue Length 5th (ft) 7 51 7 35 14 Queue Length 95th (ft) 21 116 15 9 43 Internal Link Dist (ft) 166 1122 774 Turn Bay Length (ft) 1 75 Base Capacity (vph) 99 1863 1778 649 675 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.1.26.2.22.13 Intersection Summary Area Type: Other Cycle Length: 95 Actuated Cycle Length: 48.7 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.37 Intersection Signal Delay: 9.4 Intersection Capacity Utilization 4.4% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 1: Sand Hill Road & Sardis Road 13-71 Enka Intermediate School AM Existing Mary Morgan, PE; Chris Reich, EI Page 2

Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 88 468 283 66 139 89 Ideal Flow (vphpl) 19 19 19 19 19 19 Storage Length (ft) 1 75 Storage Lanes 1 1 1 Taper Length (ft) 1 25 1 25 Lane Util. Factor 1. 1. 1. 1. 1. 1. Frt.975.85 Flt Protected.95.95 Satd. Flow (prot) 177 1863 1816 177 1583 Flt Permitted.463.95 Satd. Flow (perm) 862 1863 1816 177 1583 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 45 45 45 Link Distance (ft) 1686 122 854 Travel Time (s) 25.5 18.2 12.9 Peak Hour Factor.9.9.9.9.9.9 Adj. Flow (vph) 98 52 314 73 154 99 Shared Lane Traffic (%) Lane Group Flow (vph) 98 52 387 154 99 Turn Type pm+pt pm+ov Protected Phases 5 2 6 4 5 Permitted Phases 2 4 Detector Phase 5 2 6 4 5 Switch Phase Minimum Initial (s) 7. 12. 12. 7. 7. Minimum Split (s) 12.1 18.1 17.3 12.1 12.1 Total Split (s) 15. 75. 6.. 2. 15. Total Split (%) 15.8% 78.9% 63.2%.% 21.1% 15.8% Maximum Green (s) 9.9 68.9 54.7 15.1 9.9 Yellow Time (s) 3. 4.9 4.1 3. 3. All-Red Time (s) 2.1 1.2 1.2 1.9 2.1 Lost Time Adjust (s) -2. -2. -2. -2. -2. -2. Total Lost Time (s) 3.1 4.1 3.3 2. 2.9 3.1 Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2. 6. 6. 2. 2. Minimum Gap (s) 2. 3. 3. 2. 2. Time Before Reduce (s). 15. 15... Time To Reduce (s). 45. 45... Recall Mode None Min Min None None Act Effct Green (s) 36.7 36.4 27.6 11.6 2.9 Actuated g/c Ratio.73.72.55.23.41 v/c Ratio.12.39.39.38.15 Control Delay 4.1 5.4 12.2 22.3 1.4 Queue Delay..... Total Delay 4.1 5.4 12.2 22.3 1.4 LOS A A B C B 13-71 Enka Intermediate School AM Future No Build Mary Morgan, PE; Chris Reich, EI Page 1

Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Approach Delay 5.2 12.2 17.6 Approach LOS A B B Queue Length 5th (ft) 8 59 79 4 16 Queue Length 95th (ft) 24 135 171 11 48 Internal Link Dist (ft) 166 1122 774 Turn Bay Length (ft) 1 75 Base Capacity (vph) 884 1863 1762 634 667 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.11.28.22.24.15 Intersection Summary Area Type: Other Cycle Length: 95 Actuated Cycle Length: 5.5 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.39 Intersection Signal Delay: 9.8 Intersection Capacity Utilization 42.4% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 1: Sand Hill Road & Sardis Road 13-71 Enka Intermediate School AM Future No Build Mary Morgan, PE; Chris Reich, EI Page 2

Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 88 468 367 66 199 366 Ideal Flow (vphpl) 19 19 19 19 19 19 Storage Length (ft) 7 75 Storage Lanes 1 1 1 Taper Length (ft) 1 1 1 1 Lane Util. Factor 1. 1. 1. 1. 1. 1. Frt.979.85 Flt Protected.95.95 Satd. Flow (prot) 177 1863 1824 177 1583 Flt Permitted.22.95 Satd. Flow (perm) 376 1863 1824 177 1583 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 45 45 45 Link Distance (ft) 1396 799 364 Travel Time (s) 21.2 12.1 5.5 Peak Hour Factor.7.7.7.7.7.7 Adj. Flow (vph) 126 669 524 94 284 523 Shared Lane Traffic (%) Lane Group Flow (vph) 126 669 618 284 523 Turn Type pm+pt pm+ov Protected Phases 5 2 6 4 5 Permitted Phases 2 4 Detector Phase 5 2 6 4 5 Switch Phase Minimum Initial (s) 7. 12. 12. 7. 7. Minimum Split (s) 14.1 19. 19. 14. 14.1 Total Split (s) 15. 75. 6.. 2. 15. Total Split (%) 15.8% 78.9% 63.2%.% 21.1% 15.8% Maximum Green (s) 9.9 68.9 54.7 15.1 9.9 Yellow Time (s) 3. 4.9 4.1 3. 3. All-Red Time (s) 2.1 1.2 1.2 1.9 2.1 Lost Time Adjust (s) -2. -2. -2. -2. -2. -2. Total Lost Time (s) 3.1 4.1 3.3 2. 2.9 3.1 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2. 6. 6. 2. 2. Minimum Gap (s) 2. 3. 3. 2. 2. Time Before Reduce (s). 15. 15... Time To Reduce (s). 45. 45... Recall Mode None Min Min None None Act Effct Green (s) 5. 49. 34.6 16.5 31.5 Actuated g/c Ratio.69.67.48.23.43 v/c Ratio.26.53.71.71.76 Control Delay 5. 7.7 2. 39.2 28.7 Queue Delay..... Total Delay 5. 7.7 2. 39.2 28.7 LOS A A C D C 13-71 Enka Intermediate School AM Future Build Mary Morgan, PE; Chris Reich, EI Page 1

Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Approach Delay 7.3 2. 32.4 Approach LOS A C C Queue Length 5th (ft) 16 132 21 117 189 Queue Length 95th (ft) 23 129 21 172 268 Internal Link Dist (ft) 1316 719 284 Turn Bay Length (ft) 7 75 Base Capacity (vph) 491 176 1447 424 687 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.26.38.43.67.76 Intersection Summary Area Type: Other Cycle Length: 95 Actuated Cycle Length: 72.6 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.76 Intersection Signal Delay: 19.9 Intersection Capacity Utilization 52.7% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service A Splits and Phases: 1: Sand Hill Road & Sardis Road 13-71 Enka Intermediate School AM Future Build Mary Morgan, PE; Chris Reich, EI Page 2

Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 88 468 367 66 199 366 Ideal Flow (vphpl) 19 19 19 19 19 19 Storage Length (ft) 2 75 Storage Lanes 1 1 1 1 Taper Length (ft) 1 1 1 1 Lane Util. Factor 1. 1. 1. 1. 1. 1. Frt.85.85 Flt Protected.95.95 Satd. Flow (prot) 177 1863 1863 1583 177 1583 Flt Permitted.296.95 Satd. Flow (perm) 551 1863 1863 1583 177 1583 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 45 45 45 Link Distance (ft) 1288 846 295 Travel Time (s) 19.5 12.8 4.5 Peak Hour Factor.7.7.7.7.7.7 Adj. Flow (vph) 126 669 524 94 284 523 Shared Lane Traffic (%) Lane Group Flow (vph) 126 669 524 94 284 523 Turn Type pm+pt pm+ov pm+ov Protected Phases 5 2 6 4 4 5 Permitted Phases 2 6 4 Detector Phase 5 2 6 4 4 5 Switch Phase Minimum Initial (s) 7. 12. 12. 7. 7. 7. Minimum Split (s) 14.1 19. 19. 14. 14. 14.1 Total Split (s) 34. 87. 53. 33. 33. 34. Total Split (%) 28.3% 72.5% 44.2% 27.5% 27.5% 28.3% Maximum Green (s) 27. 8. 46. 26. 26. 27. Yellow Time (s) 5. 5. 5. 5. 5. 5. All-Red Time (s) 2. 2. 2. 2. 2. 2. Lost Time Adjust (s) -2. -2. -2. -2. -2. -2. Total Lost Time (s) 5. 5. 5. 5. 5. 5. Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2. 6. 6. 2. 2. 2. Minimum Gap (s) 2. 3. 3. 2. 2. 2. Time Before Reduce (s). 15. 15.... Time To Reduce (s). 45. 45.... Recall Mode None C-Min C-Min None None None Act Effct Green (s) 85.6 85.6 6.8 9.2 24.4 49.2 Actuated g/c Ratio.71.71.51.75.2.41 v/c Ratio.21.5.56.8.79.81 Control Delay 6.5 9.5 25.8 5.2 61. 4.3 Queue Delay...... Total Delay 6.5 9.5 25.8 5.2 61. 4.3 LOS A A C A E D 13-71 Enka Intermediate School AM Future Build with Improvements Mary Morgan, PE; Chris Reich, EI Page 1

Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Approach Delay 9. 22.6 47.6 Approach LOS A C D Queue Length 5th (ft) 3 23 275 17 28 346 Queue Length 95th (ft) 36 166 323 32 22 272 Internal Link Dist (ft) 128 766 215 Turn Bay Length (ft) 2 75 Base Capacity (vph) 688 1331 944 1239 415 771 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.18.5.56.8.68.68 Intersection Summary Area Type: Other Cycle Length: 12 Actuated Cycle Length: 12 Offset: 3 (3%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 6 Control Type: Actuated-Coordinated Maximum v/c Ratio:.81 Intersection Signal Delay: 26.8 Intersection LOS: C Intersection Capacity Utilization 5.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: Sand Hill Road & Sardis Road 13-71 Enka Intermediate School AM Future Build with Improvements Mary Morgan, PE; Chris Reich, EI Page 2

Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 9 32 512 169 119 79 Ideal Flow (vphpl) 19 19 19 19 19 19 Storage Length (ft) 1 75 Storage Lanes 1 1 1 Taper Length (ft) 1 25 1 25 Lane Util. Factor 1. 1. 1. 1. 1. 1. Frt.966.85 Flt Protected.95.95 Satd. Flow (prot) 177 1863 1799 177 1583 Flt Permitted.23.95 Satd. Flow (perm) 428 1863 1799 177 1583 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 45 45 45 Link Distance (ft) 1686 122 854 Travel Time (s) 25.5 18.2 12.9 Peak Hour Factor.9.9.9.9.9.9 Adj. Flow (vph) 1 356 569 188 132 88 Shared Lane Traffic (%) Lane Group Flow (vph) 1 356 757 132 88 Turn Type pm+pt pm+ov Protected Phases 5 2 6 4 5 Permitted Phases 2 4 Detector Phase 5 2 6 4 5 Switch Phase Minimum Initial (s) 7. 12. 12. 7. 7. Minimum Split (s) 12.1 18.1 17.3 12.1 12.1 Total Split (s) 15. 75. 6.. 2. 15. Total Split (%) 15.8% 78.9% 63.2%.% 21.1% 15.8% Maximum Green (s) 9.9 68.9 54.7 15.1 9.9 Yellow Time (s) 3. 4.9 4.1 3. 3. All-Red Time (s) 2.1 1.2 1.2 1.9 2.1 Lost Time Adjust (s) -2. -2. -2. -2. -2. -2. Total Lost Time (s) 3.1 4.1 3.3 2. 2.9 3.1 Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2. 6. 6. 2. 2. Minimum Gap (s) 2. 3. 3. 2. 2. Time Before Reduce (s). 15. 15... Time To Reduce (s). 45. 45... Recall Mode None Min Min None None Act Effct Green (s) 56.1 52.7 43.4 12.4 22.3 Actuated g/c Ratio.78.73.6.17.31 v/c Ratio.19.26.7.44.18 Control Delay 4.6 3.9 15.9 35. 2.2 Queue Delay..... Total Delay 4.6 3.9 15.9 35. 2.2 LOS A A B D C 13-71 Enka Intermediate School PM Existing Mary Morgan, PE; Chris Reich, EI Page 1

Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Approach Delay 4.1 15.9 29.1 Approach LOS A B C Queue Length 5th (ft) 9 39 22 51 25 Queue Length 95th (ft) 24 84 434 127 73 Internal Link Dist (ft) 166 1122 774 Turn Bay Length (ft) 1 75 Base Capacity (vph) 576 1716 1448 436 496 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.17.21.52.3.18 Intersection Summary Area Type: Other Cycle Length: 95 Actuated Cycle Length: 72.3 Natural Cycle: 6 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.7 Intersection Signal Delay: 14.1 Intersection Capacity Utilization 59.7% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service B Splits and Phases: 1: Sand Hill Road & Sardis Road 13-71 Enka Intermediate School PM Existing Mary Morgan, PE; Chris Reich, EI Page 2

Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 97 346 554 183 129 86 Ideal Flow (vphpl) 19 19 19 19 19 19 Storage Length (ft) 1 75 Storage Lanes 1 1 1 Taper Length (ft) 1 25 1 25 Lane Util. Factor 1. 1. 1. 1. 1. 1. Frt.967.85 Flt Protected.95.95 Satd. Flow (prot) 177 1863 181 177 1583 Flt Permitted.179.95 Satd. Flow (perm) 333 1863 181 177 1583 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 45 45 45 Link Distance (ft) 1686 122 854 Travel Time (s) 25.5 18.2 12.9 Peak Hour Factor.9.9.9.9.9.9 Adj. Flow (vph) 18 384 616 23 143 96 Shared Lane Traffic (%) Lane Group Flow (vph) 18 384 819 143 96 Turn Type pm+pt pm+ov Protected Phases 5 2 6 4 5 Permitted Phases 2 4 Detector Phase 5 2 6 4 5 Switch Phase Minimum Initial (s) 7. 12. 12. 7. 7. Minimum Split (s) 12.1 18.1 17.3 12.1 12.1 Total Split (s) 15. 75. 6.. 2. 15. Total Split (%) 15.8% 78.9% 63.2%.% 21.1% 15.8% Maximum Green (s) 9.9 68.9 54.7 15.1 9.9 Yellow Time (s) 3. 4.9 4.1 3. 3. All-Red Time (s) 2.1 1.2 1.2 1.9 2.1 Lost Time Adjust (s) -2. -2. -2. -2. -2. -2. Total Lost Time (s) 3.1 4.1 3.3 2. 2.9 3.1 Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2. 6. 6. 2. 2. Minimum Gap (s) 2. 3. 3. 2. 2. Time Before Reduce (s). 15. 15... Time To Reduce (s). 45. 45... Recall Mode None Min Min None None Act Effct Green (s) 58.4 57.4 44.6 12.9 26.3 Actuated g/c Ratio.75.74.58.17.34 v/c Ratio.24.28.79.49.18 Control Delay 6.1 4. 19.8 38. 21.5 Queue Delay..... Total Delay 6.1 4. 19.8 38. 21.5 LOS A A B D C 13-71 Enka Intermediate School PM Future No Build Mary Morgan, PE; Chris Reich, EI Page 1

Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Approach Delay 4.5 19.8 31.4 Approach LOS A B C Queue Length 5th (ft) 1 47 27 61 31 Queue Length 95th (ft) 26 92 53 137 79 Internal Link Dist (ft) 166 1122 774 Turn Bay Length (ft) 1 75 Base Capacity (vph) 487 166 1361 44 531 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.22.23.6.35.18 Intersection Summary Area Type: Other Cycle Length: 95 Actuated Cycle Length: 77.5 Natural Cycle: 6 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.79 Intersection Signal Delay: 16.7 Intersection Capacity Utilization 63.3% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service B Splits and Phases: 1: Sand Hill Road & Sardis Road 13-71 Enka Intermediate School PM Future No Build Mary Morgan, PE; Chris Reich, EI Page 2

Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 13 35 58 183 155 19 Ideal Flow (vphpl) 19 19 19 19 19 19 Storage Length (ft) 7 75 Storage Lanes 1 1 1 Taper Length (ft) 1 1 1 1 Lane Util. Factor 1. 1. 1. 1. 1. 1. Frt.968.85 Flt Protected.95.95 Satd. Flow (prot) 177 1863 183 177 1583 Flt Permitted.68.95 Satd. Flow (perm) 127 1863 183 177 1583 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 45 45 45 Link Distance (ft) 1396 799 364 Travel Time (s) 21.2 12.1 5.5 Peak Hour Factor.7.7.7.7.7.7 Adj. Flow (vph) 147 5 829 261 221 271 Shared Lane Traffic (%) Lane Group Flow (vph) 147 5 19 221 271 Turn Type pm+pt pm+ov Protected Phases 5 2 6 4 5 Permitted Phases 2 4 Detector Phase 5 2 6 4 5 Switch Phase Minimum Initial (s) 7. 12. 12. 7. 7. Minimum Split (s) 14.1 19. 19. 14. 14.1 Total Split (s) 15. 75. 6.. 2. 15. Total Split (%) 15.8% 78.9% 63.2%.% 21.1% 15.8% Maximum Green (s) 9.9 68.9 54.7 15.1 9.9 Yellow Time (s) 3. 4.9 4.1 3. 3. All-Red Time (s) 2.1 1.2 1.2 1.9 2.1 Lost Time Adjust (s) -2. -2. -2. -2. -2. -2. Total Lost Time (s) 3.1 4.1 3.3 2. 2.9 3.1 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2. 6. 6. 2. 2. Minimum Gap (s) 2. 3. 3. 2. 2. Time Before Reduce (s). 15. 15... Time To Reduce (s). 45. 45... Recall Mode None Min Min None None Act Effct Green (s) 71.2 7.2 56.8 15.6 29.6 Actuated g/c Ratio.77.76.61.17.32 v/c Ratio.5.35.99.74.54 Control Delay 18.7 4.8 44.4 52.9 3.3 Queue Delay..... Total Delay 18.7 4.8 44.4 52.9 3.3 LOS B A D D C 13-71 Enka Intermediate School PM Future Build Mary Morgan, PE; Chris Reich, EI Page 1

Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Approach Delay 7.9 44.4 4.5 Approach LOS A D D Queue Length 5th (ft) 28 86 ~64 126 13 Queue Length 95th (ft) 54 88 51 152 151 Internal Link Dist (ft) 1316 719 284 Turn Bay Length (ft) 7 75 Base Capacity (vph) 39 1425 113 327 519 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.48.35.99.68.52 Intersection Summary Area Type: Other Cycle Length: 95 Actuated Cycle Length: 92.8 Natural Cycle: 9 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.99 Intersection Signal Delay: 33. Intersection Capacity Utilization 66.1% Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Intersection LOS: C ICU Level of Service C Splits and Phases: 1: Sand Hill Road & Sardis Road 13-71 Enka Intermediate School PM Future Build Mary Morgan, PE; Chris Reich, EI Page 2

Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 13 35 58 183 155 19 Ideal Flow (vphpl) 19 19 19 19 19 19 Storage Length (ft) 2 1 Storage Lanes 1 1 1 1 Taper Length (ft) 1 1 1 1 Lane Util. Factor 1. 1. 1. 1. 1. 1. Frt.85.85 Flt Protected.95.95 Satd. Flow (prot) 177 1863 1863 1583 177 1583 Flt Permitted.184.95 Satd. Flow (perm) 343 1863 1863 1583 177 1583 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 45 45 45 Link Distance (ft) 1288 846 295 Travel Time (s) 19.5 12.8 4.5 Peak Hour Factor.7.7.7.9.7.7 Adj. Flow (vph) 147 5 829 23 221 271 Shared Lane Traffic (%) Lane Group Flow (vph) 147 5 829 23 221 271 Turn Type pm+pt pm+ov pm+ov Protected Phases 5 2 6 4 4 5 Permitted Phases 2 6 4 Detector Phase 5 2 6 4 4 5 Switch Phase Minimum Initial (s) 7. 12. 12. 7. 7. 7. Minimum Split (s) 14.1 19. 19. 14. 14. 14.1 Total Split (s) 18. 94. 76. 26. 26. 18. Total Split (%) 15.% 78.3% 63.3% 21.7% 21.7% 15.% Maximum Green (s) 11. 87. 69. 19. 19. 11. Yellow Time (s) 5. 5. 5. 5. 5. 5. All-Red Time (s) 2. 2. 2. 2. 2. 2. Lost Time Adjust (s) -2. -2. -2. -2. -2. -2. Total Lost Time (s) 5. 5. 5. 5. 5. 5. Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 2. 6. 6. 2. 2. 2. Minimum Gap (s) 2. 3. 3. 2. 2. 2. Time Before Reduce (s). 15. 15.... Time To Reduce (s). 45. 45.... Recall Mode None C-Min C-Min None None None Act Effct Green (s) 9.1 9.1 74.9 99.9 19.9 35.1 Actuated g/c Ratio.75.75.62.83.17.29 v/c Ratio.39.36.71.15.75.59 Control Delay 7.1 5.4 2.5 2.3 63.8 41.3 Queue Delay...... Total Delay 7.1 5.4 2.5 2.3 63.8 41.3 LOS A A C A E D 13-71 Enka Intermediate School AM Future Build with Improvements Mary Morgan, PE; Chris Reich, EI Page 1

Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Approach Delay 5.8 16.9 51.4 Approach LOS A B D Queue Length 5th (ft) 2 87 413 21 162 178 Queue Length 95th (ft) 33 97 386 43 187 187 Internal Link Dist (ft) 128 766 215 Turn Bay Length (ft) 2 1 Base Capacity (vph) 412 141 1165 1341 321 51 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.36.35.71.15.69.54 Intersection Summary Area Type: Other Cycle Length: 12 Actuated Cycle Length: 12 Offset: 4 (3%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio:.75 Intersection Signal Delay: 21.4 Intersection LOS: C Intersection Capacity Utilization 57.4% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: Sand Hill Road & Sardis Road 13-71 Enka Intermediate School AM Future Build with Improvements Mary Morgan, PE; Chris Reich, EI Page 2

Sand Hill Road at Jacob Holme Way 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 3

Lanes, Volumes, Timings 2: Sand Hill Road & Jacob Holme Way 7/31/213 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 11 496 276 38 3 7 1 3 Ideal Flow (vphpl) 19 19 19 19 19 19 19 19 19 19 19 19 Storage Length (ft) 1 Storage Lanes 1 Taper Length (ft) 1 25 25 25 25 25 25 25 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.984.92.971 Flt Protected.95.987.962 Satd. Flow (prot) 177 1863 1833 1658 174 Flt Permitted.534.93 Satd. Flow (perm) 995 1863 1833 1517 189 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 3 3 Link Distance (ft) 996 1686 333 992 Travel Time (s) 15.1 25.5 7.6 22.5 Peak Hour Factor.9.9.9.9.9.9.9.9.9.9.9.9 Adj. Flow (vph) 12 551 37 42 3 8 11 3 Shared Lane Traffic (%) Lane Group Flow (vph) 12 551 349 11 14 Turn Type pm+pt Perm Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 8 4 Detector Phase 5 2 6 8 8 4 4 Switch Phase Minimum Initial (s) 7. 1. 1. 7. 7. 7. 7. Minimum Split (s) 12.4 16.1 14.8 12.3 12.3 12.6 12.6 Total Split (s) 2. 8... 6.. 4. 4.. 4. 4.. Total Split (%) 16.7% 66.7%.%.% 5.%.% 33.3% 33.3%.% 33.3% 33.3%.% Maximum Green (s) 14.6 73.9 55.2 34.7 34.7 34.4 34.4 Yellow Time (s) 3. 4. 3.7 3. 3. 3. 3. All-Red Time (s) 2.4 2.1 1.1 2.3 2.3 2.6 2.6 Lost Time Adjust (s) -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. Total Lost Time (s) 3.4 4.1 2. 2. 2.8 2. 3.3 3.3 2. 3.6 3.6 2. Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 1. 3. 3. 1. 1. 1. 1. Recall Mode None Min Min None None None None Act Effct Green (s) 3.8 32.3 3.7 9.3 9.3 Actuated g/c Ratio.89.93.88.27.27 v/c Ratio.1.32.22.3.3 Control Delay 1.5 2. 4. 12.7 12.8 Queue Delay..... Total Delay 1.5 2. 4. 12.7 12.8 LOS A A A B B Approach Delay 2. 4. 12.7 12.8 Approach LOS A A B B Queue Length 5th (ft) 1 2 13-71 Enka Intermediate School AM Existing Mary Morgan, PE; Chris Reich, EI Page 1

Lanes, Volumes, Timings 2: Sand Hill Road & Jacob Holme Way 7/31/213 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 4 14 12 12 14 Internal Link Dist (ft) 916 166 253 912 Turn Bay Length (ft) 1 Base Capacity (vph) 1296 1863 1833 1446 1722 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.1.3.19.1.1 Intersection Summary Area Type: Other Cycle Length: 12 Actuated Cycle Length: 34.7 Natural Cycle: 4 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.32 Intersection Signal Delay: 3. Intersection Capacity Utilization 38.7% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 2: Sand Hill Road & Jacob Holme Way 13-71 Enka Intermediate School AM Existing Mary Morgan, PE; Chris Reich, EI Page 2

Lanes, Volumes, Timings 2: Sand Hill Road & Jacob Holme Way 7/31/213 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 12 537 299 41 3 8 11 3 Ideal Flow (vphpl) 19 19 19 19 19 19 19 19 19 19 19 19 Storage Length (ft) 1 Storage Lanes 1 Taper Length (ft) 1 25 25 25 25 25 25 25 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.984.899.973 Flt Protected.95.988.962 Satd. Flow (prot) 177 1863 1833 1655 1744 Flt Permitted.513.91 Satd. Flow (perm) 956 1863 1833 1524 1812 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 3 3 Link Distance (ft) 996 1686 333 992 Travel Time (s) 15.1 25.5 7.6 22.5 Peak Hour Factor.9.9.9.9.9.9.9.9.9.9.9.9 Adj. Flow (vph) 13 597 332 46 3 9 12 3 Shared Lane Traffic (%) Lane Group Flow (vph) 13 597 378 12 15 Turn Type pm+pt Perm Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 8 4 Detector Phase 5 2 6 8 8 4 4 Switch Phase Minimum Initial (s) 7. 1. 1. 7. 7. 7. 7. Minimum Split (s) 12.4 16.1 14.8 12.3 12.3 12.6 12.6 Total Split (s) 2. 8... 6.. 4. 4.. 4. 4.. Total Split (%) 16.7% 66.7%.%.% 5.%.% 33.3% 33.3%.% 33.3% 33.3%.% Maximum Green (s) 14.6 73.9 55.2 34.7 34.7 34.4 34.4 Yellow Time (s) 3. 4. 3.7 3. 3. 3. 3. All-Red Time (s) 2.4 2.1 1.1 2.3 2.3 2.6 2.6 Lost Time Adjust (s) -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. Total Lost Time (s) 3.4 4.1 2. 2. 2.8 2. 3.3 3.3 2. 3.6 3.6 2. Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 1. 3. 3. 1. 1. 1. 1. Recall Mode None Min Min None None None None Act Effct Green (s) 31.5 32.7 31. 9.3 9.3 Actuated g/c Ratio.9.93.88.26.26 v/c Ratio.1.34.23.3.3 Control Delay 1.6 2.1 4.1 12.9 13. Queue Delay..... Total Delay 1.6 2.1 4.1 12.9 13. LOS A A A B B Approach Delay 2.1 4.1 12.9 13. Approach LOS A A B B Queue Length 5th (ft) 1 2 13-71 Enka Intermediate School AM Future No Build Mary Morgan, PE; Chris Reich, EI Page 1

Lanes, Volumes, Timings 2: Sand Hill Road & Jacob Holme Way 7/31/213 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 4 117 132 13 15 Internal Link Dist (ft) 916 166 253 912 Turn Bay Length (ft) 1 Base Capacity (vph) 1285 1863 1833 1452 1724 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.1.32.21.1.1 Intersection Summary Area Type: Other Cycle Length: 12 Actuated Cycle Length: 35.1 Natural Cycle: 4 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.34 Intersection Signal Delay: 3.1 Intersection Capacity Utilization 4.8% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 2: Sand Hill Road & Jacob Holme Way 13-71 Enka Intermediate School AM Future No Build Mary Morgan, PE; Chris Reich, EI Page 2

Lanes, Volumes, Timings 2: Sand Hill Road & Jacob Holme Way 7/31/213 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 222 537 45 252 3 8 11 3 Ideal Flow (vphpl) 19 19 19 19 19 19 19 19 19 19 19 19 Storage Length (ft) 1 Storage Lanes 1 Taper Length (ft) 1 1 1 1 1 1 1 1 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.941.899.973 Flt Protected.95.988.962 Satd. Flow (prot) 177 1863 1753 1655 1744 Flt Permitted.67.98.783 Satd. Flow (perm) 125 1863 1753 1521 1419 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 3 3 Link Distance (ft) 996 1396 333 13 Travel Time (s) 15.1 21.2 7.6 23.4 Peak Hour Factor.5.9.9.9.7.5.9.5.9.7.7.7 Adj. Flow (vph) 444 597 643 54 3 9 16 4 Shared Lane Traffic (%) Lane Group Flow (vph) 444 597 1147 12 2 Turn Type pm+pt Perm Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 8 4 Detector Phase 5 2 6 8 8 4 4 Switch Phase Minimum Initial (s) 7. 1. 1. 7. 7. 7. 7. Minimum Split (s) 12.4 16.1 14.8 12.3 12.3 12.6 12.6 Total Split (s) 2. 8... 6.. 4. 4.. 4. 4.. Total Split (%) 16.7% 66.7%.%.% 5.%.% 33.3% 33.3%.% 33.3% 33.3%.% Maximum Green (s) 14.6 73.9 55.2 34.7 34.7 34.4 34.4 Yellow Time (s) 3. 4. 3.7 3. 3. 3. 3. All-Red Time (s) 2.4 2.1 1.1 2.3 2.3 2.6 2.6 Lost Time Adjust (s) -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. Total Lost Time (s) 3.4 4.1 2. 2. 2.8 2. 3.3 3.3 2. 3.6 3.6 2. Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3. 3. 3. 1. 1. 1. 1. Recall Mode None Min Min None None None None Act Effct Green (s) 77. 78.9 57.5 9.2 9. Actuated g/c Ratio.91.93.68.11.11 v/c Ratio 1.2.35.97.7.13 Control Delay 75.7 1.8 35.8 38.1 39.4 Queue Delay..... Total Delay 75.7 1.8 35.8 38.1 39.4 LOS E A D D D Approach Delay 33.3 35.8 38.1 39.4 Approach LOS C D D D Queue Length 5th (ft) 167 388 5 9 13-71 Enka Intermediate School AM Future Build Mary Morgan, PE; Chris Reich, EI Page 1

Lanes, Volumes, Timings 2: Sand Hill Road & Jacob Holme Way 7/31/213 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 133 96 53 13 26 Internal Link Dist (ft) 916 1316 253 95 Turn Bay Length (ft) 1 Base Capacity (vph) 436 1729 1185 66 611 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 1.2.35.97.2.3 Intersection Summary Area Type: Other Cycle Length: 12 Actuated Cycle Length: 85 Natural Cycle: 12 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.2 Intersection Signal Delay: 34.7 Intersection Capacity Utilization 67.2% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service C Splits and Phases: 2: Sand Hill Road & Jacob Holme Way 13-71 Enka Intermediate School AM Future Build Mary Morgan, PE; Chris Reich, EI Page 2

Lanes, Volumes, Timings 2: Sand Hill Road & Jacob Holme Way 7/31/213 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 222 537 45 252 3 8 11 3 Ideal Flow (vphpl) 19 19 19 19 19 19 19 19 19 19 19 19 Storage Length (ft) 5 3 Storage Lanes 1 1 Taper Length (ft) 1 1 1 1 1 1 1 1 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.85.899.973 Flt Protected.95.988.962 Satd. Flow (prot) 177 1863 1863 1583 1655 1744 Flt Permitted.326.98.761 Satd. Flow (perm) 67 1863 1863 1583 1521 1379 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 3 3 Link Distance (ft) 1 1288 336 888 Travel Time (s) 15.2 19.5 7.6 2.2 Peak Hour Factor.5.9.9.9.7.5.9.5.9.7.7.7 Adj. Flow (vph) 444 597 643 54 3 9 16 4 Shared Lane Traffic (%) Lane Group Flow (vph) 444 597 643 54 12 2 Turn Type pm+pt Perm Perm Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 6 8 4 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 7. 1. 1. 1. 7. 7. 7. 7. Minimum Split (s) 14.4 17.1 17. 17. 14.3 14.3 14.6 14.6 Total Split (s) 38. 15... 67. 67. 15. 15.. 15. 15.. Total Split (%) 31.7% 87.5%.%.% 55.8% 55.8% 12.5% 12.5%.% 12.5% 12.5%.% Maximum Green (s) 31. 98. 6. 6. 8. 8. 8. 8. Yellow Time (s) 5. 5. 5. 5. 5. 5. 5. 5. All-Red Time (s) 2. 2. 2. 2. 2. 2. 2. 2. Lost Time Adjust (s) -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. Total Lost Time (s) 5. 5. 2. 2. 5. 5. 5. 5. 2. 5. 5. 2. Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3. 3. 3. 3. 1. 1. 1. 1. Recall Mode None C-Min C-Min C-Min None None None None Act Effct Green (s) 19.2 112.2 88.2 88.2 9.2 9.2 Actuated g/c Ratio.91.94.74.74.8.8 v/c Ratio.63.34.47.43.1.19 Control Delay 5.4 1.8 8.3 8.2 53.5 56.4 Queue Delay...... Total Delay 5.4 1.8 8.3 8.2 53.5 56.4 LOS A A A A D E Approach Delay 3.3 8.2 53.5 56.4 Approach LOS A A D E Queue Length 5th (ft) 44 34 9 15 13-71 Enka Intermediate School AM Future Build with Improvements Mary Morgan, PE; Chris Reich, EI Page 1

Lanes, Volumes, Timings 2: Sand Hill Road & Jacob Holme Way 7/31/213 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 37 117 261 141 16 31 Internal Link Dist (ft) 92 128 256 88 Turn Bay Length (ft) 5 3 Base Capacity (vph) 873 1742 137 1164 127 115 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.51.34.47.43.9.17 Intersection Summary Area Type: Other Cycle Length: 12 Actuated Cycle Length: 12 Offset: 4 (3%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 7 Control Type: Actuated-Coordinated Maximum v/c Ratio:.63 Intersection Signal Delay: 6.6 Intersection LOS: A Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: Sand Hill Road & Jacob Holme Way 13-71 Enka Intermediate School AM Future Build with Improvements Mary Morgan, PE; Chris Reich, EI Page 2

Lanes, Volumes, Timings 2: Sand Hill Road & Jacob Holme Way 7/31/213 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 4 397 572 12 7 1 2 11 6 Ideal Flow (vphpl) 19 19 19 19 19 19 19 19 19 19 19 19 Storage Length (ft) 1 Storage Lanes 1 Taper Length (ft) 1 25 25 25 25 25 25 25 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.997.975.95 Flt Protected.95.965.969 Satd. Flow (prot) 177 1863 1857 1753 1715 Flt Permitted.351 Satd. Flow (perm) 654 1863 1857 1816 177 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 3 3 Link Distance (ft) 996 1686 333 992 Travel Time (s) 15.1 25.5 7.6 22.5 Peak Hour Factor.9.9.9.9.9.9.9.9.9.9.9.9 Adj. Flow (vph) 4 441 636 13 8 1 2 12 7 Shared Lane Traffic (%) Lane Group Flow (vph) 4 441 649 11 19 Turn Type pm+pt Perm Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 8 4 Detector Phase 5 2 6 8 8 4 4 Switch Phase Minimum Initial (s) 7. 1. 1. 7. 7. 7. 7. Minimum Split (s) 12.4 16.1 14.8 12.3 12.3 12.6 12.6 Total Split (s) 2. 8... 6.. 4. 4.. 4. 4.. Total Split (%) 16.7% 66.7%.%.% 5.%.% 33.3% 33.3%.% 33.3% 33.3%.% Maximum Green (s) 14.6 73.9 55.2 34.7 34.7 34.4 34.4 Yellow Time (s) 3. 4. 3.7 3. 3. 3. 3. All-Red Time (s) 2.4 2.1 1.1 2.3 2.3 2.6 2.6 Lost Time Adjust (s) -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. Total Lost Time (s) 3.4 4.1 2. 2. 2.8 2. 3.3 3.3 2. 3.6 3.6 2. Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 1. 3. 3. 1. 1. 1. 1. Recall Mode None Min Min None None None None Act Effct Green (s) 35.5 38. 36.7 9.9 9.9 Actuated g/c Ratio.89.95.92.25.25 v/c Ratio..25.38.2.4 Control Delay 1.2 1.3 3.7 18.6 18.6 Queue Delay..... Total Delay 1.2 1.3 3.7 18.6 18.6 LOS A A A B B Approach Delay 1.3 3.7 18.6 18.6 Approach LOS A A B B Queue Length 5th (ft) 1 2 13-71 Enka Intermediate School PM Existing Mary Morgan, PE; Chris Reich, EI Page 1

Lanes, Volumes, Timings 2: Sand Hill Road & Jacob Holme Way 7/31/213 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 2 7 242 17 24 Internal Link Dist (ft) 916 166 253 912 Turn Bay Length (ft) 1 Base Capacity (vph) 113 1863 1798 1629 1583 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio..24.36.1.1 Intersection Summary Area Type: Other Cycle Length: 12 Actuated Cycle Length: 4 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.38 Intersection Signal Delay: 3.1 Intersection Capacity Utilization 43.3% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 2: Sand Hill Road & Jacob Holme Way 13-71 Enka Intermediate School PM Existing Mary Morgan, PE; Chris Reich, EI Page 2

Lanes, Volumes, Timings 2: Sand Hill Road & Jacob Holme Way 7/31/213 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 4 43 619 13 8 1 2 12 6 Ideal Flow (vphpl) 19 19 19 19 19 19 19 19 19 19 19 19 Storage Length (ft) 1 Storage Lanes 1 Taper Length (ft) 1 25 25 25 25 25 25 25 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.997.978.953 Flt Protected.95.964.969 Satd. Flow (prot) 177 1863 1857 1756 172 Flt Permitted.316.814.825 Satd. Flow (perm) 589 1863 1857 1483 1465 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 3 3 Link Distance (ft) 996 1686 333 992 Travel Time (s) 15.1 25.5 7.6 22.5 Peak Hour Factor.9.9.9.9.9.9.9.9.9.9.9.9 Adj. Flow (vph) 4 478 688 14 9 1 2 13 7 Shared Lane Traffic (%) Lane Group Flow (vph) 4 478 72 12 2 Turn Type pm+pt Perm Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 8 4 Detector Phase 5 2 6 8 8 4 4 Switch Phase Minimum Initial (s) 7. 1. 1. 7. 7. 7. 7. Minimum Split (s) 12.4 16.1 14.8 12.3 12.3 12.6 12.6 Total Split (s) 2. 8... 6.. 4. 4.. 4. 4.. Total Split (%) 16.7% 66.7%.%.% 5.%.% 33.3% 33.3%.% 33.3% 33.3%.% Maximum Green (s) 14.6 73.9 55.2 34.7 34.7 34.4 34.4 Yellow Time (s) 3. 4. 3.7 3. 3. 3. 3. All-Red Time (s) 2.4 2.1 1.1 2.3 2.3 2.6 2.6 Lost Time Adjust (s) -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. Total Lost Time (s) 3.4 4.1 2. 2. 2.8 2. 3.3 3.3 2. 3.6 3.6 2. Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 1. 3. 3. 1. 1. 1. 1. Recall Mode None Min Min None None None None Act Effct Green (s) 38.4 39. 37.9 1.2 1.1 Actuated g/c Ratio.88.89.87.23.23 v/c Ratio.1.29.44.3.6 Control Delay 1.2 2.3 4.9 22.1 22.3 Queue Delay..... Total Delay 1.2 2.3 4.9 22.1 22.3 LOS A A A C C Approach Delay 2.2 4.9 22.1 22.3 Approach LOS A A C C Queue Length 5th (ft) 1 2 13-71 Enka Intermediate School PM Future No Build Mary Morgan, PE; Chris Reich, EI Page 1

Lanes, Volumes, Timings 2: Sand Hill Road & Jacob Holme Way 7/31/213 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 2 76 272 19 26 Internal Link Dist (ft) 916 166 253 912 Turn Bay Length (ft) 1 Base Capacity (vph) 141 1863 1785 1244 1226 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio..26.39.1.2 Intersection Summary Area Type: Other Cycle Length: 12 Actuated Cycle Length: 43.8 Natural Cycle: 6 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.44 Intersection Signal Delay: 4.3 Intersection Capacity Utilization 45.9% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 2: Sand Hill Road & Jacob Holme Way 13-71 Enka Intermediate School PM Future No Build Mary Morgan, PE; Chris Reich, EI Page 2

Lanes, Volumes, Timings 2: Sand Hill Road & Jacob Holme Way 7/31/213 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 69 43 684 78 8 1 2 21 15 Ideal Flow (vphpl) 19 19 19 19 19 19 19 19 19 19 19 19 Storage Length (ft) 1 Storage Lanes 1 Taper Length (ft) 1 1 1 1 1 1 1 1 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.981.979.944 Flt Protected.95.967.971 Satd. Flow (prot) 177 1863 1827 1763 177 Flt Permitted.69.848.812 Satd. Flow (perm) 129 1863 1827 1546 1428 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 3 3 Link Distance (ft) 996 1396 333 13 Travel Time (s) 15.1 21.2 7.6 23.4 Peak Hour Factor.5.9.9.9.7.5.9.5.9.7.7.7 Adj. Flow (vph) 138 478 977 156 9 2 2 3 21 Shared Lane Traffic (%) Lane Group Flow (vph) 138 478 1133 13 51 Turn Type pm+pt Perm Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 8 4 Detector Phase 5 2 6 8 8 4 4 Switch Phase Minimum Initial (s) 7. 1. 1. 7. 7. 7. 7. Minimum Split (s) 12.4 16.1 14.8 12.3 12.3 12.6 12.6 Total Split (s) 2. 8... 6.. 4. 4.. 4. 4.. Total Split (%) 16.7% 66.7%.%.% 5.%.% 33.3% 33.3%.% 33.3% 33.3%.% Maximum Green (s) 14.6 73.9 55.2 34.7 34.7 34.4 34.4 Yellow Time (s) 3. 4. 3.7 3. 3. 3. 3. All-Red Time (s) 2.4 2.1 1.1 2.3 2.3 2.6 2.6 Lost Time Adjust (s) -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. Total Lost Time (s) 3.4 4.1 2. 2. 2.8 2. 3.3 3.3 2. 3.6 3.6 2. Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3. 3. 3. 1. 1. 1. 1. Recall Mode None Min Min None None None None Act Effct Green (s) 77. 78. 61.2 9.8 9.7 Actuated g/c Ratio.87.88.69.11.11 v/c Ratio.39.29.89.8.33 Control Delay 18.8 2.2 25.7 37.8 43.5 Queue Delay..... Total Delay 18.8 2.2 25.7 37.8 43.5 LOS B A C D D Approach Delay 5.9 25.7 37.8 43.5 Approach LOS A C D D Queue Length 5th (ft) 19 48 537 7 27 13-71 Enka Intermediate School PM Future Build Mary Morgan, PE; Chris Reich, EI Page 1

Lanes, Volumes, Timings 2: Sand Hill Road & Jacob Holme Way 7/31/213 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 17 89 528 14 49 Internal Link Dist (ft) 916 1316 253 95 Turn Bay Length (ft) 1 Base Capacity (vph) 426 1658 1266 645 591 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.32.29.89.2.9 Intersection Summary Area Type: Other Cycle Length: 12 Actuated Cycle Length: 88.3 Natural Cycle: 9 Control Type: Actuated-Uncoordinated Maximum v/c Ratio:.89 Intersection Signal Delay: 19.5 Intersection Capacity Utilization 62.4% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service B Splits and Phases: 2: Sand Hill Road & Jacob Holme Way 13-71 Enka Intermediate School PM Future Build Mary Morgan, PE; Chris Reich, EI Page 2

Lanes, Volumes, Timings 2: Sand Hill Road & Jacob Holme Way 7/31/213 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 69 43 684 78 8 1 2 21 15 Ideal Flow (vphpl) 19 19 19 19 19 19 19 19 19 19 19 19 Storage Length (ft) 5 1 3 Storage Lanes 1 1 Taper Length (ft) 1 1 1 1 1 1 1 1 Lane Util. Factor 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. Frt.85.979.944 Flt Protected.95.967.971 Satd. Flow (prot) 177 1863 1863 1583 1763 177 Flt Permitted.177.82.812 Satd. Flow (perm) 33 1863 1863 1583 1495 1428 Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) 45 45 3 3 Link Distance (ft) 1 1288 336 888 Travel Time (s) 15.2 19.5 7.6 2.2 Peak Hour Factor.5.9.9.9.7.5.9.5.9.7.7.7 Adj. Flow (vph) 138 478 977 156 9 2 2 3 21 Shared Lane Traffic (%) Lane Group Flow (vph) 138 478 977 156 13 51 Turn Type pm+pt Perm Perm Perm Protected Phases 5 2 6 8 4 Permitted Phases 2 6 8 4 Detector Phase 5 2 6 6 8 8 4 4 Switch Phase Minimum Initial (s) 7. 1. 1. 1. 7. 7. 7. 7. Minimum Split (s) 14.4 17.1 17. 17. 14.3 14.3 14.6 14.6 Total Split (s) 14.5 14... 89.5 89.5 16. 16.. 16. 16.. Total Split (%) 12.1% 86.7%.%.% 74.6% 74.6% 13.3% 13.3%.% 13.3% 13.3%.% Maximum Green (s) 7.5 97. 82.5 82.5 9. 9. 9. 9. Yellow Time (s) 5. 5. 5. 5. 5. 5. 5. 5. All-Red Time (s) 2. 2. 2. 2. 2. 2. 2. 2. Lost Time Adjust (s) -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. -2. Total Lost Time (s) 5. 5. 2. 2. 5. 5. 5. 5. 2. 5. 5. 2. Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3. 3. 3. 3. 1. 1. 1. 1. Recall Mode None C-Min C-Min C-Min None None None None Act Effct Green (s) 12.8 13.8 88.5 88.5 1. 1. Actuated g/c Ratio.86.86.74.74.8.8 v/c Ratio.35.3.71.13.1.43 Control Delay 4.2 2.6 8.5 4.1 52.2 63.3 Queue Delay...... Total Delay 4.2 2.6 8.5 4.1 52.2 63.3 LOS A A A A D E Approach Delay 3. 7.9 52.2 63.3 Approach LOS A A D E Queue Length 5th (ft) 14 61 318 23 1 38 13-71 Enka Intermediate School AM Future Build with Improvements Mary Morgan, PE; Chris Reich, EI Page 1

Lanes, Volumes, Timings 2: Sand Hill Road & Jacob Holme Way 7/31/213 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 14 94 218 23 17 61 Internal Link Dist (ft) 92 128 256 88 Turn Bay Length (ft) 5 3 Base Capacity (vph) 397 1612 1376 1169 138 132 Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio.35.3.71.13.9.39 Intersection Summary Area Type: Other Cycle Length: 12 Actuated Cycle Length: 12 Offset: (%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 8 Control Type: Actuated-Coordinated Maximum v/c Ratio:.71 Intersection Signal Delay: 8.1 Intersection LOS: A Intersection Capacity Utilization 6.2% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: Sand Hill Road & Jacob Holme Way 13-71 Enka Intermediate School AM Future Build with Improvements Mary Morgan, PE; Chris Reich, EI Page 2

Jacob Holme Way at Asheville Commerce Parkway 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 31

HCM Unsignalized Intersection Capacity Analysis 3: Asheville Commerce Parkway & Jacob Holme Way 7/31/213 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 7 12 37 6 Sign Control Stop Free Free Grade % % % Peak Hour Factor.9.9.9.9.9.9 Hourly flow rate (vph) 8 13 41 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 992 px, platoon unblocked vc, conflicting volume 41 34 54 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 41 34 54 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 99 1 1 cm capacity (veh/h) 971 139 1551 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 8 54 7 Volume Left 8 Volume Right 41 csh 971 17 1551 Volume to Capacity.1.3. Queue Length 95th (ft) 1 Control Delay (s) 8.7.. Lane LOS A Approach Delay (s) 8.7.. Approach LOS A Intersection Summary Average Delay 1. Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 13-71 Enka Intermediate School AM Existing Mary Morgan, PE; Chris Reich, EI Page 1

HCM Unsignalized Intersection Capacity Analysis 3: Asheville Commerce Parkway & Jacob Holme Way 7/31/213 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 8 13 4 6 Sign Control Stop Free Free Grade % % % Peak Hour Factor.9.9.9.9.9.9 Hourly flow rate (vph) 9 14 44 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 992 px, platoon unblocked vc, conflicting volume 43 37 59 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 43 37 59 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 99 1 1 cm capacity (veh/h) 967 136 1545 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 9 59 7 Volume Left 9 Volume Right 44 csh 967 17 1545 Volume to Capacity.1.3. Queue Length 95th (ft) 1 Control Delay (s) 8.8.. Lane LOS A Approach Delay (s) 8.8.. Approach LOS A Intersection Summary Average Delay 1. Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 13-71 Enka Intermediate School AM Future No Build Mary Morgan, PE; Chris Reich, EI Page 1

HCM Unsignalized Intersection Capacity Analysis 3: Asheville Commerce Parkway & Jacob Holme Way 7/31/213 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 8 13 461 6 Sign Control Stop Free Free Grade % % % Peak Hour Factor.5.5.9.5.5.9 Hourly flow rate (vph) 16 14 922 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 13 px, platoon unblocked vc, conflicting volume 482 475 936 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 482 475 936 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 97 1 1 cm capacity (veh/h) 543 589 731 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 16 936 7 Volume Left 16 Volume Right 922 csh 543 17 731 Volume to Capacity.3.55. Queue Length 95th (ft) 2 Control Delay (s) 11.8.. Lane LOS B Approach Delay (s) 11.8.. Approach LOS B Intersection Summary Average Delay.2 Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15 13-71 Enka Intermediate School AM Future Build Mary Morgan, PE; Chris Reich, EI Page 1

HCM Unsignalized Intersection Capacity Analysis 3: Asheville Commerce Parkway & Jacob Holme Way 7/31/213 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 11 6 11 6 Sign Control Stop Free Free Grade % % % Peak Hour Factor.9.9.9.9.9.9 Hourly flow rate (vph) 12 7 12 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 992 px, platoon unblocked vc, conflicting volume 19 13 19 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 19 13 19 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 99 1 1 cm capacity (veh/h) 998 168 1598 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 12 19 7 Volume Left 12 Volume Right 12 csh 998 17 1598 Volume to Capacity.1.1. Queue Length 95th (ft) 1 Control Delay (s) 8.7.. Lane LOS A Approach Delay (s) 8.7.. Approach LOS A Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 13-71 Enka Intermediate School PM Existing Mary Morgan, PE; Chris Reich, EI Page 1

HCM Unsignalized Intersection Capacity Analysis 3: Asheville Commerce Parkway & Jacob Holme Way 7/31/213 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 12 6 12 6 Sign Control Stop Free Free Grade % % % Peak Hour Factor.9.9.9.9.9.9 Hourly flow rate (vph) 13 7 13 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 992 px, platoon unblocked vc, conflicting volume 2 13 2 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 2 13 2 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 99 1 1 cm capacity (veh/h) 997 167 1596 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 13 2 7 Volume Left 13 Volume Right 13 csh 997 17 1596 Volume to Capacity.1.1. Queue Length 95th (ft) 1 Control Delay (s) 8.7.. Lane LOS A Approach Delay (s) 8.7.. Approach LOS A Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 13-71 Enka Intermediate School PM Future No Build Mary Morgan, PE; Chris Reich, EI Page 1

HCM Unsignalized Intersection Capacity Analysis 3: Asheville Commerce Parkway & Jacob Holme Way 7/31/213 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 3 6 142 6 Sign Control Stop Free Free Grade % % % Peak Hour Factor.5.5.9.5.5.9 Hourly flow rate (vph) 6 7 284 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 13 px, platoon unblocked vc, conflicting volume 155 149 291 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 155 149 291 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 93 1 1 cm capacity (veh/h) 836 898 1271 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 6 291 7 Volume Left 6 Volume Right 284 csh 836 17 1271 Volume to Capacity.7.17. Queue Length 95th (ft) 6 Control Delay (s) 9.6.. Lane LOS A Approach Delay (s) 9.6.. Approach LOS A Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 19.1% ICU Level of Service A Analysis Period (min) 15 13-71 Enka Intermediate School PM Future Build Mary Morgan, PE; Chris Reich, EI Page 1

Sand Hill Road at Proposed School Access 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 32

HCM Unsignalized Intersection Capacity Analysis 4: School Exit & Sand Hill Road 7/31/213 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 91 211 244 354 Sign Control Stop Free Free Grade % % % Peak Hour Factor.5.5.5.7.7.5 Hourly flow rate (vph) 182 422 349 56 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 364 px, platoon unblocked vc, conflicting volume 854 56 56 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 854 56 56 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 45 26 1 cm capacity (veh/h) 332 571 159 Direction, Lane # EB 1 EB 2 NB 1 SB 1 Volume Total 182 422 349 56 Volume Left 182 Volume Right 422 csh 332 571 17 17 Volume to Capacity.55.74.21.3 Queue Length 95th (ft) 78 159 Control Delay (s) 28.3 27.1.. Lane LOS D D Approach Delay (s) 27.5.. Approach LOS D Intersection Summary Average Delay 11.4 Intersection Capacity Utilization 38.4% ICU Level of Service A Analysis Period (min) 15 13-71 Enka Intermediate School AM Future Build Mary Morgan, PE; Chris Reich, EI Page 1

HCM Unsignalized Intersection Capacity Analysis 4: School Exit & Sand Hill Road 7/31/213 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 39 91 325 253 Sign Control Stop Free Free Grade % % % Peak Hour Factor.5.5.5.7.7.5 Hourly flow rate (vph) 78 182 464 361 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 364 px, platoon unblocked vc, conflicting volume 826 361 361 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 826 361 361 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p queue free % 77 74 1 cm capacity (veh/h) 345 688 1197 Direction, Lane # EB 1 EB 2 NB 1 SB 1 Volume Total 78 182 464 361 Volume Left 78 Volume Right 182 csh 345 688 17 17 Volume to Capacity.23.26.27.21 Queue Length 95th (ft) 21 27 Control Delay (s) 18.5 12.1.. Lane LOS C B Approach Delay (s) 14... Approach LOS B Intersection Summary Average Delay 3.4 Intersection Capacity Utilization 27.1% ICU Level of Service A Analysis Period (min) 15 13-71 Enka Intermediate School PM Future Build Mary Morgan, PE; Chris Reich, EI Page 1

Trip Generation 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 33

MSTA School Traffic Calculations AM and PM Peak Traffic Estimates (These numbers do not reflect peak hour traffic volumes) School Name: Enka Intermediate School Is this a PUBLIC school? Yes Version: 12164 MSTA School Queue Input Calculations AM PM Avg. PM PM PM Minimum Student Number of Student Cars / Cars / Car At one Type School Staff Members Total Peak Queue Population Buses Drivers Student Student Length Time Vehicles Vehicles Length Total AM Trips Total PM Trips 36.56% 16.31% 22.19 45.5% Elementary 425 9 51 7 32 77 371 149 6 5 34.58% 14.1% 22.7 51.9% Middle 425 9 5 6 31 77 353 129 9 43 9.2% 4.3% 24.42 55.71% High 1414 724 278 P 43.35% 26.3% 22. 37.87% Private School school data is based Elementary School Data on no buses and uses the same AM Trips Generated PM Trips Generated percentages for all school types Direction Parents Buses Staff Trips Parents Buses Staff Trips (elementary, middle, & high). IN 155 9 51 215 7 7 OUT 155 155 7 9 79 ADT AM Elementary Trips 371 PM Elementary Trips 149 571 Middle School Data AM Trips Generated PM Trips Generated Direction Parents Buses Staff Trips Parents Buses Staff Trips NOTES IN 147 9 5 26 6 6 OUT 147 147 6 9 69 - Minimum Queue Length AM Middle Trips 353 PM Middle Trips 129 532 does NOT include an alternative traffic pattern for high traffic High School Data demand days. AM Trips Generated PM Trips Generated - Peak traffic volumes at schools normally occur within a 3-minute IN time period. (PHF of.5) OUT Direction Parents Buses Staff Trips Parents Buses Staff Trips AM High Trips PM High Trips Total In 421 Total In 13 All AM Out 32 All PM Out 148 Trips Total 724 Trips Total 278 113 Calculated 7/22/213 By:Chris Reich

Traffic Volume Data 8/1/13 13-71 Enka Intermediate School Transportation Impact Analysis 34

Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 Counted By: C. Elliott Weather: Clear File Name : 13-71 Sardis Road & Sand Hill Road Site Code : 13-71 Start Date : 7/9/213 Page No : 1 Groups Printed- Cars - Trucks - Bikes Sand Hill Road Southbound Sardis Road Westbound N/A Northbound Sand Hill Road Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 6:3 AM 3 3 11 1 12 34 34 49 6:35 AM 6 1 7 9 3 12 2 21 23 42 6:4 AM 2 1 3 1 2 12 25 25 4 6:45 AM 7 2 9 2 3 5 1 27 28 42 6:5 AM 8 3 11 1 3 13 3 21 24 48 6:55 AM 8 2 1 9 2 11 4 2 24 45 Total 34 9 43 51 14 65 1 148 158 266 7: AM 12 4 16 11 4 15 1 22 23 54 7:5 AM 8 6 14 18 9 27 3 24 27 68 7:1 AM 7 3 1 11 2 13 2 3 32 55 7:15 AM 17 3 2 1 4 14 3 27 3 64 7:2 AM 4 5 9 14 3 17 6 29 35 61 7:25 AM 1 9 19 1 1 11 2 35 37 67 7:3 AM 14 6 2 5 6 11 8 28 36 67 7:35 AM 7 3 1 15 2 17 1 47 48 75 7:4 AM 16 7 23 16 2 18 5 43 48 89 7:45 AM 14 4 18 2 5 25 6 36 42 85 7:5 AM 8 7 15 19 6 25 9 42 51 91 7:55 AM 15 11 26 21 4 25 7 43 5 11 Total 132 68 2 17 48 218 53 46 459 877 8: AM 11 16 1 28 27 5 32 6 24 3 9 8:5 AM 15 5 2 23 9 32 6 38 44 96 8:1 AM 4 8 12 29 3 32 4 28 32 76 8:15 AM 16 6 22 17 4 21 1 25 35 78 8:2 AM 9 3 12 15 2 17 8 33 41 7 8:25 AM 5 7 12 22 12 34 8 28 36 82 8:3 AM 6 6 12 19 6 25 8 25 33 7 8:35 AM 9 2 11 33 3 36 4 38 42 89 8:4 AM 8:45 AM 8:5 AM 8:55 AM Total 75 53 1 129 185 44 229 54 239 293 651 9: AM 9:5 AM 9:1 AM 9:15 AM 9:2 AM 9:25 AM 9:3 AM 9:35 AM 9:4 AM 9:45 AM 9:5 AM 9:55 AM Total

Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 File Name : 13-71 Sardis Road & Sand Hill Road Site Code : 13-71 Start Date : 7/9/213 Page No : 2 Groups Printed- Cars - Trucks - Bikes Sand Hill Road Southbound Sardis Road Westbound N/A Northbound Sand Hill Road Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 1: AM 1:5 AM 1:1 AM 1:15 AM 1:2 AM 1:25 AM 1:3 AM 1:35 AM 1:4 AM 1:45 AM 1:5 AM 1:55 AM Total 11: AM 11:5 AM 11:1 AM 11:15 AM 11:2 AM 11:25 AM 11:3 AM 11:35 AM 11:4 AM 11:45 AM 11:5 AM 11:55 AM Total 12: PM 12:5 PM 12:1 PM 12:15 PM 12:2 PM 12:25 PM 12:3 PM 12:35 PM 12:4 PM 12:45 PM 12:5 PM 12:55 PM Total 1: PM 1:5 PM 1:1 PM 1:15 PM 1:2 PM 1:25 PM 1:3 PM 1:35 PM 1:4 PM 1:45 PM

Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 File Name : 13-71 Sardis Road & Sand Hill Road Site Code : 13-71 Start Date : 7/9/213 Page No : 3 Groups Printed- Cars - Trucks - Bikes Sand Hill Road Southbound Sardis Road Westbound N/A Northbound Sand Hill Road Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 1:5 PM 1:55 PM Total 2: PM 12 13 25 27 1 37 12 32 44 16 2:5 PM 19 22 41 34 9 43 12 38 5 134 2:1 PM 11 7 18 27 8 35 4 22 26 79 2:15 PM 7 4 11 46 7 53 2 29 31 95 2:2 PM 1 3 13 25 11 36 7 21 28 77 2:25 PM 7 5 12 4 13 53 5 29 34 99 2:3 PM 9 4 13 19 6 25 3 31 34 72 2:35 PM 8 9 17 44 7 51 7 2 27 95 2:4 PM 2 7 9 44 13 57 6 46 52 118 2:45 PM 8 5 13 35 6 41 6 26 32 86 2:5 PM 6 4 1 33 9 42 5 21 26 78 2:55 PM 8 5 13 34 9 43 8 3 38 94 Total 17 88 195 48 18 516 77 345 422 1133 3: PM 12 6 18 34 12 46 6 26 32 96 3:5 PM 11 6 17 37 9 46 7 19 26 89 3:1 PM 13 5 18 41 15 56 8 37 45 119 3:15 PM 11 7 18 61 12 73 8 34 42 133 3:2 PM 7 5 12 33 21 54 3 25 28 94 3:25 PM 7 14 21 35 9 44 9 22 31 96 3:3 PM 8 2 1 36 18 54 6 18 24 88 3:35 PM 14 4 18 41 17 58 11 27 38 114 3:4 PM 7 6 13 36 15 51 5 3 35 99 3:45 PM 8 6 14 39 13 52 13 2 33 99 3:5 PM 9 5 14 44 18 62 5 26 31 17 3:55 PM 12 13 25 44 1 54 9 31 4 119 Total 119 79 198 481 169 65 9 315 45 1253 Grand Total 467 297 1 765 1295 383 1678 284 1453 1737 418 Apprch % 61 38.8.1 77.2 22.8 16.4 83.6 Total % 11.2 7.1 18.3 31 9.2 4.1 6.8 34.8 41.6 Cars 463 296 1 76 1266 377 1643 281 1429 171 4113 % Cars 99.1 99.7 1 99.3 97.8 98.4 97.9 98.9 98.3 98.4 98.4 Trucks 4 1 5 29 6 35 2 24 26 66 % Trucks.9.3.7 2.2 1.6 2.1.7 1.7 1.5 1.6 Bikes 1 1 1 % Bikes.4.1

Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 Sand Hill Road Out In Total 658 76 1418 8 5 13 1 1 667 765 1432 File Name : 13-71 Sardis Road & Sand Hill Road Site Code : 13-71 Start Date : 7/9/213 Page No : 4 296 1 297 Right Thru 463 1 4 467 1 Left Peds Sand Hill Road Out In Total 1562 171 3272 3 26 56 1 1 1592 1737 3329 281 2 1429 24 1 284 1453 Left Thru Right Peds North 7/9/213 6:3 AM 7/9/213 3:55 PM Cars Trucks Bikes Right Thru Left Peds 377 1266 6 29 383 1295 Out In Total 1892 1643 3535 28 35 63 192 1678 3598 Sardis Road Left Thru Right Peds Out In Total N/A

Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 File Name : 13-71 Sardis Road & Sand Hill Road Site Code : 13-71 Start Date : 7/9/213 Page No : 5 Sand Hill Road Southbound Sardis Road Westbound N/A Northbound Sand Hill Road Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 6:3 AM to 11:55 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:4 AM 7:4 AM 16 7 23 16 2 18 5 43 48 89 7:45 AM 14 4 18 2 5 25 6 36 42 85 7:5 AM 8 7 15 19 6 25 9 42 51 91 7:55 AM 15 11 26 21 4 25 7 43 5 11 8: AM 11 16 1 28 27 5 32 6 24 3 9 8:5 AM 15 5 2 23 9 32 6 38 44 96 8:1 AM 4 8 12 29 3 32 4 28 32 76 8:15 AM 16 6 22 17 4 21 1 25 35 78 8:2 AM 9 3 12 15 2 17 8 33 41 7 8:25 AM 5 7 12 22 12 34 8 28 36 82 8:3 AM 6 6 12 19 6 25 8 25 33 7 8:35 AM 9 2 11 33 3 36 4 38 42 89 Total Volume 128 82 1 211 261 61 322 81 43 484 117 % App. Total 6.7 38.9.5 81.1 18.9 16.7 83.3 PHF.667..427.83.628..659.424..745......675.781...791.839 Sand Hill Road Out In Total 142 211 353 82 Right Thru 128 Left 1 Peds Peak Hour Data Sand Hill Road Out In Total 343 484 827 81 Left 43 Thru Right Peds Peak Hour Begins at 7:4 AM Cars Trucks Bikes North 61 261 Right Thru Left Peds Out In Total 531 322 853 Sardis Road Left Thru Right Peds Out In Total N/A

Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 File Name : 13-71 Sardis Road & Sand Hill Road Site Code : 13-71 Start Date : 7/9/213 Page No : 6 Sand Hill Road Southbound Sardis Road Westbound N/A Northbound Sand Hill Road Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 12: PM to 3:55 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 3: PM 3: PM 12 6 18 34 12 46 6 26 32 96 3:5 PM 11 6 17 37 9 46 7 19 26 89 3:1 PM 13 5 18 41 15 56 8 37 45 119 3:15 PM 11 7 18 61 12 73 8 34 42 133 3:2 PM 7 5 12 33 21 54 3 25 28 94 3:25 PM 7 14 21 35 9 44 9 22 31 96 3:3 PM 8 2 1 36 18 54 6 18 24 88 3:35 PM 14 4 18 41 17 58 11 27 38 114 3:4 PM 7 6 13 36 15 51 5 3 35 99 3:45 PM 8 6 14 39 13 52 13 2 33 99 3:5 PM 9 5 14 44 18 62 5 26 31 17 3:55 PM 12 13 25 44 1 54 9 31 4 119 Total Volume 119 79 198 481 169 65 9 315 45 1253 % App. Total 6.1 39.9 74 26 22.2 77.8 PHF.78..47..66..657.671..742......577.79...75.785 Sand Hill Road Out In Total 259 198 457 79 Right Thru 119 Left Peds Peak Hour Data Sand Hill Road Out In Total 56 45 965 9 Left 315 Thru Right Peds Peak Hour Begins at 3: PM Cars Trucks Bikes North 169 481 Right Thru Left Peds Out In Total 434 65 184 Sardis Road Left Thru Right Peds Out In Total N/A

Sand Hill Road at Sardis Road looking East Sand Hill Road at Sardis Road looking West DAVENPORT TRANSPORTION CONSULTING Project No. 13-71 Sand Hill Road at Sardis Road, Asheville, NC Sand Hill Road at Sardis Road looking South

Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 Counted By: C. Elliott Weather: Cloudy File Name : 13-71 Sand Hill Road & Jacob Holme Way Site Code : 13-71 Start Date : 7/1/213 Page No : 1 Groups Printed- Cars - Trucks - Bikes Jacob Holme Way Southbound Sand Hill Road Westbound Driveway Northbound Sand Hill Road Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Exclu. Total Inclu. Total Int. Total 6:3 AM 1 1 1 1 1 1 15 15 27 27 6:35 AM 2 11 13 1 1 18 18 32 32 6:4 AM 1 1 5 5 1 32 33 39 39 6:45 AM 5 5 3 2 32 37 37 6:5 AM 18 1 19 22 22 41 41 6:55 AM 1 11 2 14 25 2 27 41 41 Total 2 2 3 6 3 66 2 2 1 142 4 147 217 217 7: AM 1 1 2 12 2 16 33 33 5 5 7:5 AM 2 6 3 11 1 1 35 35 47 47 7:1 AM 1 1 1 13 2 16 1 1 1 28 29 47 47 7:15 AM 3 19 2 24 2 2 2 4 42 68 68 7:2 AM 9 5 14 1 41 42 56 56 7:25 AM 3 3 2 18 3 23 1 1 31 31 58 58 7:3 AM 2 12 1 15 1 1 45 1 46 62 62 7:35 AM 1 14 3 18 1 1 2 5 3 55 74 74 7:4 AM 1 19 3 23 1 1 2 2 54 3 59 84 84 7:45 AM 2 2 5 22 4 31 2 2 58 58 93 93 7:5 AM 3 3 6 19 5 3 1 41 42 75 75 7:55 AM 2 24 4 3 1 1 3 4 1 44 75 75 Total 1 1 27 187 37 251 3 9 12 12 496 8 516 789 789 8: AM 1 1 7 2 2 29 1 37 3 41 71 71 8:5 AM 1 1 21 2 23 1 1 32 2 34 59 59 8:1 AM 2 21 1 24 1 1 27 1 28 53 53 8:15 AM 2 1 3 1 23 2 26 4 2 42 71 71 8:2 AM 1 1 1 2 1 22 1 1 28 28 52 52 8:25 AM 1 1 24 2 26 32 32 59 59 8:3 AM 8:35 AM 8:4 AM 8:45 AM 8:5 AM 8:55 AM Total 4 3 7 11 129 1 15 1 1 1 3 1 196 8 25 365 365

Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 File Name : 13-71 Sand Hill Road & Jacob Holme Way Site Code : 13-71 Start Date : 7/1/213 Page No : 2 Groups Printed- Cars - Trucks - Bikes Driveway Northbound Jacob Holme Way Southbound Sand Hill Road Westbound Sand Hill Road Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Exclu. Total Inclu. Total Int. Total 9: AM 9:5 AM 9:1 AM 9:15 AM 9:2 AM 9:25 AM 9:3 AM 9:35 AM 9:4 AM 9:45 AM 9:5 AM 9:55 AM Total 1: AM 1:5 AM 1:1 AM 1:15 AM 1:2 AM 1:25 AM 1:3 AM 1:35 AM 1:4 AM 1:45 AM 1:5 AM 1:55 AM Total 11: AM 11:5 AM 11:1 AM 11:15 AM 11:2 AM 11:25 AM 11:3 AM 11:35 AM 11:4 AM

Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 File Name : 13-71 Sand Hill Road & Jacob Holme Way Site Code : 13-71 Start Date : 7/1/213 Page No : 3 Groups Printed- Cars - Trucks - Bikes Driveway Northbound Jacob Holme Way Southbound Sand Hill Road Westbound Sand Hill Road Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Exclu. Total Inclu. Total Int. Total 11:45 AM 11:5 AM 11:55 AM Total 12: PM 12:5 PM 12:1 PM 12:15 PM 12:2 PM 12:25 PM 12:3 PM 12:35 PM 12:4 PM 12:45 PM 12:5 PM 12:55 PM Total 1: PM 1:5 PM 1:1 PM 1:15 PM 1:2 PM 1:25 PM 1:3 PM 1:35 PM 1:4 PM 1:45 PM 1:5 PM 1:55 PM Total 2: PM 3 3 1 34 35 1 38 1 4 78 78 2:5 PM 1 37 38 1 1 1 31 32 71 71 2:1 PM 1 44 45 1 1 32 1 33 79 79 2:15 PM 1 1 22 22 33 33 56 56

Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 File Name : 13-71 Sand Hill Road & Jacob Holme Way Site Code : 13-71 Start Date : 7/1/213 Page No : 4 Groups Printed- Cars - Trucks - Bikes Driveway Northbound Jacob Holme Way Southbound Sand Hill Road Westbound Sand Hill Road Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Exclu. Total Inclu. Total Int. Total 2:2 PM 42 42 1 1 27 1 28 71 71 2:25 PM 1 1 2 1 52 2 55 25 25 82 82 2:3 PM 1 1 35 1 36 1 1 35 35 73 73 2:35 PM 34 34 1 1 35 35 7 7 2:4 PM 2 2 43 43 1 1 35 35 81 81 2:45 PM 2 2 1 42 43 34 2 36 81 81 2:5 PM 54 1 55 37 37 92 92 2:55 PM 1 1 2 52 2 56 2 2 27 1 28 87 87 Total 11 1 12 7 491 6 54 4 4 8 2 389 6 397 921 921 3: PM 1 1 2 1 3 2 33 1 1 2 35 1 36 73 73 3:5 PM 37 1 38 1 1 23 1 24 63 63 3:1 PM 1 1 6 1 61 1 1 2 29 29 93 93 3:15 PM 53 53 1 1 1 3 31 85 85 3:2 PM 2 2 1 63 64 1 1 1 38 39 16 16 3:25 PM 1 1 1 44 45 31 31 77 77 3:3 PM 1 5 1 52 1 1 1 4 41 94 94 3:35 PM 48 2 5 31 2 33 83 83 3:4 PM 1 1 39 2 41 1 42 43 85 85 3:45 PM 2 2 44 1 45 1 1 1 3 31 79 79 3:5 PM 1 45 2 48 1 1 2 25 25 75 75 3:55 PM 2 2 1 53 54 2 2 3 3 88 88 Total 6 5 11 6 566 12 584 7 1 5 13 5 384 4 393 11 11 Grand Total 33 9 42 54 1433 68 1555 15 2 21 38 21 167 3 1658 3293 3293 Apprch % 78.6 21.4 3.5 92.2 4.4 39.5 5.3 55.3 1.3 96.9 1.8 Total % 1.3 1.3 1.6 43.5 2.1 47.2.5.1.6 1.2.6 48.8.9 5.3 1 Cars 26 7 33 44 1382 64 149 7 2 12 21 18 1562 27 167 3151 % Cars 78.8 77.8 78.6 81.5 96.4 94.1 95.8 46.7 1 57.1 55.3 85.7 97.2 9 96.9 95.7 Trucks 7 2 9 1 5 4 64 8 9 17 3 45 3 51 141 % Trucks 21.2 22.2 21.4 18.5 3.5 5.9 4.1 53.3 42.9 44.7 14.3 2.8 1 3.1 4.3 Bikes 1 1 1 % Bikes.1.1

Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 File Name : 13-71 Sand Hill Road & Jacob Holme Way Site Code : 13-71 Start Date : 7/1/213 Page No : 5 Jacob Holme Way Out In Total 84 33 117 7 9 16 91 42 133 7 2 9 Right Thru 26 7 33 Left Sand Hill Road Out In Total 1396 167 33 6 51 111 1 1 1457 1658 3115 18 3 1562 45 27 3 21 167 3 Left Thru Right North 7/1/213 6:3 AM 7/1/213 3:55 PM Cars Trucks Bikes Right Thru Left 64 1382 4 5 1 68 1433 44 1 54 Out In Total 16 149 39 61 64 125 1 1 1661 1555 3216 Sand Hill Road Left 7 8 15 Thru 2 2 Right 12 9 21 71 21 92 13 17 3 84 38 122 Out In Total Driveway

Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 File Name : 13-71 Sand Hill Road & Jacob Holme Way Site Code : 13-71 Start Date : 7/1/213 Page No : 6 Jacob Holme Way Southbound Sand Hill Road Westbound Driveway Northbound Sand Hill Road Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 6:3 AM to 11:55 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:2 AM 7:2 AM 9 5 14 1 41 42 56 7:25 AM 3 3 2 18 3 23 1 1 31 31 58 7:3 AM 2 12 1 15 1 1 45 1 46 62 7:35 AM 1 14 3 18 1 1 2 5 3 55 74 7:4 AM 1 19 3 23 1 1 2 2 54 3 59 84 7:45 AM 2 2 5 22 4 31 2 2 58 58 93 7:5 AM 3 3 6 19 5 3 1 41 42 75 7:55 AM 2 24 4 3 1 1 3 4 1 44 75 8: AM 1 1 7 2 2 29 1 37 3 41 71 8:5 AM 1 1 21 2 23 1 1 32 2 34 59 8:1 AM 2 21 1 24 1 1 27 1 28 53 8:15 AM 2 1 3 1 23 2 26 4 2 42 71 Total Volume 1 3 13 29 222 35 286 3 7 1 1 496 16 522 831 % App. Total 76.9 23.1 1.1 77.6 12.2 3 7 1.9 95 3.1 PHF.278..25.361.345.771.583.769.25..292.417.278.713.444.737.745 Jacob Holme Way Out In Total 45 13 58 3 Right Thru 1 Left Peak Hour Data Sand Hill Road Out In Total 228 522 75 1 Left 496 Thru 16 Right Peak Hour Begins at 7:2 AM Cars Trucks Bikes North 35 222 29 Right Thru Left Out In Total 513 286 799 Sand Hill Road Left 3 Thru Right 7 45 1 55 Out In Total Driveway

Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 File Name : 13-71 Sand Hill Road & Jacob Holme Way Site Code : 13-71 Start Date : 7/1/213 Page No : 7 Jacob Holme Way Southbound Sand Hill Road Westbound Driveway Northbound Sand Hill Road Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 12: PM to 3:55 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 2:45 PM 2:45 PM 2 2 1 42 43 34 2 36 81 2:5 PM 54 1 55 37 37 92 2:55 PM 1 1 2 52 2 56 2 2 27 1 28 87 3: PM 1 1 2 1 3 2 33 1 1 2 35 1 36 73 3:5 PM 37 1 38 1 1 23 1 24 63 3:1 PM 1 1 6 1 61 1 1 2 29 29 93 3:15 PM 53 53 1 1 1 3 31 85 3:2 PM 2 2 1 63 64 1 1 1 38 39 16 3:25 PM 1 1 1 44 45 31 31 77 3:3 PM 1 5 1 52 1 1 1 4 41 94 3:35 PM 48 2 5 31 2 33 83 3:4 PM 1 1 39 2 41 1 42 43 85 Total Volume 7 3 1 7 572 12 591 7 1 2 1 4 397 7 48 119 % App. Total 7 3 1.2 96.8 2 7 1 2 1 97.3 1.7 PHF.292..25.417.292.757.5.77.292.83.167.417.333.788.292.791.81 Jacob Holme Way Out In Total 17 1 27 3 Right Thru 7 Left Peak Hour Data Sand Hill Road Out In Total 582 48 99 4 Left 397 Thru 7 Right Peak Hour Begins at 2:45 PM Cars Trucks Bikes North 12 572 7 Right Thru Left Out In Total 46 591 997 Sand Hill Road Left 7 Thru 1 Right 2 14 1 24 Out In Total Driveway

Sand Hill Road at Jacob Holme Way looking North Sand Hill Road at Jacob Holme Way looking South Sand Hill Road at Jacob Holme Way looking East Sand Hill Road at Jacob Holme Way looking West DAVENPORT TRANSPORTION CONSULTING Project No. 13-71 Sand Hill Road at Jacob Holme Way, Asheville, NC

Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 Counted By: C. Elliott Weather: Clear File Name : 13-71 Jacob Holme Way & Asheville Commerce Parkway Site Code : 13-71 Start Date : 7/11/213 Page No : 1 Jacob Holme Way Southbound Asheville Commerce Parkway Westbound Groups Printed- Cars - Trucks - Bikes Jacob Holme Way Northbound N/A Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Exclu. Total Inclu. Total Int. Total 6:3 AM 6:35 AM 6:4 AM 1 1 1 1 6:45 AM 1 1 1 1 6:5 AM 1 1 1 1 6:55 AM 1 1 1 1 Total 2 2 4 4 4 7: AM 7:5 AM 5 5 5 5 7:1 AM 3 3 3 3 7:15 AM 1 1 1 1 7:2 AM 2 2 2 2 7:25 AM 3 3 3 3 7:3 AM 3 3 6 6 6 7:35 AM 1 1 3 3 4 4 7:4 AM 1 3 4 4 4 7:45 AM 1 1 1 4 5 6 6 7:5 AM 5 3 8 8 8 7:55 AM 3 3 1 4 5 8 8 Total 2 2 3 3 11 34 45 5 5 8: AM 1 1 1 3 4 5 5 8:5 AM 1 1 1 1 3 3 5 5 8:1 AM 1 1 1 1 8:15 AM 8:2 AM 8:25 AM 8:3 AM 8:35 AM 8:4 AM 8:45 AM 8:5 AM 8:55 AM Total 2 2 1 1 1 7 8 11 11 9: AM 9:5 AM 9:1 AM 9:15 AM 9:2 AM 9:25 AM 9:3 AM 9:35 AM 9:4 AM 9:45 AM 9:5 AM 9:55 AM Total

Jacob Holme Way Southbound File Name : 13-71 Jacob Holme Way & Asheville Commerce Parkway Site Code : 13-71 Start Date : 7/11/213 Page No : 2 Asheville Commerce Parkway Westbound Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 Groups Printed- Cars - Trucks - Bikes Jacob Holme Way Northbound N/A Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Exclu. Total Inclu. Total Int. Total 1: AM 1:5 AM 1:1 AM 1:15 AM 1:2 AM 1:25 AM 1:3 AM 1:35 AM 1:4 AM 1:45 AM 1:5 AM 1:55 AM Total 11: AM 11:5 AM 11:1 AM 11:15 AM 11:2 AM 11:25 AM 11:3 AM 11:35 AM 11:4 AM 11:45 AM 11:5 AM 11:55 AM Total 12: PM 12:5 PM 12:1 PM 12:15 PM 12:2 PM 12:25 PM 12:3 PM 12:35 PM 12:4 PM 12:45 PM 12:5 PM 12:55 PM Total 1: PM 1:5 PM 1:1 PM 1:15 PM 1:2 PM 1:25 PM 1:3 PM 1:35 PM 1:4 PM

Jacob Holme Way Southbound File Name : 13-71 Jacob Holme Way & Asheville Commerce Parkway Site Code : 13-71 Start Date : 7/11/213 Page No : 3 Asheville Commerce Parkway Westbound Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 Groups Printed- Cars - Trucks - Bikes Jacob Holme Way Northbound N/A Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Exclu. Total Inclu. Total Int. Total 1:45 PM 1:5 PM 1:55 PM Total 2: PM 1 1 1 1 2:5 PM 1 1 1 1 2 2 2:1 PM 1 1 1 1 2 2 2:15 PM 2 1 2 1 1 1 3 4 2:2 PM 1 1 1 1 2:25 PM 1 1 2 2 2 2:3 PM 1 1 1 1 2 2 2:35 PM 1 1 1 1 2 2 2:4 PM 2 2 2 2 1 2 3 7 7 2:45 PM 1 1 1 1 2 2 2:5 PM 1 1 1 1 2:55 PM 2 2 2 2 Total 6 6 1 1 1 5 6 11 1 27 28 3: PM 2 2 2 2 3:5 PM 1 1 1 1 3:1 PM 1 1 1 1 2 2 3:15 PM 3:2 PM 1 1 2 2 3 3 3:25 PM 1 1 1 1 3:3 PM 1 1 2 1 1 3 3 3:35 PM 3:4 PM 2 2 2 2 3:45 PM 1 1 1 1 2 2 3:5 PM 1 1 1 1 2 2 3:55 PM 1 1 1 1 2 2 4 4 Total 4 4 8 1 9 3 6 9 22 22 Grand Total 14 14 22 1 1 23 22 55 77 1 114 115 Apprch % 1 95.7 4.3 28.6 71.4 Total % 12.3 12.3 19.3.9 2.2 19.3 48.2 67.5.9 99.1 Cars 13 13 2 21 2 53 73 17 % Cars 92.9 92.9 9.9 1 87.5 9.9 96.4 94.8 93 Trucks 1 1 2 1 3 2 2 4 8 % Trucks 7.1 7.1 9.1 1 12.5 9.1 3.6 5.2 7 Bikes % Bikes

Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 File Name : 13-71 Jacob Holme Way & Asheville Commerce Parkway Site Code : 13-71 Start Date : 7/11/213 Page No : 4 Jacob Holme Way Out In Total 2 13 33 3 1 4 23 14 37 Right 13 1 14 Thru Left N/A Out In Total Left Thru Right North 7/11/213 6:3 AM 7/11/213 3:55 PM Cars Trucks Bikes Right Thru Left 1 1 2 2 22 Out In Total 53 2 73 2 3 5 55 23 78 Asheville Commerce Parkway Left Thru 2 2 22 Right 53 2 55 33 73 16 3 4 7 36 77 113 Out In Total Jacob Holme Way

Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 File Name : 13-71 Jacob Holme Way & Asheville Commerce Parkway Site Code : 13-71 Start Date : 7/11/213 Page No : 5 Jacob Holme Way Southbound Asheville Commerce Parkway Westbound Jacob Holme Way Northbound N/A Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 6:3 AM to 11:55 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:5 AM 7:5 AM 5 5 5 7:1 AM 3 3 3 7:15 AM 1 1 1 7:2 AM 2 2 2 7:25 AM 3 3 3 7:3 AM 3 3 6 6 7:35 AM 1 1 3 3 4 7:4 AM 1 3 4 4 7:45 AM 1 1 1 4 5 6 7:5 AM 5 3 8 8 7:55 AM 3 3 1 4 5 8 8: AM 1 1 1 3 4 5 Total Volume 3 3 3 3 12 37 49 55 % App. Total 1 1 24.5 75.5 PHF..25..25.83...83..2.617.51.....573 Jacob Holme Way Out In Total 12 3 15 Right 3 Thru Left Peak Hour Data N/A Out In Total Thru Left Right Peak Hour Begins at 7:5 AM Cars Trucks Bikes North 3 Right Thru Left Out In Total 37 3 4 Asheville Commerce Parkway Left Thru 12 Right 37 6 49 55 Out In Total Jacob Holme Way

Jacob Holme Way Southbound Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 744-1636 File Name : 13-71 Jacob Holme Way & Asheville Commerce Parkway Site Code : 13-71 Start Date : 7/11/213 Page No : 6 Asheville Commerce Parkway Westbound Jacob Holme Way Northbound N/A Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 12: PM to 3:55 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 2:5 PM 2:5 PM 1 1 1 1 2 2:1 PM 1 1 1 1 2 2:15 PM 2 2 1 1 3 2:2 PM 1 1 1 2:25 PM 1 1 2 2 2:3 PM 1 1 1 1 2 2:35 PM 1 1 1 1 2 2:4 PM 2 2 2 2 1 2 3 7 2:45 PM 1 1 1 1 2 2:5 PM 1 1 1 2:55 PM 2 2 2 3: PM 2 2 2 Total Volume 6 6 11 11 5 6 11 28 % App. Total 1 1 45.5 54.5 PHF..25..25.458...458..28.25.36.....333 Jacob Holme Way Out In Total 5 6 11 Right 6 Thru Left Peak Hour Data N/A Out In Total Thru Left Right Peak Hour Begins at 2:5 PM Cars Trucks Bikes North 11 Right Thru Left Out In Total 6 11 17 Asheville Commerce Parkway Left Thru 5 Right 6 17 11 28 Out In Total Jacob Holme Way

DAVENPORT TRANSPORTION CONSULTING Project No. 13-71 Jacob Holme Way at Asheville Commerce Parkway, Asheville, NC Jacob Holme Way at Asheville Commerce Parkway looking North Jacob Holme Way at Asheville Commerce Parkway looking South Jacob Holme Way at Asheville Commerce Parkway looking West