ENKA INTERMEDIATE SCHOOL

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1 TRANSPORTATION IMPACT ANALYSIS Prepared for Buncombe County Schools ENKA INTERMEDIATE SCHOOL Asheville, NC Project Number: /1/13

2 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)1 \I "' 33(;- ~-1-16."\(>. I." ) 1(, i~s <n-- ~M ~

3 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/ Enka Intermediate School Executive Summary i

4 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/ Enka Intermediate School Executive Summary ii

5 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/ Enka Intermediate School Executive Summary iii

6 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/ Enka Intermediate School Executive Summary iv

7 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/ Enka Intermediate School Executive Summary v

8 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/ Enka Intermediate School Executive Summary vi

9 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/ Enka Intermediate School Executive Summary vii

10 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 Existing Conditions Inventory Existing Traffic Volumes... 6 Figure 3 Existing Lane Geometry... 7 Figure Existing Traffic Volumes Approved Developments and Committed Improvements Approved Developments Committed Improvements Methodology Base Assumptions and Standards Trip Generation Trip Distribution Future No Build Traffic Total Traffic... 1 Figure 5A Trip Distribution (Parents & Staff Vehicles) Figure 5B Trip Distribution (School Buses) Figure Future No Build Volumes Figure 7A Parent Trips Figure 7B Staff Trips Figure 7C Bus Trips Figure Future Build Volumes Figure Future Build Volumes Capacity Analysis Level of Service Evaluation Criteria Discussion of Results 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 Level of Service Summary Internal Circulation Summary and Conclusion Figure 9 Recommended Improvements Appendix Level of Service Analysis Sardis Road at Sand Hill Road Sand Hill Road at Jacob Holme Way... 3 Jacob Holme Way at Asheville Commerce Parkway Sand Hill Road at Proposed School Access Trip Generation Traffic Volume Data Supporting Documentation /1/ Enka Intermediate School Transportation Impact Analysis 1

11 Enka Intermediate School, Asheville, NC Transportation Impact Analysis Prepared for Buncombe County Schools August 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/ Enka Intermediate School Transportation Impact Analysis 2

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

13 FIGURE 2A SITE LOCATION MAP SITE INDICATOR

14 FIGURE 2B VICINITY MAP STUDY INTERSECTIONS EXISTING PROPOSED

15 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 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 MPH NCDOT Sardis Road SR lane undivided Approx 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 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/ Enka Intermediate School Transportation Impact Analysis 6

16 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

17 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 / / / 572 Sand Hill Road 82 / / / / 512 Sardis Road 11 / / / 7 / 1 7 / 2 81 / / 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

18 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 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/ Enka Intermediate School Transportation Impact Analysis 9

19 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 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 , Total Unadjusted Trips 1, 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/ Enka Intermediate School Transportation Impact Analysis 1

20 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

21 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

22 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 / / 28 3 / 6 11 / / / 619 Sand Hill Road 89 / / / / 554 Sardis Road 12 / / 43 3 / 8 / 1 8 / 2 88 / / 346 Driveway FIGURE 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

23 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 / / / / / / 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

24 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

25 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

26 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 / / 142 School Exit 91 / / / / / / / / 684 Sand Hill Road 366 / / / / 58 Sardis Road 222 / / 43 3 / 8 / 1 8 / 2 88 / / 35 Driveway FIGURE 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

27 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/ Enka Intermediate School Transportation Impact Analysis 18

28 5.2 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/ Enka Intermediate School Transportation Impact Analysis 19

29 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/ Enka Intermediate School Transportation Impact Analysis 2

30 5.3 Level of Service Summary Table 5.2 summarizes the level of service analysis at the study intersections: Table 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/ Enka Intermediate School Transportation Impact Analysis 21

31 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/ Enka Intermediate School Transportation Impact Analysis 22

32 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/ Enka Intermediate School Transportation Impact Analysis 23

33 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/ Enka Intermediate School Transportation Impact Analysis 24

34 Table 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/ Enka Intermediate School Transportation Impact Analysis 25

35 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

36 Appendix 8/1/ Enka Intermediate School Transportation Impact Analysis 27

37 Level of Service Analysis 8/1/ Enka Intermediate School Transportation Impact Analysis 28

38 Sardis Road at Sand Hill Road 8/1/ Enka Intermediate School Transportation Impact Analysis 29

39 Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) 1 75 Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type pm+pt pm+ov Protected Phases Permitted Phases 2 4 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 15.8% 78.9% 63.2%.% 21.1% 15.8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) Minimum Gap (s) Time Before Reduce (s) Time To Reduce (s) Recall Mode None Min Min None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay..... Total Delay LOS A A B C A Enka Intermediate School AM Existing Mary Morgan, PE; Chris Reich, EI Page 1

40 Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Approach Delay Approach LOS A B B Queue Length 5th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) 1 75 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 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 Enka Intermediate School AM Existing Mary Morgan, PE; Chris Reich, EI Page 2

41 Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) 1 75 Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type pm+pt pm+ov Protected Phases Permitted Phases 2 4 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 15.8% 78.9% 63.2%.% 21.1% 15.8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) Minimum Gap (s) Time Before Reduce (s) Time To Reduce (s) Recall Mode None Min Min None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay..... Total Delay LOS A A B C B Enka Intermediate School AM Future No Build Mary Morgan, PE; Chris Reich, EI Page 1

42 Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Approach Delay Approach LOS A B B Queue Length 5th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) 1 75 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 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 Enka Intermediate School AM Future No Build Mary Morgan, PE; Chris Reich, EI Page 2

43 Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) 7 75 Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type pm+pt pm+ov Protected Phases Permitted Phases 2 4 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 15.8% 78.9% 63.2%.% 21.1% 15.8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) Minimum Gap (s) Time Before Reduce (s) Time To Reduce (s) Recall Mode None Min Min None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay..... Total Delay LOS A A C D C Enka Intermediate School AM Future Build Mary Morgan, PE; Chris Reich, EI Page 1

44 Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Approach Delay Approach LOS A C C Queue Length 5th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) 7 75 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 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 Enka Intermediate School AM Future Build Mary Morgan, PE; Chris Reich, EI Page 2

45 Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) 2 75 Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type pm+pt pm+ov pm+ov Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 28.3% 72.5% 44.2% 27.5% 27.5% 28.3% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) Minimum Gap (s) Time Before Reduce (s) Time To Reduce (s) Recall Mode None C-Min C-Min None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS A A C A E D Enka Intermediate School AM Future Build with Improvements Mary Morgan, PE; Chris Reich, EI Page 1

46 Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Approach Delay Approach LOS A C D Queue Length 5th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) 2 75 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 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 Enka Intermediate School AM Future Build with Improvements Mary Morgan, PE; Chris Reich, EI Page 2

47 Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) 1 75 Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type pm+pt pm+ov Protected Phases Permitted Phases 2 4 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 15.8% 78.9% 63.2%.% 21.1% 15.8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) Minimum Gap (s) Time Before Reduce (s) Time To Reduce (s) Recall Mode None Min Min None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay..... Total Delay LOS A A B D C Enka Intermediate School PM Existing Mary Morgan, PE; Chris Reich, EI Page 1

48 Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Approach Delay Approach LOS A B C Queue Length 5th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) 1 75 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 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 Enka Intermediate School PM Existing Mary Morgan, PE; Chris Reich, EI Page 2

49 Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) 1 75 Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type pm+pt pm+ov Protected Phases Permitted Phases 2 4 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 15.8% 78.9% 63.2%.% 21.1% 15.8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) Minimum Gap (s) Time Before Reduce (s) Time To Reduce (s) Recall Mode None Min Min None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay..... Total Delay LOS A A B D C Enka Intermediate School PM Future No Build Mary Morgan, PE; Chris Reich, EI Page 1

50 Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Approach Delay Approach LOS A B C Queue Length 5th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) 1 75 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 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 Enka Intermediate School PM Future No Build Mary Morgan, PE; Chris Reich, EI Page 2

51 Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) 7 75 Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type pm+pt pm+ov Protected Phases Permitted Phases 2 4 Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 15.8% 78.9% 63.2%.% 21.1% 15.8% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) Minimum Gap (s) Time Before Reduce (s) Time To Reduce (s) Recall Mode None Min Min None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay..... Total Delay LOS B A D D C Enka Intermediate School PM Future Build Mary Morgan, PE; Chris Reich, EI Page 1

52 Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Approach Delay Approach LOS A D D Queue Length 5th (ft) ~ Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) 7 75 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 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 Enka Intermediate School PM Future Build Mary Morgan, PE; Chris Reich, EI Page 2

53 Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) 2 1 Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type pm+pt pm+ov pm+ov Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 15.% 78.3% 63.3% 21.7% 21.7% 15.% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) Minimum Gap (s) Time Before Reduce (s) Time To Reduce (s) Recall Mode None C-Min C-Min None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS A A C A E D Enka Intermediate School AM Future Build with Improvements Mary Morgan, PE; Chris Reich, EI Page 1

54 Lanes, Volumes, Timings 1: Sand Hill Road & Sardis Road 7/31/213 Lane Group EBL EBT WBT WBR SBL SBR Approach Delay Approach LOS A B D Queue Length 5th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) 2 1 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 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 Enka Intermediate School AM Future Build with Improvements Mary Morgan, PE; Chris Reich, EI Page 2

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

56 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) Ideal Flow (vphpl) Storage Length (ft) 1 Storage Lanes 1 Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type pm+pt Perm Perm Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 16.7% 66.7%.%.% 5.%.% 33.3% 33.3%.% 33.3% 33.3%.% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) Recall Mode None Min Min None None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay..... Total Delay LOS A A A B B Approach Delay Approach LOS A A B B Queue Length 5th (ft) Enka Intermediate School AM Existing Mary Morgan, PE; Chris Reich, EI Page 1

57 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) Internal Link Dist (ft) Turn Bay Length (ft) 1 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 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 Enka Intermediate School AM Existing Mary Morgan, PE; Chris Reich, EI Page 2

58 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) Ideal Flow (vphpl) Storage Length (ft) 1 Storage Lanes 1 Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type pm+pt Perm Perm Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 16.7% 66.7%.%.% 5.%.% 33.3% 33.3%.% 33.3% 33.3%.% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) Recall Mode None Min Min None None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay..... Total Delay LOS A A A B B Approach Delay Approach LOS A A B B Queue Length 5th (ft) Enka Intermediate School AM Future No Build Mary Morgan, PE; Chris Reich, EI Page 1

59 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) Internal Link Dist (ft) Turn Bay Length (ft) 1 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 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 Enka Intermediate School AM Future No Build Mary Morgan, PE; Chris Reich, EI Page 2

60 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) Ideal Flow (vphpl) Storage Length (ft) 1 Storage Lanes 1 Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type pm+pt Perm Perm Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 16.7% 66.7%.%.% 5.%.% 33.3% 33.3%.% 33.3% 33.3%.% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) Recall Mode None Min Min None None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay..... Total Delay LOS E A D D D Approach Delay Approach LOS C D D D Queue Length 5th (ft) Enka Intermediate School AM Future Build Mary Morgan, PE; Chris Reich, EI Page 1

61 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) Internal Link Dist (ft) Turn Bay Length (ft) 1 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 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 Enka Intermediate School AM Future Build Mary Morgan, PE; Chris Reich, EI Page 2

62 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) Ideal Flow (vphpl) Storage Length (ft) 5 3 Storage Lanes 1 1 Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type pm+pt Perm Perm Perm Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 31.7% 87.5%.%.% 55.8% 55.8% 12.5% 12.5%.% 12.5% 12.5%.% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) Recall Mode None C-Min C-Min C-Min None None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS A A A A D E Approach Delay Approach LOS A A D E Queue Length 5th (ft) Enka Intermediate School AM Future Build with Improvements Mary Morgan, PE; Chris Reich, EI Page 1

63 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) Internal Link Dist (ft) Turn Bay Length (ft) 5 3 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 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 Enka Intermediate School AM Future Build with Improvements Mary Morgan, PE; Chris Reich, EI Page 2

64 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) Ideal Flow (vphpl) Storage Length (ft) 1 Storage Lanes 1 Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted.351 Satd. Flow (perm) Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type pm+pt Perm Perm Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 16.7% 66.7%.%.% 5.%.% 33.3% 33.3%.% 33.3% 33.3%.% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) Recall Mode None Min Min None None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay..... Total Delay LOS A A A B B Approach Delay Approach LOS A A B B Queue Length 5th (ft) Enka Intermediate School PM Existing Mary Morgan, PE; Chris Reich, EI Page 1

65 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) Internal Link Dist (ft) Turn Bay Length (ft) 1 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 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 Enka Intermediate School PM Existing Mary Morgan, PE; Chris Reich, EI Page 2

66 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) Ideal Flow (vphpl) Storage Length (ft) 1 Storage Lanes 1 Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type pm+pt Perm Perm Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 16.7% 66.7%.%.% 5.%.% 33.3% 33.3%.% 33.3% 33.3%.% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) Recall Mode None Min Min None None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay..... Total Delay LOS A A A C C Approach Delay Approach LOS A A C C Queue Length 5th (ft) Enka Intermediate School PM Future No Build Mary Morgan, PE; Chris Reich, EI Page 1

67 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) Internal Link Dist (ft) Turn Bay Length (ft) 1 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 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 Enka Intermediate School PM Future No Build Mary Morgan, PE; Chris Reich, EI Page 2

68 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) Ideal Flow (vphpl) Storage Length (ft) 1 Storage Lanes 1 Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type pm+pt Perm Perm Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 16.7% 66.7%.%.% 5.%.% 33.3% 33.3%.% 33.3% 33.3%.% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) Recall Mode None Min Min None None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay..... Total Delay LOS B A C D D Approach Delay Approach LOS A C D D Queue Length 5th (ft) Enka Intermediate School PM Future Build Mary Morgan, PE; Chris Reich, EI Page 1

69 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) Internal Link Dist (ft) Turn Bay Length (ft) 1 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 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 Enka Intermediate School PM Future Build Mary Morgan, PE; Chris Reich, EI Page 2

70 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) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes 1 1 Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red No No No No Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type pm+pt Perm Perm Perm Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 12.1% 86.7%.%.% 74.6% 74.6% 13.3% 13.3%.% 13.3% 13.3%.% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) Recall Mode None C-Min C-Min C-Min None None None None Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS A A A A D E Approach Delay Approach LOS A A D E Queue Length 5th (ft) Enka Intermediate School AM Future Build with Improvements Mary Morgan, PE; Chris Reich, EI Page 1

71 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) Internal Link Dist (ft) Turn Bay Length (ft) 5 3 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 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 Enka Intermediate School AM Future Build with Improvements Mary Morgan, PE; Chris Reich, EI Page 2

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

73 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) Sign Control Stop Free Free Grade % % % Peak Hour Factor Hourly flow rate (vph) 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 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p queue free % cm capacity (veh/h) Direction, Lane # WB 1 NB 1 SB 1 Volume Total Volume Left 8 Volume Right 41 csh Volume to Capacity.1.3. Queue Length 95th (ft) 1 Control Delay (s) Lane LOS A Approach Delay (s) Approach LOS A Intersection Summary Average Delay 1. Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) Enka Intermediate School AM Existing Mary Morgan, PE; Chris Reich, EI Page 1

74 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) Sign Control Stop Free Free Grade % % % Peak Hour Factor Hourly flow rate (vph) 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 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p queue free % cm capacity (veh/h) Direction, Lane # WB 1 NB 1 SB 1 Volume Total Volume Left 9 Volume Right 44 csh Volume to Capacity.1.3. Queue Length 95th (ft) 1 Control Delay (s) Lane LOS A Approach Delay (s) Approach LOS A Intersection Summary Average Delay 1. Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) Enka Intermediate School AM Future No Build Mary Morgan, PE; Chris Reich, EI Page 1

75 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) Sign Control Stop Free Free Grade % % % Peak Hour Factor Hourly flow rate (vph) 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 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p queue free % cm capacity (veh/h) Direction, Lane # WB 1 NB 1 SB 1 Volume Total Volume Left 16 Volume Right 922 csh Volume to Capacity Queue Length 95th (ft) 2 Control Delay (s) Lane LOS B Approach Delay (s) Approach LOS B Intersection Summary Average Delay.2 Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) Enka Intermediate School AM Future Build Mary Morgan, PE; Chris Reich, EI Page 1

76 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) Sign Control Stop Free Free Grade % % % Peak Hour Factor Hourly flow rate (vph) 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 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p queue free % cm capacity (veh/h) Direction, Lane # WB 1 NB 1 SB 1 Volume Total Volume Left 12 Volume Right 12 csh Volume to Capacity.1.1. Queue Length 95th (ft) 1 Control Delay (s) Lane LOS A Approach Delay (s) Approach LOS A Intersection Summary Average Delay 2.8 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) Enka Intermediate School PM Existing Mary Morgan, PE; Chris Reich, EI Page 1

77 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) Sign Control Stop Free Free Grade % % % Peak Hour Factor Hourly flow rate (vph) 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 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p queue free % cm capacity (veh/h) Direction, Lane # WB 1 NB 1 SB 1 Volume Total Volume Left 13 Volume Right 13 csh Volume to Capacity.1.1. Queue Length 95th (ft) 1 Control Delay (s) Lane LOS A Approach Delay (s) Approach LOS A Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) Enka Intermediate School PM Future No Build Mary Morgan, PE; Chris Reich, EI Page 1

78 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) Sign Control Stop Free Free Grade % % % Peak Hour Factor Hourly flow rate (vph) 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 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p queue free % cm capacity (veh/h) Direction, Lane # WB 1 NB 1 SB 1 Volume Total Volume Left 6 Volume Right 284 csh Volume to Capacity Queue Length 95th (ft) 6 Control Delay (s) Lane LOS A Approach Delay (s) Approach LOS A Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 19.1% ICU Level of Service A Analysis Period (min) Enka Intermediate School PM Future Build Mary Morgan, PE; Chris Reich, EI Page 1

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

80 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) Sign Control Stop Free Free Grade % % % Peak Hour Factor Hourly flow rate (vph) 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 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p queue free % cm capacity (veh/h) Direction, Lane # EB 1 EB 2 NB 1 SB 1 Volume Total Volume Left 182 Volume Right 422 csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS D D Approach Delay (s) Approach LOS D Intersection Summary Average Delay 11.4 Intersection Capacity Utilization 38.4% ICU Level of Service A Analysis Period (min) Enka Intermediate School AM Future Build Mary Morgan, PE; Chris Reich, EI Page 1

81 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) Sign Control Stop Free Free Grade % % % Peak Hour Factor Hourly flow rate (vph) 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 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p queue free % cm capacity (veh/h) Direction, Lane # EB 1 EB 2 NB 1 SB 1 Volume Total Volume Left 78 Volume Right 182 csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS C B Approach Delay (s) Approach LOS B Intersection Summary Average Delay 3.4 Intersection Capacity Utilization 27.1% ICU Level of Service A Analysis Period (min) Enka Intermediate School PM Future Build Mary Morgan, PE; Chris Reich, EI Page 1

82 Trip Generation 8/1/ Enka Intermediate School Transportation Impact Analysis 33

83 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: 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% % Elementary % 14.1% % Middle % 4.3% % High P 43.35% 26.3% % 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 OUT ADT AM Elementary Trips 371 PM Elementary Trips Middle School Data AM Trips Generated PM Trips Generated Direction Parents Buses Staff Trips Parents Buses Staff Trips NOTES IN OUT Minimum Queue Length AM Middle Trips 353 PM Middle Trips 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 Calculated 7/22/213 By:Chris Reich

84 Traffic Volume Data 8/1/ Enka Intermediate School Transportation Impact Analysis 34

85 Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) Counted By: C. Elliott Weather: Clear File Name : Sardis Road & Sand Hill Road Site Code : 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 :35 AM :4 AM :45 AM :5 AM :55 AM Total : AM :5 AM :1 AM :15 AM :2 AM :25 AM :3 AM :35 AM :4 AM :45 AM :5 AM :55 AM Total : AM :5 AM :1 AM :15 AM :2 AM :25 AM :3 AM :35 AM :4 AM 8:45 AM 8:5 AM 8:55 AM Total : 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

86 Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) File Name : Sardis Road & Sand Hill Road Site Code : 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

87 Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) File Name : Sardis Road & Sand Hill Road Site Code : 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 :5 PM :1 PM :15 PM :2 PM :25 PM :3 PM :35 PM :4 PM :45 PM :5 PM :55 PM Total : PM :5 PM :1 PM :15 PM :2 PM :25 PM :3 PM :35 PM :4 PM :45 PM :5 PM :55 PM Total Grand Total Apprch % Total % Cars % Cars Trucks % Trucks Bikes % Bikes.4.1

88 Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) Sand Hill Road Out In Total File Name : Sardis Road & Sand Hill Road Site Code : Start Date : 7/9/213 Page No : Right Thru Left Peds Sand Hill Road Out In Total Left Thru Right Peds North 7/9/213 6:3 AM 7/9/213 3:55 PM Cars Trucks Bikes Right Thru Left Peds Out In Total Sardis Road Left Thru Right Peds Out In Total N/A

89 Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) File Name : Sardis Road & Sand Hill Road Site Code : 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 :45 AM :5 AM :55 AM : AM :5 AM :1 AM :15 AM :2 AM :25 AM :3 AM :35 AM Total Volume % App. Total PHF Sand Hill Road Out In Total Right Thru 128 Left 1 Peds Peak Hour Data Sand Hill Road Out In Total Left 43 Thru Right Peds Peak Hour Begins at 7:4 AM Cars Trucks Bikes North Right Thru Left Peds Out In Total Sardis Road Left Thru Right Peds Out In Total N/A

90 Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) File Name : Sardis Road & Sand Hill Road Site Code : 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 :5 PM :1 PM :15 PM :2 PM :25 PM :3 PM :35 PM :4 PM :45 PM :5 PM :55 PM Total Volume % App. Total PHF Sand Hill Road Out In Total Right Thru 119 Left Peds Peak Hour Data Sand Hill Road Out In Total Left 315 Thru Right Peds Peak Hour Begins at 3: PM Cars Trucks Bikes North Right Thru Left Peds Out In Total Sardis Road Left Thru Right Peds Out In Total N/A

91 Sand Hill Road at Sardis Road looking East Sand Hill Road at Sardis Road looking West DAVENPORT TRANSPORTION CONSULTING Project No Sand Hill Road at Sardis Road, Asheville, NC Sand Hill Road at Sardis Road looking South

92 Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) Counted By: C. Elliott Weather: Cloudy File Name : Sand Hill Road & Jacob Holme Way Site Code : 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 :35 AM :4 AM :45 AM :5 AM :55 AM Total : AM :5 AM :1 AM :15 AM :2 AM :25 AM :3 AM :35 AM :4 AM :45 AM :5 AM :55 AM Total : AM :5 AM :1 AM :15 AM :2 AM :25 AM :3 AM 8:35 AM 8:4 AM 8:45 AM 8:5 AM 8:55 AM Total

93 Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) File Name : Sand Hill Road & Jacob Holme Way Site Code : 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

94 Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) File Name : Sand Hill Road & Jacob Holme Way Site Code : 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 :5 PM :1 PM :15 PM

95 Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) File Name : Sand Hill Road & Jacob Holme Way Site Code : 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 :25 PM :3 PM :35 PM :4 PM :45 PM :5 PM :55 PM Total : PM :5 PM :1 PM :15 PM :2 PM :25 PM :3 PM :35 PM :4 PM :45 PM :5 PM :55 PM Total Grand Total Apprch % Total % Cars % Cars Trucks % Trucks Bikes % Bikes.1.1

96 Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) File Name : Sand Hill Road & Jacob Holme Way Site Code : Start Date : 7/1/213 Page No : 5 Jacob Holme Way Out In Total Right Thru Left Sand Hill Road Out In Total Left Thru Right North 7/1/213 6:3 AM 7/1/213 3:55 PM Cars Trucks Bikes Right Thru Left Out In Total Sand Hill Road Left Thru 2 2 Right Out In Total Driveway

97 Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) File Name : Sand Hill Road & Jacob Holme Way Site Code : 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 :25 AM :3 AM :35 AM :4 AM :45 AM :5 AM :55 AM : AM :5 AM :1 AM :15 AM Total Volume % App. Total PHF Jacob Holme Way Out In Total Right Thru 1 Left Peak Hour Data Sand Hill Road Out In Total Left 496 Thru 16 Right Peak Hour Begins at 7:2 AM Cars Trucks Bikes North Right Thru Left Out In Total Sand Hill Road Left 3 Thru Right Out In Total Driveway

98 Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) File Name : Sand Hill Road & Jacob Holme Way Site Code : 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 :5 PM :55 PM : PM :5 PM :1 PM :15 PM :2 PM :25 PM :3 PM :35 PM :4 PM Total Volume % App. Total PHF Jacob Holme Way Out In Total Right Thru 7 Left Peak Hour Data Sand Hill Road Out In Total Left 397 Thru 7 Right Peak Hour Begins at 2:45 PM Cars Trucks Bikes North Right Thru Left Out In Total Sand Hill Road Left 7 Thru 1 Right Out In Total Driveway

99 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 Sand Hill Road at Jacob Holme Way, Asheville, NC

100 Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) Counted By: C. Elliott Weather: Clear File Name : Jacob Holme Way & Asheville Commerce Parkway Site Code : 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 :45 AM :5 AM :55 AM Total : AM 7:5 AM :1 AM :15 AM :2 AM :25 AM :3 AM :35 AM :4 AM :45 AM :5 AM :55 AM Total : AM :5 AM :1 AM :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 : 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

101 Jacob Holme Way Southbound File Name : Jacob Holme Way & Asheville Commerce Parkway Site Code : Start Date : 7/11/213 Page No : 2 Asheville Commerce Parkway Westbound Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 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

102 Jacob Holme Way Southbound File Name : Jacob Holme Way & Asheville Commerce Parkway Site Code : Start Date : 7/11/213 Page No : 3 Asheville Commerce Parkway Westbound Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) 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 :5 PM :1 PM :15 PM :2 PM :25 PM :3 PM :35 PM :4 PM :45 PM :5 PM :55 PM Total : PM :5 PM :1 PM :15 PM 3:2 PM :25 PM :3 PM :35 PM 3:4 PM :45 PM :5 PM :55 PM Total Grand Total Apprch % Total % Cars % Cars Trucks % Trucks Bikes % Bikes

103 Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) File Name : Jacob Holme Way & Asheville Commerce Parkway Site Code : Start Date : 7/11/213 Page No : 4 Jacob Holme Way Out In Total Right 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 Out In Total Asheville Commerce Parkway Left Thru Right Out In Total Jacob Holme Way

104 Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) File Name : Jacob Holme Way & Asheville Commerce Parkway Site Code : 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 :1 AM :15 AM :2 AM :25 AM :3 AM :35 AM :4 AM :45 AM :5 AM :55 AM : AM Total Volume % App. Total PHF Jacob Holme Way Out In Total 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 Asheville Commerce Parkway Left Thru 12 Right Out In Total Jacob Holme Way

105 Jacob Holme Way Southbound Davenport 35 West Fourth Street Winston-Salem, NC 2711 (336) File Name : Jacob Holme Way & Asheville Commerce Parkway Site Code : 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 PM :15 PM :2 PM :25 PM :3 PM :35 PM :4 PM :45 PM :5 PM :55 PM : PM Total Volume % App. Total PHF Jacob Holme Way Out In Total 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 Asheville Commerce Parkway Left Thru 5 Right Out In Total Jacob Holme Way

106 DAVENPORT TRANSPORTION CONSULTING Project No 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

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