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Home My WebLink AboutTraffic Impact Studynv5.com TRAFFIC IMPACT STUDY FOR RACETRAC FUELING STATION ON US HIGHWAY 421 DATE: April 4, 2025 LOCATION: Wilmington, North Carolina PREPARED BY: NV5 Engineers & Consultants 3300 Regency Parkway, Suite 100 Cary, North Carolina 27518 i Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC Executive Summary RaceTrac is proposing a newly constructed fueling station with convenience market along US Highway 421 in Wilmington, North Carolina. The site will feature a 3,500 square foot convenience market and 20 fuel pumps. Access to the site is proposed via two driveways on US Highway 421: one full movement access and one right-in/right-out access. The site will be completed in a single phase by 2025. This report presents trip generation, distribution, and traffic analyses. The traffic conditions studied include the existing (2024) and projected (2025) background and build-out traffic conditions for the AM and PM peak hour periods. As shown in Table ES-1, the site is expected to generate a total of 4,016 daily trips, with 322 (161 entering, 161 exiting) during the AM peak hour and 368 (184 entering, 184 exiting) during the PM peak hour. Note that approximately one third of these are pass-by trips, resulting in 200 primary trips in the AM peak hour and 250 during the PM peak hour. Table ES-1: Project Trip Generation Convenience Store/Gas Station, LUC 945 Project Trips (20 pumps, 3,500 SF Market) Total Inbound Outbound Total Trips Generated Daily 4,016 2,008 2,008 AM Peak Hour 322 161 161 PM Peak Hour 368 184 184 Pass-By Trips AM Peak Hour -122 -61 -61 PM Peak Hour -118 -59 -59 Net New Trips AM Peak Hour 200 100 100 PM Peak Hour 250 125 125 Capacity analysis was completed for the study area utilizing Synchro 12® software. Tables ES-2 and ES-3 summarize the study area intersection levels-of-service (LOS) and delay in seconds under each analysis scenario. Table ES-2: No-Build Level-of-Service and Delay Summary Intersection Control Movement/ Approach Existing (2024) No Build (2025) AM PM AM PM US 421 & Southern States Entrance Stop Sign WB Lt-Rt C (20.3) C (22.5) C (20.5) C (22.7) SB Left A (8.9) A (9.7) A (8.9) A (9.7) Table ES-3: Build Level-of-Service and Delay Summary Intersection Control Movement/ Approach Build (2025) Build (2025) Mitigated AM PM AM PM US 421 & Site Driveway 1 Stop Sign EB Right B (12.4) B (10.9) B (12.4) B (10.9) US 421 & Southern States Entrance/ Site Driveway 2 Stop Sign EB Lt, Th-Rt F (72.9) F (50.2) WB Lt-Th-Rt E (38.2) F (79.9) NB Left B (11.3) A (9.8) SB Left A (8.8) A (9.6) US 421 & Southern States Entrance/ Site Driveway 2 Signal OVERALL A (6.5) A (6.5) EB B (13.0) B (11.9) WB B (11.6) B (11.4) NB A (5.8) A (6.5) SB A (6.2) A (5.9) ii Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC No-Build Conditions Capacity analysis indicates the intersection of US Highway 421 and Southern States Chemical Entrance operates acceptably on all approaches during peak hour periods. The intersection will continue to operate at LOS B on all approaches with background traffic growth. Build Conditions Upon full buildout of the site, the study area will experience nominal increases in delay. Site Driveway #1 is expected to operate at LOS B on all approaches during peak periods. The intersection of US Highway 421 at Southern States Chemical Entrance and Site Driveway #2 is expected to operate at LOS E or F, as left turning traffic incurs higher delays waiting for gaps at the stop-controlled intersection. It should be noted that volumes generated by the site development are expected to meet the Manual on Uniform Traffic Control Devices (MUTCD) Eight-Hour, Four-Hour, and Peak Hour traffic signal warrants. Build Conditions with Improvements With a traffic signal in place, the intersection of US Highway 421 at Southern States Chemical Entrance and Site Driveway #2 is expected to operate at an overall LOS A during peak hour periods. Mitigation The following lane improvements are recommended at the site access driveways. Figure E1 shows the proposed geometry of the road network upon full buildout of the site. • US Highway 421 and Site Driveway 1 o Construct right-in/right-out driveway with 100 feet of internal protected storage (IPS). • US Highway 421 and Southern States Chemical Entrance/Site Driveway 2 o Restripe existing two-way left turn lane to provide 125 feet of dedicated storage. o Construct full access driveway with one ingress lane, two egress lanes with 100 feet IPS. o Install new traffic signal. Figure E1: Proposed Lane Geometry iii Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC TABLE OF CONTENTS Executive Summary ...................................................................................................................................... i A. Introduction .......................................................................................................................................... 1 A.1. Project Overview .......................................................................................................................... 1 A.2. Site Location and Study Area Boundaries.................................................................................. 1 A.3. Development Site Description .................................................................................................... 2 A.4. Methodology ................................................................................................................................ 3 B. Existing Traffic Conditions ................................................................................................................... 4 B.1. Surface Transportation Network ................................................................................................. 4 B.2. Traffic Counts ............................................................................................................................... 4 B.3. Existing Traffic Capacity Analysis ................................................................................................ 5 C. Development Site Traffic ..................................................................................................................... 6 C.1. Trip Generation ............................................................................................................................ 6 C.2. Adjustments to Trip Generation Rates ....................................................................................... 6 C.3. Trip Distribution and Assignment ............................................................................................... 6 D. Future Traffic Conditions ..................................................................................................................... 8 D.1. Background Growth and Adjacent Development....................................................................... 8 D.2. Committed Roadway Improvements .......................................................................................... 8 D.3. No-Build Traffic Capacity Analysis .............................................................................................. 8 D.4. Future Traffic with Proposed Development ............................................................................... 8 D.5. Build Traffic Capacity Analysis .................................................................................................... 9 E. Site Access, Parking, and Circulation ................................................................................................. 9 E.1. Site Access and Circulation ...................................................................................................... 11 E.2. Parking ...................................................................................................................................... 10 E.3. Sight Distance ........................................................................................................................... 10 E.4. Turn Lanes ................................................................................................................................ 10 F. Conclusions and Recommendations ............................................................................................... 12 F.1. Key Findings .............................................................................................................................. 12 F.2. Proposed Mitigation ................................................................................................................. 12 TECHNICAL APPENDICES Appendix A: Scoping Documents Appendix B: Site Plan Appendix C: Synchro & SimTraffic Reports Appendix D: Traffic Counts Appendix E: ITE Trip Generation Appendix F: Trip Assignment Figures Appendix G: NCDOT Auxiliary Turn Lane Graphs Appendix H: MUTCD Traffic Signal Warrant iv Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC LIST OF TABLES Table 1: HCM LOS Descriptions .................................................................................................................. 3 Table 2: Existing (2024) Intersection Capacity Analysis Results .............................................................. 5 Table 3: Project Trip Generation ................................................................................................................. 6 Table 4: No-Build (2025) Intersection Capacity Analysis Results ............................................................. 8 Table 5: Build (2025) Intersection Capacity Analysis Results .................................................................. 9 Table 6: Build (2025) with Mitigation Intersection Capacity Analysis Results ......................................... 9 Table 7: MUTCD Signal Warrant Analysis Results ................................................................................... 11 LIST OF FIGURES Figure 1. Vicinity Map .................................................................................................................................. 1 Figure 2. Site Location Aerial ...................................................................................................................... 1 Figure 3. Site Plan ........................................................................................................................................ 2 Figure 4: Existing (2024) Lane Geometry ................................................................................................... 4 Figure 5: Existing (2024) Volumes .............................................................................................................. 5 Figure 6: Primary Trip Distribution .............................................................................................................. 7 Figure 7: Pass-By Trip Distribution .............................................................................................................. 7 Figure 8: Total Site Trips .............................................................................................................................. 7 Figure 9: No-Build (2025) Volumes ............................................................................................................ 8 Figure 10: Build (2025) Volumes ................................................................................................................ 9 Figure 11: Build (2025) Lane Geometry .................................................................................................. 12 1 Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC A. Introduction The property located west of the US Highway 421 and Southern States Chemical Entrance intersection in Wilmington, North Carolina is proposed for development as a fueling station with convenience store. Figure 1 indicates the approximate location of the project site. NV5 Inc., has been retained to prepare this traffic impact study (TIS) to determine the amount of traffic expected to be added to the adjacent roadway network due to the project and identify any improvements necessary to mitigate the impacts of said additional traffic. To complete this determination, NV5 has undertaken the following tasks: • Evaluated existing traffic conditions by performing intersection turning movement counts at key intersections in the vicinity of the proposed project during the weekday morning and evening peak hours. • Estimated the amount of traffic to be generated by the proposed development utilizing the trip generation data published by the Institute of Transportation Engineers. Site generated trips were then assigned to the local roadway network based on existing travel patterns and the site’s proposed use. • Completed capacity analyses for Existing (2024), No-Build (2025) and Build (2025) Conditions throughout the study area. • Identified potential improvements to mitigate traffic conditions, if necessary. This report represents a summary of our findings and recommendations regarding the proposed project. The study parameters have been developed in coordination with the North Carolina Department of Transportation (NCDOT) and Wilmington Metropolitan Planning Organization (WMPO). A copy of the scoping documentation is provided in Appendix A. A.1. Project Overview The site will be developed as a fueling station featuring a 3,500 square foot convenience market and 20 fuel pumps; sixteen (16) designated for use by passenger cars and four (4) for use by tractor- trailer trucks. The project is expected to be complete in a single phase by 2025. This TIS documents the impacts that the proposed development may have on the existing and future roadway network in the surrounding area. The study also notes major inputs and assumptions behind trip generation by the proposed development, as well as detailing any recommended mitigation measures or infrastructure improvements to reduce the impact of site traffic in the study area, if needed. A.2. Site Location and Study Area Boundaries The proposed site is located along US Highway 421 in Wilmington, North Carolina, one mile northwest of the Interstate 140 (I-140) interchange. Land use in the area is a mix of commercial and industrial. Figure 1 illustrates the site’s location in New Hanover County. 1 Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC Figure 1. Vicinity Map Figure 2 shows the study intersections superimposed on aerial imagery of the surrounding area. This Study includes analysis of Existing and Future Conditions at the following intersections: 1. US Highway 421 and Southern States Chemical Entrance and Site Driveway (D2) 2. US Highway 421 and Site Driveway (D1) Figure 2. Site Location Aerial 2 Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC A.3. Development Site Description The site development concept plan is shown in Figure 3 and included in Appendix B. The site will consist of a 3,500 square foot convenience market with 20 fuel pumps. Access to the site will be provided via two driveways: one full movement access and one right-in/right-out access on US Highway 421. All site drives are proposed to operate under stop control. Figure 3. Site Plan 3 Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC A.4. Methodology Analysis in each of the study’s scenarios was performed using the traffic analysis software Synchro® 12. Average vehicular delays (in seconds) are calculated and reported as Levels of Service (LOS) as defined by the Highway Capacity Manual (HCM) 6th Edition. LOS is reported on a scale from “A” to “F”, with A indicating minimal operational concerns and F representing significant delays. Table 1 provides the thresholds for each LOS tier for both signalized and unsignalized intersections. For consistency existing year analyses follows to NCDOT Congestion Management Section Capacity Analysis guidance for peak hour factors, signal timings, and right-turn on red permissions at signalized intersections. Table 1: HCM LOS Descriptions LOS Description Signalized Intersections Unsignalized Intersections A Little or no delay <10 seconds <10 seconds B Short traffic delay 10-20 seconds 10-15 seconds C Average traffic delay 20-35 seconds 15-25 seconds D Long traffic delay 35-55 seconds 25-35 seconds E Very long traffic delay 55-80 seconds 35-50 seconds F Unacceptable delay >80 seconds >50 seconds 4 Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC B. Existing Traffic Conditions B.1. Surface Transportation Network A review of the roadway network and intersections in the study area was conducted including field investigations, traffic counts, and review of existing traffic signals. Existing lane configurations are shown in Figure 4. The following is a summary of the transportation network in the nearby area: US Highway 421 is a five-lane undivided highway with a posted speed limit of 55 miles per hour (mph). The roadway functions as a north-south route in the study area which serves to connect businesses along US Highway 421 to nearby interstates I-140 and US Highway 17. Southern States Chemical Entrance is a two-lane, undivided local road in the study area that provides access to the industrial facility. The roadway also provides access to commercial and industrial business fronting US 421. The speed limit is assumed to be 15 mph, as no limit is posted. Figure 4: Existing (2024) Lane Geometry B.2. Traffic Counts Turning movement counts (TMC) for the analysis were collected on Wednesday, November 20, 2024, between 7:00 and 9:00 AM and from 4:00 to 6:00 PM at US Highway 421 and Sutton Lake Road, US Highway 421 and I-140 Ramps. Supplemental counts were collected on Thursday, January 9, 2025, between 6:00 AM and 7:00 PM at the US Highway 421 and Southern States Chemical Entrance. Peak hour volumes at the study intersections are shown in Figure 5. Average annual daily traffic (AADT) volumes for the study area were provided by NCDOT. In 2023, approximately 9,800 vehicles per day (vpd) were reported along US Highway 421 north of Sutton Lake Road and 10,000 vpd between Sutton Lake Road and the I-140 interchange. Detailed intersection counts and AADT information can be found in Appendix D. 5 Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC Figure 5: Existing (2024) Volumes B.3. Existing Traffic Capacity Analysis The results of the Existing (2024) capacity analysis are shown in Table 2 and include analysis of the volumes presented in Figure 5. It should be noted that the AM peak occurs between 7:00 am and 8:00 am. The PM peak hour occurs between 4:30 pm and 5:30 pm. The US Highway 421 and Southern States Chemical Entrance intersection operates at LOS C or better on all approaches during both peak hour periods. Detailed LOS and queuing reports are included in Appendix C. Table 2: Existing (2024) Intersection Capacity Analysis Results ID Intersection Control Movement/ Approach AM PM LOS Delay LOS Delay 1 US 421 & Southern States Entrance Stop Sign WB Left-Right C 20.3 C 22.5 SB Left A 8.9 A 9.7 6 Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC C. Development Site Traffic C.1. Trip Generation This study utilizes the ITE Trip Generation Manual, 11th Edition to determine the expected number of trips generated by the new development. The Convenience Store/Gas Station land use code (LUC) 945 predicts a total of 4,016 trips will enter and exit the site daily, with 322 during the AM peak hour and 368 in the PM peak hour. Table 3 provides a summary of the site’s trip generation and separates primary and pass-by trips. The site’s ITE trip generation data, including equations used for calculations, is included in Appendix E. Table 3: Project Trip Generation Convenience Store/Gas Station, LUC 945 Project Trips (20 pumps, 3,500 SF Market) Total Inbound Outbound Total Trips Generated Daily 4,016 2,008 2,008 AM Peak Hour 322 161 161 PM Peak Hour 368 184 184 Pass-By Trips AM Peak Hour -122 -61 -61 PM Peak Hour -118 -59 -59 Net New Trips AM Peak Hour 200 100 100 PM Peak Hour 250 125 125 C.2. Adjustments to Trip Generation Rates Of the site trips discussed above in Section C.1, the ITE Trip Generation Manual estimates about 75% of fueling station trips are generated from pass-by traffic. However, Congestion Management Section guidelines limit pass-by reductions to 10% of the adjacent street volumes. After subtracting the 122 and 118 pass-by trips from the overall trip generation in the two peak hours, net new primary trips generated by the site total 200 in the AM peak hour and 250 during the PM peak hour. C.3. Trip Distribution and Assignment Due to the nature of the site, trip distribution for the site is primarily reflective of existing travel patterns. Traffic counts indicate that commuters traveling along US Highway 421 will account for 100% of site trips; 30% to/from the west and 70% to/from the east. The site’s pass-by trip distribution was generated based on the number of total vehicles passing each driveway during the AM and PM peak hours. As a result, 30% of site pass-by trips are expected from the west and 70% from the east. Primary and pass-by trip distributions are shown in Figures 6 and 7, while total site trip assignments are shown in Figure 8. 7 Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC Figure 6: Primary Trip Distribution Figure 7: Pass-By Trip Distribution Figure 8: Total Site Trips 8 Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC D. Future Traffic Conditions D.1. Background Growth and Adjacent Development Based on coordination with the Wilmington MPO and NCDOT a background growth rate of 1% was used to calculate 2025 background traffic growth in the project area. Figure 9: No-Build (2025) Volumes D.2. Committed Roadway Improvements No future improvements are currently scheduled for completion along US Highway 421, Sutton Lake Road, or I-140 prior to completion of the site. D.3. No-Build Traffic Capacity Analysis The results of the No-Build (2025) traffic capacity analysis are shown in Table 4 and analyze the volumes shown in Figure 9. Operations remain acceptable at the US Highway 421 and Southern States Chemical Entrance intersection. Detailed LOS and queuing reports are included in Appendix C. Table 4: No-Build (2025) Intersection Capacity Analysis Results ID Intersection Control Movement/ Approach AM PM LOS Delay LOS Delay 1 US 421 & Southern States Entrance Stop Sign WB Left-Right C 20.5 C 22.7 SB Left A 8.9 A 9.7 D.4. Future Traffic with Proposed Development Peak hour site trips shown in Table 3 were distributed to study area roadways based on the trip distribution percentages discussed in Section C.3 and shown in Figures 6 and 7. These site trips were added to No-Build (2025) volumes, shown in Figure 9 to determine Build (2025) volumes as shown below in Figure 10. 9 Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC Figure 10: Build (2025) Volumes D.5. Build Traffic Capacity Analysis The results of the Build (2025) traffic capacity analysis are shown in Table 5 and reflect operating conditions upon full buildout of the site. Site Driveway #1 is expected to operate at LOS B during peak hour periods. Site Driveway #2 is expected to operate at LOS F on the minor approaches. High side street delay at stop-controlled intersections is common as left turning traffic waits for adequate gaps in main street traffic. Detailed LOS and queuing reports are included in Appendix C. Table 5: Build (2025) Intersection Capacity Analysis Results ID Intersection Control Movement/ Approach AM PM LOS Delay LOS Delay 1 US 421 & Southern States Entrance / Site Driveway 2 Stop Sign EB Lt, Th-Rt F 72.9 F 50.2 WB Lt-Th-Rt E 38.2 F 79.9 NB Left B 11.3 A 9.8 SB Left A 8.8 A 9.6 2 US 421 & Site Driveway 1 Stop Sign EB Right B 12.4 B 10.9 D.6. Build (2025) with Mitigation Traffic Capacity Analysis The 13-hour traffic counts at the US Highway 421 and Southern States Chemical entrance intersection were evaluated to determine if a traffic signal is warranted as result of the buildout of the site. The warrant analysis results are discussed in Section F of the report. With a traffic signal in place, Site Driveway #2 is expected to operate at an overall LOS A during peak hour periods. Table 6: Build (2025) with Mitigation Intersection Capacity Analysis Results ID Intersection Control Movement/ Approach AM PM LOS Delay LOS Delay 1 US 421 & Southern States Entrance / Site Driveway 2 Signal OVERALL A 6.5 A 6.8 EB B 13.0 B 11.9 WB B 11.6 B 11.4 NB A 5.8 A 6.5 SB A 6.2 A 5.9 2 US 421 & Site Driveway 1 Stop Sign EB Right B 12.4 B 10.9 10 Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC E. Site Access, Parking, and Circulation E.1. Site Access and Circulation Access to the site will be provided via two driveways: one full movement access and one right- in/right-out access on US Highway 421. Fueling pumps for passenger cars will be available along the site’s frontage to US Highway 421. Fueling pumps for tractor trailers are located northwest of the main building, with a dedicated internal drive provided along the southern edge of the site to provide access. E.2. Parking Parking for up to 24 passenger cars will be available on-site. Sixteen (16) fueling pumps for passenger cars are available along the site’s frontage to US Highway 421, with an additional four (4) pumps for tractor trailer trucks located north of the main building. A site plan is provided in Figure 3 and in Appendix B. E.3. Sight Distance Significant horizontal and vertical curvature is not present near the site. So long as landscaping is kept clear of the site frontage, all access driveways will have adequate sight distance in all directions. E.4. Turn Lanes Based on the NCDOT Policy on Street and Driveway Access to North Carolina Highways guidance for auxiliary turn lanes at unsignalized intersections, right turn lane improvements are not warranted at the site driveways. Per the nomograph, a northbound left turn lane is required at Site Driveway #2 and should provide a minimum required storage of 100 feet. Analysis for the Build (2025) with Mitigation alternative shows a 95th percentile queue for this movement will be 88 feet during the AM peak hour and 101 feet during the PM peak hour. The maximum queue for this movement will be 111 feet during the AM peak hour and 125 feet during the PM peak hour. As a result, the recommended lane storage for the northbound left turn lane on US Highway 421 is 125 feet. Note that there is an existing two-way left turn lane at this location that can be restriped to provide the recommended storage. A summary of the SimTraffic queuing analysis is provided in Appendix C. A copy of the left and right turn lane nomographs and tables recommending turn bay lengths are provided in Appendix G. 11 Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC F. Signal Warrant Analysis F.1. MUTCD Traffic Signal Warrants The ITE Trip Generation Manual 11th Edition Hourly Distribution of Entering and Exiting Vehicle Trips by Land Use 945 (LUC 945) was used to produce site volumes. Estimates of primary and pass-by trips generated by the proposed fueling station are consistent with the ITE methodology for LUC 945. The hourly site volumes were added to the intersection 13-hour turning movement counts based on trip distribution percentages outlined in Section C.3. to create the warrant analysis traffic volumes. Using the Manual of Uniform Traffic Control Devices (MUTCD), 2023, the signal warrants were assessed based on both the main street and minor street having two approach lanes. In addition, right turning volumes were excluded from the minor approach for a more conservative analysis. Because the speed limit along US 421 is greater than 40 mph, the volume requirements were reduced to 70% of their full value. The signal warrant analysis results for the study intersection are shown in Table 7. Table 7: MUTCD Signal Warrant Analysis Results Hour Major Volume Minor Volume¹ WARRANT Eight-Hour Four-Hour Peak Hour 1A 1B 2 3A 3B 7:00 – 8:00 AM 1086 39 No Yes Yes No No 8:00 – 9:00 AM 1303 52 No Yes Yes No No 9:00 – 10:00 AM 995 51 No Yes No No No 10:00 – 11:00 AM 823 43 No Yes No No No 11:00 – 12:00 PM 793 44 No Yes Yes No No 12:00 – 1:00 PM 898 45 No Yes Yes No No 1:00 – 2:00 PM 950 49 No Yes Yes No No 2:00 – 3:00 PM 962 46 No Yes Yes No No 3:00 – 4:00 PM 1018 50 No Yes Yes No No 4:00 – 5:00 PM 1049 55 No Yes Yes No Yes 5:00 – 6:00 PM 1200 60 No Yes Yes No Yes 6:00 – 7:00 PM 1171 59 No No No No No Warrant Met ¹ Approach Volume excludes right turn movements As shown in Table 7, the intersection meets warrants 1B and 2 at 70% of the warrant volumes for a roadway with a speed limit greater than 40 mph. It should be noted that the peak hour warrant is met between the hours of 4:00 – 6:00 PM using the 56% volume warrant. If as little as 30% of the right turns were included in the minor approach volume the Peak Hour 3A warrant requirements would also be met during the PM peak hours. A copy of the detailed signal warrant report is provided in Appendix H. 12 Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC G. Conclusions and Recommendations RaceTrac is proposing a newly constructed fueling station with convenience market along US Highway 421 in Wilmington, North Carolina. The site will feature a 3,500 square foot convenience market and 20 fuel pumps. Access to the site will be provided via two driveways on US Highway 421: one full movement access and one right-in/right-out access. The site will generate a total of 4,016 daily trips, with 322 (161 entering, 161 exiting) during the AM peak hour and 368 (184 entering, 184 exiting) during the PM peak hour. Approximately one third of the trips are pass-by, resulting in 200 primary trips in the AM peak hour and 250 during the PM peak hour. The site will be completed in a single phase by 2025. Analysis of multiple scenarios was completed, with key findings below. G.1. Key Findings The study area operates well under Existing and No-Build conditions. Upon full buildout Site Driveway #1 is expected to operate at LOS B. Site Driveway #2 is expected to operate at LOS F, as left turning traffic incurs higher delays waiting for gaps at the stop-controlled intersection. Volumes generated by the site development are expected to meet MUTCD Eight-Hour, Four-Hour, and Peak Hour traffic signal warrants. With a traffic signal in place, the intersection of US Highway 421 at Southern States Entrance and Site Driveway #2 is expected to operate at LOS A during peak hour periods. G.2. Proposed Mitigation The following lane improvements are recommended at the site access driveways. Figure 11 shows the proposed geometry of the road network upon full buildout of the site. • US Highway 421 and Site Driveway 1 o Construct right-in/right-out driveway with 100 feet of internal protected storage (IPS). • US Highway 421 and Site Driveway 2 o Restripe northbound two-way left turn lane to provide 125 feet of dedicated storage. o Construct full access driveway with one ingress lane, two egress lanes with 100 feet IPS. o Install traffic signal. Figure 11: Build (2025) Lane Geometry Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC APPENDIX Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC Appendix A – Scoping Documents December 19, 2024 BenJetta Johnson, PE, PTOE NV5 Engineers + Consultants, Inc. 3300 Regency Parkway, Suite 100 Cary, NC 27518 RE: Approved Scope for the Traffic Impact Analysis (TIA) associated with the proposed Cape Fear Race Trac Development in New Hanover County, NC Dear Ms. Johnson: Based on the information provided, and conversations held to date, it is our understanding that the proposed Cape Fear Race Trac Development, to be located in New Hanover County, will be built in 2025 and consist of: Build Year 2025 • ITE LUC 945 Convenience Store with Gas Station – 20 VFP Below please find the scope to be used for the Traffic Impact Analysis: 1. Data Collection - Analysis Parameters: a. Study Intersections i. US 421 at Site Access D1 (proposed RIRO) ii. US 421 at Existing Driveway/Site Access D2 (proposed full movement)* *Provide traffic signal warrant analysis for this intersection. b. Traffic counts iii. For existing intersections, provide turning movement counts, including pedestrians for weekday during non-holiday weeks when school is in session (T, W, TH) morning (7:00am-9:00am) and afternoon (4:00pm-6:00pm) peak periods. Page 2 of 3 iv. Collect 13-hour counts for intersections where signal warrant analyses are required. c. Site Trip Generation, Site Trip Distribution and Background Traffic Assumptions i. Site Trip Generation Estimate • Approved as submitted in scoping request (by NV5, dated 12/05/24). ii. Site Trip Distribution • To be submitted for approval and approved prior to use in the TIA. iii. Adjacent Development (approved but as of yet to be built) development including but limited to; • N/A iv. Planned Roadway Improvements • N/A v. Background Traffic Assumptions • Build year – 2025 • Growth rate – 1% per year 2. Capacity Analysis: Weekday AM & PM Peak Hour a. Technical Analysis i. 2024 Existing Conditions ii. 2025 Future No-Build Conditions [existing + 1% background growth] iii. 2025 Future Build Conditions [existing + 1% background growth + site trips] iv. 2025 Future Build Conditions with Improvements [existing + 1% background growth + site trips + improvements] 3. Final Report Submittal: a. Completed TIA Application b. Signed and sealed by a Professional Engineer c. Electronic copies to include PDF of TIA and Synchro files and Synchro analysis files in digital format 4. Notes: a. This scope shall remain valid for three months from the date of this letter. b. Please note that if any changes occur (including but not limited to; land use, intensity, phasing, and/or site access) additional analysis may be required. Page 3 of 3 Please contact me at (910) 341-7890 with any questions regarding this scope. Sincerely, Abby Lorenzo, MPA Deputy Director Wilmington Urban Area MPO Attachments: Traffic Impact Analysis Supplemental Guidelines (dated September 28, 2022) Scoping request letter (provided by NV5, dated December 5, 2024) Cc: Ben Hughes, PE, District Engineer, NCDOT Jon Roan, Deputy District Engineer, NCDOT Frank Mike, Assistant District Engineer, NCDOT Michael Bass, Assistant District Engineer, NCDOT Madi Lee, PE, Development Review Engineer, NCDOT Stonewall Mathis, PE, Division Traffic Engineer, NCDOT Bryce Cox, Senior Assistant Traffic Engineer, NCDOT Robert Farrell, Development Review Supervisor, New Hanover County Bill McDow, Associate Planner, WMPO Traffic Impact Analysis Supplemental Guidelines Developed by: NCDOT Division 3 Page 1 of 4 Updated: 09/28/2022 Submittal Framework for TIAs (3 Step process) Step 1: Scoping Document – A scope approval will be provided no later than 10 business days from receipt of the complete scoping document. Incomplete scoping documents will not be accepted for review and approval. The documents to include for review and approval are: 1. Site Plan/Vicinity Map and a plan overlay on an aerial map 2. Proposed Land Uses and Trip Generation, including Pass-by and Internal Capture 3. Proposed Study Intersections and Types of Accesses 4. Proposed Annual Growth Rate with justification 5. Proposed Build Out Year(s) 6. Study Method for Capacity Analysis – peak periods and conditions 7. Approved Adjacent Developments 8. Committed Improvements *IMPORTANT* If the proposed development is phased, then land uses, trip generation estimates, build out years, roadway improvements and analysis must reflect the proposed phasing. The phase schedule must be submitted for approval prior to use in the TIA. Step 1.A: Pre-Completeness Check – Documents for Input Verification prior to full TIA submittal – This step is recommended, as these will be the first items checked at Step 2. If the applicant chooses to submit for input verification, then comments or approval will be provided no later than 20 business days from receipt of the documents. This step will result in the reduced likelihood of issues discovered in the Completeness Review and Final Review. All or any portion of these items can be submitted for review/approval: 1. Trip Distribution – Traffic counts must be performed prior to submittal of proposed distributions. 2. Proposed Volume Balancing 3. All diagrams – Existing Traffic Volumes, Future No Build Volumes, and Future Build Volumes 4. Synchro / Sidra Network Model Framework – Submit the framework for the Future No Build analysis. This Synchro / Sidra model can be modified for Existing analysis. Step 2: Completeness Review – TIA Report – A digital submittal of the completed document is to be submitted for Preliminary Review. This review will be conducted to determine the completeness of the TIA report, and comments or approval will be provided no later than 20 business days from receipt of the TIA. Step 3: Final Sealed TIA Report - After preliminary approval has been provided, a digital and/or hard copy (as requested) of the sealed TIA report is to be submitted. Final review comments or approval will be provided no later than 20 business days from receipt of the TIA. The NCDOT Congestion Management Section’s Capacity Analysis Guidelines Standards & Best Practices shall be the basis for the development of all TIA reports. This Supplement provides a submittal framework for TIAs, as well as direction on certain items within the Standards & Best Practices. Any deviations from the any of these documents must be approved prior to preparation of the TIA. Developed by: NCDOT Division 3 Page 2 of 4 Updated: 09/28/2022 Supplemental Direction for the Capacity Analysis Standards & Best Practices Background Traffic Assumptions, Site Trip Generation, and Site Trip Distribution 1. Peak Hour Determination – In order to establish an accurate peak hour for analysis, the controlling study intersection shall be determined. Once determined, the controlling intersection’s peak hour timeframe shall be used for all other study intersections: a) Analyze all study intersection volumes and determine the controlling intersection (intersection with highest total volume). b) Identify the relevant peak hours for the controlling intersection (e.g. 7:45-8:45 AM; 4:45-5:45 PM). c) Use the volumes from the same peak hour at all other intersections in the study. d) Do not use volume balancing without prior approval. Use of the same time period at all intersections will typically reduce the need to perform volume balancing. 2. Site Trip Generation: a) Unadjusted Trips – Use the appropriate Land Use Code in the ITE Trip Generation Manual (currently the 11th Edition). The NCDOT Congestion Management Rate vs Equation Spreadsheet recommends the variable, peak hour type, and type of trip calculation method to use for specific land uses. b) Internal Capture - The Standards state to limit reductions for internal capture to the “land use categories and time periods in the current HANDBOOK.” The current ITE Trip Generation Handbook is the 3rd Edition. The Standards also state to estimate internal capture rates “using the NCHRP 684 spreadsheet referenced in the current HANDBOOK.” The Standards give guidance on using the spreadsheet: “Do not use transit or non-motorized splits in spreadsheet. Vehicle occupancy “1.1” (NC averages). Use Walking Distance between land uses of 4000’ or the calculated maximum distance between a given pair of land use categories in the proposed site.” To determine the internal capture entering and exiting per Land Use, use the percentages in Table 6-P: Internal Capture Percentages by Land Use with the “Estimated Vehicle-Trips” in Table 1-P: Base Vehicle-Trip Generation Estimates (Tables found in the NCHRP 684 Internal Trip Capture Estimation Tool). c) Pass-by – The Standards state “to limit pass-by percentages to retail land uses in [the] HANDBOOK.” The current ITE Trip Generation Handbook is the 3rd Edition. The calculation of the trips should be based on the total peak hour trips with a 50/50 entering/exiting split; they are pass- by trips which means they enter and exit along the same path, in the same direction, within the same hour. The pass-by will be capped at 10% of the adjacent street traffic. 3. Site Trip Distribution – Determined based on collected traffic count data. Both site trip distribution and pass-by trip distribution should be submitted for approval prior to use in the TIA. Developed by: NCDOT Division 3 Page 3 of 4 Updated: 09/28/2022 Synchro Signalized Intersection Setup 1. For existing signals, the size and position of the detector loops and the timing chart settings must match the existing signal plans, with exception of: a) Yellow Time = 5 sec b) Red Time = 2 sec c) Specific timing settings provided by the signal timing agency 2. For proposed signals, size and place the detector loops according to Part 1, Section 4 of the NCDOT Signal Design Manual. 3. Contact signal timing agency for existing peak hour timings and other operational mode information. Request specific analysis periods to ensure proper information is provided. 4. Existing signal timings shall be “locked” for all scenarios unless signal phasing changes are necessary in the “Future Build with Improvements” scenario. 5. Recall Mode: a) If simulating ‘free run’ operation (Actuated-Uncoordinated), use Min Recall on main street phases. b) If simulating ‘Coordinated Mode’ (Actuated-Coordinate), use C-Max on the coordinated phases. 6. Right-Turn-On-Red (RTOR) shall not be used in existing or future conditions without prior approval. In some circumstances, RTOR may be necessary to minimize Synchro conflict errors. 7. All signalized left turns with a dedicated signal phase will be protected-only movements in all future conditions. Protected-only left turn phasing in future conditions will identify required vehicle storage needs in the event that protected-only phasing is necessary in the future. 8. Permissive-only left-turn phasing should remain permissive in future conditions, except where protected-only phasing is being analyzed as an improvement to the intersection in the Future Build with Improvement condition. Synchro Analysis and Data Reports 1. Any “Field Condition” analysis that the engineer wishes to include can be provided in a separate supplemental analysis file. 2. The “Future No-Build” and “Future Build” analysis conditions should only include improvements that are a requirement of approved developments or a State/Municipal project to be constructed in the build year for the proposed development. Any other capacity gained from lane improvements shown in the analysis is assumed to be proposed by the developer and should only be included in the “Future Build + Improvements” analysis condition. 3. The TIA shall include a chart that shows the “Level of Service” and “Delay” for each movement, approach, and overall intersection, for every access alternative and build scenario. 4. A SimTraffic “Queuing and Blocking Report” for the network shall be included. 5. A comparison chart listing the Synchro 95th Percentile Queues and the SimTraffic Maximum Queues shall be provided for all exclusive turn lanes. This chart shall include the existing turn lane length for comparison to the reported Queue lengths. A sample chart is included on the last page. Developed by: NCDOT Division 3 Page 4 of 4 Updated: 09/28/2022 Recommendations of the TIA Report 1. The NCDOT Policy On Street And Driveway Access to North Carolina Highways (p. 21-22) states, “The applicant shall be required to identify mitigation improvements to the roadway network if at least one of the following conditions exists when comparing base network conditions to project conditions: a) The total average delay at an intersection or individual approach increases by 25% or greater, while maintaining the same Level of Service, b) The Level of Service degrades by at least one level, or c) Level of Service is “F.” 2. In the event that approved developments do not move forward, a revised scenario reflecting the future conditions will be required as directed by the reviewing agencies to reflect the changes in the underlying assumptions of the analysis. 3. The Best Practices state, “When performing analyses, providing an adequate overall intersection LOS alone is not sufficient. Items such as queuing, individual movement level of service, and volume-to- capacity ratio should be evaluated and addressed.” The information in the charts listed under “Synchro Analysis and Data Reports” in the previous section, should be used when determining the improvements to address the impacts of site-generated traffic. 4. Recommended storage lane lengths shall be provided for all exclusive turn lanes and based on the Synchro 95th Percentile Queue or the SimTraffic Maximum Queue, whichever is larger. 5. If phase changes are recommended as an improvement, then a Synchro analysis for “Future Build + Improvements” shall be included in the TIA. 6. Signal timing adjustments and/or Signal Optimization in Synchro (i.e. “Optimize Splits”) shall not be used unless phase changes are recommended as an improvement. Signal timing adjustment and/or Signal Optimization as a sole “improvement” to mitigate the impacts of site-generated traffic will not be permitted. 7. Use the Manual on Uniform Traffic Control Devices for proposed full-movement signals to conduct signal warrant analysis based upon a 13-hour turning movement count. 8. Use the Guidelines for Signalization of Intersections with Two or Three Approaches (ITRE report dated December 31, 2017) where applicable, to determine possible signalization. MEMORANDUM To: Benjamin Hughes, PE, NCDOT District 3 Engineer (bthughes@ncdot.gov) Greer Templer, WMPO Senior Transportation Planner (greer.templer@wilmingtonnc.gov) Beth King, WPO Associate Transportation Planner (beth.king@wilmingtonnc.gov) From: BenJetta Johnson, PE, PTOE (benjetta.johnson@NV5.com) Date: December 5, 2024 Re: Preliminary Traffic Impact Analysis (TIA) Scope RaceTrac Development US Highway 421 Wilmington, North Carolina This memo conveys the preliminary scope for a TIA study for a proposed RaceTrac development in New Hanover County. The memo outlines the study parameters, including area intersections, trip generation/distribution, and approved projects the vicinity that will be included our analyses. The TIA report will be prepared with adherence to local and NCDOT guidelines. We kindly request feedback and/or concurrence with the scope prior to submitting a report for your review. Site Description The site, illustrated in the vicinity map, is planned for a convenience store with 20 vehicle fueling positions. The site is located along US Highway 421 north of Sutton Lake Road, about one mile northwest of the I-140 interchange. Access to the development is proposed via two driveways: one full movement access and one right-in/right-out access on US Highway 421. The project is proposed to be constructed in a single phase and completed by 2025. Site Trip Generation Based on the proposed land use, the ITE Trip Generation Manual 11th Edition estimates the site will generate 4,016 daily trips, with 322 (161 entering, 161 exiting) during the AM peak hour and 368 (184 entering, 184 exiting) during the PM peak hour. Note that approximately 75% of these are pass-by trips, resulting in only 78 primary trips in the AM peak hour and 92 during the PM peak hour. The table below provides a detailed summary of daily and peak hour trips. 3300 Regency Parkway, Suite 100 | Cary, NC 27518 | www.NV5.com | Office 919.836.4800 | Fax 919.836.4801 CONSTRUCTION QUALITY ASSURANCE - INFRASTRUCTURE - ENERGY - PROGRAM MANAGEMENT - ENVIRONMENTAL Convenience Store/Gas Station (945) Based upon methodology from ITE's Trip Generation, 11th Edition (2021) GFA (2-4K)Project Trips Average Project Land Use Total Inbound Outbound Rate Convenience Store/Gas Station 20 VFP 945 Daily 4,016 2,008 2,008 T = 158.28 * X + 850.23 50% 50% 265.12 AM Peak Hour 322 161 161 T = 16.06 * X 50% 50% 16.06 PM Peak Hour 368 184 184 T = 18.42 * X 50% 50% 18.42 Reductions for Pass-By Trips Daily 0 0 0 AM Peak Hour 76%244 122 122 PM Peak Hour 75%276 138 138 TOTAL PROJECT TRIPS Daily 4,016 2,008 2,008 AM Peak Hour 78 39 39 PM Peak Hour 92 46 46 Note: Pass-By Percentages are from the ITE 11th Edition Apendices (2021) 1 Where: T = Trips; X = Density by Variable Equation Used1 Vehicle Fueling Pumps Project Density ITE Code Variable In/Out Distribution Study Intersections Three intersections are proposed for evaluation and are located within a half mile of the site development. The following vicinity map displays the study area. Traffic Counts Mid-week turning movement counts (TMC) were collected at the intersections shown on the vicinity map above between the hours of 7:00-9:00 am and 4:00-6:00 pm when schools are in session. Trip Distribution & Assignment The assignment and directional distribution of new project trips on the transportation network are based on typical traffic patterns in the area and will be validated by existing counts. • 50% to/from north via US Highway 421 • 50% to/from south via US Highway 421 Background Growth Data from NCDOT Traffic Survey Group indicates that AADT volumes along US 421 experienced a 3.0% annual increase in volumes between 2013 and 2023. Planned Roadway & Development Projects No roadway projects are planned in the study area. We will coordinate with local staff to determine if any additional developments have been approved in the area. The Wilmington Urban Area MPO Approved Traffic Impact Analysis (TIA) Projects map shows two developments within 1 mile of the development property. Both developments have begun construction and assumed to be included in the traffic counts. Analysis Scenarios Capacity analyses will be completed utilizing Synchro 12® and Highway Capacity Manual, 7th Edition methodology. All study intersections will be analyzed during the weekday AM and PM peak hours under the following traffic scenarios: • Existing (2024) Conditions • Background (2025) Conditions • Build (2025) Conditions • Build (2025) Conditions with Mitigation (if needed) RaceTrac Development – Wilmington, NC TIA STUDY SCOPE Page 2 of 2 Development Name: _________________________ WMPO ID # ______________________________ Updated 11/20/23 Page 1 of 4 P.O. Box 1810 Wilmington, North Carolina 28402 910 341 3258 910 341 7801 FAX Traffic Impact Analysis (TIA): Procedures and Scoping Checklist Date Submitted: ___/___/______ Date Received by WMPO or NCDOT: ___/___/______ (To be filled out by applicant) (To be filled out by the Department) The purpose of this checklist is to outline and streamline the Traffic Impact Analysis (TIA) scoping process and provide scoping information for WMPO to review and comment prior to developing a TIA. The review procedures are as follows: Contact the Wilmington Metropolitan Planning Organization (WMPO) to determine if a TIA will be required for the development you are proposing within the WMPO Planning Area Boundary. If a TIA is required, the WMPO will coordinate scoping with the Applicant, NCDOT and the governing planning department. Also, if a TIA is required, the Applicant’s Traffic Engineer shall fill out the checklist below in its entirety in as much detail as possible, include all exhibits and documentation as noted in the checklist and provide it to the WMPO representative no later than 7 business days prior to the date of the next scoping meeting. Scoping meetings occur each Wednesday. The Applicant’s Traffic Engineer (and other interested representatives from the Applicants Design Team) may attend the scoping meeting as deemed necessary and by WMPO request only. Once the scope has been established and submitted, the WMPO will coordinate with NCDOT and the governing Planning department to finalize and submit a formal Scoping Letter to the Transportation Engineer (applicant). If the checklist is deemed complete and in sufficient detail, the scoping letter will be issued within 10 business days of the date of the official receipt date. The applicant should review the NCDOT Division 3 TIA Supplemental Guidelines for details on the TIA review process. TIA Submittal: The Applicant shall submit digital copies of the TIA and associated models and files to the WMPO for distribution to NCDOT and governing planning agency for review. The TIA preliminary review comments will be sent within 20 business days of TIA submittal. The 20-day review clock is re-set with each set of comments to the Applicant. The TIA is not considered as final and approved until the TIA Approval Letter is submitted by the WMPO. 1 2 3 4 5 12 5 2024 Cape Fear RaceTrac 12 06 2024 Development Name: ______________________ WMPO ID #: _____________________________Updated 11/20/23 Page 2 of 4 TIA Scoping Checklist: 1.Engineering Firm of Record: ___________________________________________ 2.Contact information: a.Applicant Name: __________________________________ b.Email: ___________________________________________ c.Address: _________________________________________ d.Phone Number: ____________________________________ 3.Development Name:________________________________________________ 4.Tax Parcel ID #:________________________________________________ 5.Site Address(s): ________________________________________________ ________________________________________________ 6.Type of Development: List Land Use(s)/Intensity and ITE codes: ____________________________________________________________________ ____________________________________________________________________ 7.Development Concept: a.Provide a site plan or conceptual plan (include road circulation pattern and development access points to public rights of way). b.Add scaled site plan on Arial imagery which includes adjacent properties and access points 8.If this development is intended to be built in multiple phases the TIA is required to accurately reflect the phasing. If the phasing is not included within the TIA, a revision and/or interim TIA’s will be required. a.What is the proposed build out year? b.If the project is phased, specify the build out year for each phase. NV5 Engineers + Consultants, Inc. BenJetta Johnson benjetta.johnson@NV5.com 3300 Regency Parkway, Ste 100 Cary, NC 27518 919-858-1895 Cape Fear RaceTrac R02400-001-053-000 Parcel A1 US Highway 421 Wilmington, NC Convenience Store with Gas Station ITE Land Use Code (945) See attachment See attachment 2025 N/A Cape Fear RaceTrac Development Name: ______________________ WMPO ID #: _____________________________Updated 11/20/23 Page 3 of 4 9.Site Trip Generation: a.Provide a trip generation estimate using the ITE Trip Generation Manual (latest) by phase, if applicable. b.Provide pass-by and internal capture reduction calculations, if applicable. c.Provide a trip generation on AM / PM and Saturday peak hour. 10.Check to see if any of the following apply: a.Proposed TIA is within the area of a known Transportation Improvement Project (TIP) NCDOT STIP Map b.Proposed TIA is within a surrounding municipality that has a planned or active transportation projects 11.Approved Adjacent Developments can be found at the following link: a.List all approved adjacent developments within the TIA study area: Approved Traffic Impact Analysis (TIA) Projects (arcgis.com) b.Additional developments may be added to the approved scope once reviewed. 12.Roadway and/or Intersection improvements (planned and funded or required by others based on an approved TIA) within the general study area. List the proposed Intersections to be studied. Attached a map with a list that includes streets and intersections labeled as described below. 13.Streets and intersections should include State Road Designation (US or State Road Number US/SR #, followed by the local road name in parenthesis. E.g.: Market Street should be denoted as US-17-BUS (Market Street). Judges Rd should be denoted as SR-2127 (Judges Rd). State Road designations can be found via the following link: NCDOT State Maintained Network Map a.________________________________________________ b.________________________________________________ c.________________________________________________ d.________________________________________________ 14.Growth Factor: ______ % (provide supporting methodology/reasoning) 15.Hours of Study and Data Collection to be determined once the scoping documents is reviewed. Cape Fear RaceTrac 3 US 421 at Sutton Lake Road US 421 at I-140 West Ramps US 421 at I-140 East Ramps See attachment N/A Development Name: ______________________ WMPO ID #: _____________________________Updated 11/20/23 Page 4 of 4 16.Analysis methods as shown in the NCDOT Congestion Management Capacity Analysis Guidelines. 17.Include Traffic Signal Warrant Analysis for locations with proposed signals. (13 hour counts must be provided.) Proposed Signal Locations: a.________________________________________________ b.________________________________________________ c.________________________________________________ d.________________________________________________ 18.Note: a.The TIA report shall be prepared following NCDOT Congestion Management guidelines and signed and sealed by a Professional Engineer registered in North Carolina. Any deviations must be approved prior to submitting the TIA. Failure to do so will result in an invalid submittal. NCDOT Congestion Management Capacity Analysis Guidelines. b.Any improvements shown as needed for the background no-build condition SHALL reflect programmed and funded State/Municipal projects or those required as mitigation for surrounding approved developments. Should improvements outside those listed above be included, the TIA is considered INVALID and will not be returned for resubmission. c.If any changes occur (including but not limited to: land use, intensity and/or site access points and configuration) additional scoping and analysis may be required. d.Data collected or analysis performed prior to an official scoping letter is issued may be considered invalid. e.TIA approved scoping letter remain valid for three months from the date of issuance. Cape Fear RaceTrac N/A Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC Appendix B – Site Plan 6" LP-FM6" LP-FM GM OV E R H E A D S I G N EDGE OF PAVEMENTEDGE OF PAVEMENT SIGNAL CONTROL BOX/PANEL SAT E L L I T E MAS T E R SAT E L L I T E MAS T E R DEF FE T DEF FE T DEF FE T MAS T E R MAS T E R SAT E L L I T E DEF FE T DEF FE T STORM DOWNSPOUT(6"X6") STORMDOWNSPOUT(6"X6")4" GW IE =-3.00' 2" GREASEINTERCEPTORVENT 4" SAN IE =-3.00' 2" INCOMINGDOMESTIC WATERSUPPLY FROMMETER. ELECTRICALSERVICE FROMTRANSFORMER TELEPHONEENTRY RACEWAY MARKET3,500 SQ. FT. STORMDOWNSPOUT(6"X6") GASCONN. T A A A F F F F F 20K - REGULAR 12K - PREMIUM 24K - DIESEL 12K - DEF12K - B100 ALTERNATE F F DEF F F F 0.1%0.6%0.5% 0.3% 2.0% 1. 0 % 0.6 % 1. 1 % 2.1% 0.7% 2. 0 % 1. 0 % 1. 0 % 1. 7 % 2. 0 % 1. 0 % 0. 9 % 0.9 % 2.1% 2.0%1.0% 1. 1 % 1.5% 1. 2 % 2. 0 % 2.1% 1. 5 % 1.5 % 1.5 % 1. 1 % 1. 1 % 1.4% 0. 6 % 1.4% 1. 2 % 1. 1 % 1. 7 % 1. 4 % 1.1 % 1. 7 % 1.8 % 1.8% 1.7%1.1% 0.2%1.2% 1.5% 1.1% 1.2 % 1.6 % 1. 5 % 1.5 % 1.5 % 1. 5 % 1.5 % 1.3% 1.1% 1.6 % 1.4% 1.2% 1.1% 1. 0 % 1. 0 % 0. 9 % 2. 0 % 2.0 % 2. 0 % 2. 1 % 0. 9 % 1. 1 % 1.0%1.0% 1 . 3 % 1.0% 1.1% 2.0% 2.0% 2.0% 1.0% 1.0% 1. 0 % 1.0 % 1.0 % 2.1% 2.1% 2.1% 1.1%1.0%1.0%1.1% 1.7% 0.9% 1.0%2.0%1.1%1.1% 1.0%2.0%1.1% 1.0%1.0% 1.6% 2.6%1.0%1.4% 1. 0 % 1. 1 % 1. 1 % 0.8 % 2. 1 % 1. 1 % 1. 1 % 1. 7 % 1. 1 % 1. 7 % 1. 8 % 1.0%0.2%0.2%1.0% 1. 7 % 1.6% 1.4% 1.1 % 0. 8 % 1.1%1. 1 % 1.7%2.1%0.9%0.5% 2. 1 % 1. 1 % 1. 1 % 1. 1 % 1. 0 % 1. 2 % 1.1% 1. 0 % 0.4%1. 1 % 1. 1 % 2.1% 2.1% 2.1% 1.1%1.5%1.0% 1.5 % 1.5% 1.1 % 0.9% 1. 1 % 1.5% 1. 0 % 1. 1 % 1. 0 % 1.1 % 1. 1 % 1. 4 % 1. 0 % 1. 5 % 1.1%2.0% 1. 1 % 1. 1 % 0. 8 % 2.0 % 1.6% 0. 8 % 2. 3 % 1.5% 2. 1 % 1. 0 % 0.9 % 0.8 % 0.9% 0.9%1.6%1.2% 1.6% 1. 1 % 22.25 22.34 22.07 21.69 21.69 21.92 22.32 23.09 22.41 21.69 22.13 22.43 22.75 23.13 23.68 22.57 21.16 20.85 21.54 22.06 21.94 22.06 21.48 22.70 22.18 22.91 22.76 22.33 22.00 21.48 20.8121.33 20.67 20.15 20.31 20.56 21.45 23.39 22.51 23.82 23.38 23.1523.30 23.60 23.83 23.89 24.10 24.13 24.10 23.80 23.95 23.80 24.2324.21 23.8323.69 23.80 1. 1 % 1 . 0 % 23.25 23.0023.70 24.1923.69 23.20 23.44 22.42 22.85 22.2522.97 23.7023.4023.58 23.04 23.33 23.2723.18 22.95 22.5422.4322.78 23.2423.96 22.80 22.38 21.8622.22 23.15 23.50 23.82 24.07 23.97 23.70 23.8023.45 23.73 24.03 24.23 24.23 23.37 23.46 24.06 24.13 23.63 20.83 21.38 21.64 21.49 20.17 20.77 19.47 19.83 20.81 21.22 20.8620.45 21.62 19.11 19.83 20.31 19.77 1 . 5 % 2 . 5 % 2.2% 2.3% 1.3% 2.7% 1.9% 2.1% 1.2% 2 . 3 % 1.5% 2.0 % 1.5 % 1. 5 % 2. 0 % 1. 5 % 1.9% 1.8 % 1.5 % 1.4% 1.3 % 1. 5 % 2.2 % 2. 4 % 1.4% 1.2% 1.3% 2.3 % 2.3 % 1.6% 1.9% 2.4 % 2.5% 2.5% 2.5% 1.5 % 2.1% 2.2% 1.5% 1.7% 2. 3 % 1. 4 % 1.3 % 1. 5 % 2.3% 1.5 % 1.5 % 1.5%2.3% 2.3% 1.9% 1. 7 % 20 2 0 20 20 20 21 21 21 2 1 2 1 22 2222 22 2 2 22 23 23 21 22 22 22 23 23 23 23 23 23 242 4 21 22 23 24 20 19 21 22 20 19 21 21 22 23 25 24 26 27 2020 20 1 9 21 21 21 21 21 222324 15 20 2 0 2 0 20 20 20 20 25 2 5 14 16 17 1 7 17 17 18 18 18 19 19 19 19 19 19 1 9 19 19 19 19 19 1 9 21 21 21 21 21 2121 21 22 22 22 2 2 22 2 2 22 22 23 23 23 23 24 2 4 2 6 26 2 7 27 28 2 8 29 2 9 22.55 22.21 23.19 2.5 % 0.8% 2.3 % 1 . 4 % 2.5 % 0.8% 2.3 % 1 . 4 % 2.5 % 0.8% 2.3 % 1 . 4 % 22.99 22.79 1.0% 0.9 % 21 22 23 23 21.09 21.01 20.80 20.47 21.09 21.55 20.41 20.93 1. 7 % 2.3 % 2. 1 % 0. 9 % 1.4 %1.1 % 0.3%0.5%0.9% 1.0 % 1.0% 2.8% 1. 7 % C4 GR A D I N G P L A N 10/22/2024 AWONG 1725 - RW3.5K(EDO) CAPE FEAR V9.dwg CONTACT RACETRAC PETROLEUM, INC. PROJECT MANAGER PRIOR TO ANY REVISIONS TO THE PLAN SUPPLIED BY RACETRAC PETROLEUM, INC. 0 30 6015 1" = 30' R Know what's below. Call before you dig. RW 1 7 2 5 - C A P E F E A R 2 . 0 NO . DA T E VERSIONSHEET NO. TH E S E P L A N S A R E SU B J E C T T O F E D E R A L CO P Y R I G H T L A W S : A N Y US E O F S A M E W I T H O U T TH E E X P R E S S E D WR I T T E N P E R M I S S I O N OF R A C E T R A C PE T R O L E U M , I N C . I S PR O H I B I T E D . SCALE DRAWN-BY DRAWING NAME: DATE RA C E T R A C P E T R O L E U M , I N C . 20 0 G A L L E R I A P A R K W A Y S E S U I T E 9 0 0 A T L A N T A , G A 3 0 3 3 9 (7 7 0 ) 4 3 1 - 7 6 0 0 US H W Y 4 2 1 WI L M I N G T O N , N C NE W H A N O V E R C O U N T Y .. \ . . \ R a c e W a y \ R W L o g o . j p g DR A F T S U R V E Y GRADING CONSTRAINTS MIN FFE -NOTE MIN INLET ELEV -NOTE MISC -NOTE Cut/Fill Summary Name earthworks Totals Cut Factor 1.250 Fill Factor 1.125 2d Area 194249.37 Sq. Ft. 194249.37 Sq. Ft. Cut 3778.64 Cu. Yd. 3778.64 Cu. Yd. Fill 8576.29 Cu. Yd. 8576.29 Cu. Yd. Net 4797.65 Cu. Yd.<Fill> 4797.65 Cu. Yd.<Fill> 5"X5"DOWNSPOUT 3"x3"DOWNSPOUT 3"x3" DOWNSPOUT 3"x3"DOWNSPOUT3"x3"DOWNSPOUT 3"x3"DOWNSPOUT 3"x3" DOWNSPOUT 3"x3" DOWNSPOUT 5"X5"DOWNSPOUT RACETRAC MARKET6,008 SQ. FT. 3"x3"DOWNSPOUT GRAVEL ROAD 6" LP-FM6" LP-FM 8" FM 8" FM16" WL 48" RCP (RAW WATER)48" RCP (RAW WATER) GM OV E R H E A D S I G N EDGE OF PAVEMENTEDGE OF PAVEMENT SIGNAL CONTROL BOX/PANEL SAT E L L I T E MAS T E R SAT E L L I T E MAS T E R DEF FE T DEF FE T DEF FE T MAS T E R MAS T E R SAT E L L I T E DEF FE T DEF FE T STORM DOWNSPOUT(6"X6") STORMDOWNSPOUT(6"X6")4" GW IE =-3.00' 2" GREASEINTERCEPTORVENT 4" SAN IE =-3.00' 2" INCOMINGDOMESTIC WATERSUPPLY FROMMETER. ELECTRICALSERVICE FROMTRANSFORMER TELEPHONEENTRY RACEWAY MARKET3,500 SQ. FT. STORMDOWNSPOUT(6"X6") GASCONN. T A A A F F F F F 20K - REGULAR 12K - PREMIUM 24K - DIESEL 12K - DEF12K - B100 ALTERNATE 40.00' 80 . 0 0 ' 80 . 0 0 ' 30.00' 80 . 0 0 ' 36.00' 36.00' 8' L A N D S C A P E S E T B A C K 50 ' B U I L D I N G & C A N O P Y S E T B A C K 100 SQ. FT. LED,PRICE LOGO SIGN, X' TO TOP OF SIGN 40 . 0 0 ' 36 . 0 0 ' 13 6 . 8 9 ' 633.56' 42 . 0 0 ' F F DEF F F F 36.00' 30 . 0 0 ' 30.00' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 38.56' 75 . 0 0 ' 18.00'5.00' 13.00' 26.00' 36 . 0 0 ' 11 2 . 7 5 ' 80 . 0 0 ' SATE L L I T E DEF FE T 38.00' 100.16' 45 2 . 6 0 ' 100.00' ADDITIONAL CONTRACT PROPERTY 1.033 ACRES ± 44,978 SQ. FT. ± 305.04' 46 9 . 8 9 ' 305.11' ORIGINAL CONTRACT PROPERTY 3.228 ACRES ± 140,602 SQ. FT. ± 44 6 . 9 7 ' 30.00' 15 . 0 0 ' 15 . 0 0 ' SI T E P L A N 10/22/2024 AWONG 1725 - RW3.5K(EDO) CAPE FEAR V9.dwg0 30 6015 1" = 30' CONTACT RACETRAC PETROLEUM, INC. PROJECT MANAGER PRIOR TO ANY REVISIONS TO THE PLAN SUPPLIED BY RACETRAC PETROLEUM, INC. R Know what's below. Call before you dig. RW 1 7 2 5 - C A P E F E A R 2 . 0 NO . DA T E VERSIONSHEET NO. TH E S E P L A N S A R E SU B J E C T T O F E D E R A L CO P Y R I G H T L A W S : A N Y US E O F S A M E W I T H O U T TH E E X P R E S S E D WR I T T E N P E R M I S S I O N OF R A C E T R A C PE T R O L E U M , I N C . I S PR O H I B I T E D . SCALE DRAWN-BY DRAWING NAME: DATE RA C E T R A C P E T R O L E U M , I N C . 20 0 G A L L E R I A P A R K W A Y S E S U I T E 9 0 0 A T L A N T A , G A 3 0 3 3 9 (7 7 0 ) 4 3 1 - 7 6 0 0 US H W Y 4 2 1 WI L M I N G T O N , N C NE W H A N O V E R C O U N T Y .. \ . . \ R a c e W a y \ R W L o g o . j p g DR A F T S U R V E Y SITE DESIGN NOTES: 1. CANOPY & BLDG SETBACKS ARE SAME 2. LANDSCAPE ISLAND MIN WIDTH = 12' 3. NO PKG STALL CAN BE >120' FROM LANDSCAPE ISLAND 4.1 SIGN ALLOWED. MUST BE >10' IN ANY DIRECTION FROMPOWER OR TRANSMISSION LINE 5. MIN 100' THROAT DEPTH & 75' D/W SEPARATION REQ'D SITE DESIGN STANDARDS BLDG STBK REQUIRED DEVIATION FRONT 50'- REAR - SIDE (STREET)50'- SIDE - LNDS STBK REQUIRED DEVIATION FRONT 8'- REAR 8'- SIDE 8'- SIDE 8'- SIGN STBK REQUIRED DEVIATION FRONT - SIDE - ON-SITE USE SUMMARY ITEM QUANTITY UNITS 6" CONCRETE 34,284 FT2 8" CONCRETE 87,939 FT2 CURB 4,390 LF Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC Appendix C – Synchro Reports AM PM AM PM AM PM AM PM US 421 SB L 8.9 9.7 A A 10 14 15 30 Southern States Entrance WB LR 20.3 22.5 C C 46 67 71 83 AM PM AM PM AM PM AM PM US 421 SB L 8.9 8.7 A A 10 15 15 35 Southern States Entrance WB LR 20.5 22.7 C C 47 71 72 93 AM PM AM PM AM PM AM PM US 421 SB L 8.8 9.6 A A 12 12 25 20 Southern States Entrance WB LTR 38.2 79.9 E F 7 70 15 100 US 421 NB L 11.3 9.8 B A 72 68 91 81 L 102.4 76.3 F F 95 113 112 142 TR 17.0 14.0 C B 67 75 85 96 2 US 421 & Site Driveway #1 Site Driveway #1 EB R 12.4 10.9 B B 58 55 69 71 AM PM AM PM AM PM AM PM Overall 14.3 13.7 B B L 31.8 26.0 C C 17 18 39 35 TR 15.4 16.3 B B 120 95 139 114 Southern States Entrance WB LTR 27.5 23.7 C C 30 59 46 87 L 29.7 24.3 C C 88 101 111 125 T 6.1 7.8 A A 72 85 79 100 R6.78.3AA22174036 L 34.2 25.2 C C 80 93 97 116 TR 27.8 22.9 C C 64 76 76 100 AM PM AM PM AM PM AM PM 2 US 421 & Site Driveway #1 Site Driveway #1 EB R 12.4 10.9 B B 56 60 65 79 Level of Service and Queuing Summary 95th Queue (ft) Maximum Queue Length (ft) 1 US 421 & Southern States Entrance 2024 Existing Conditions Unsignalized Intersections³ Intersection No. Intersection Approach Lane Group Delay (s)¹Level of Service² 2025 No Build Conditions Unsignalized Intersections³ Intersection No. Intersection Approach Lane Group Delay (s)¹Level of Service²95th Queue (ft) Maximum Queue Length (ft) 1 US 421 & Southern States Entrance 2025 Build Conditions Site Driveway #2 EB 95th Queue (ft) Maximum Queue Length (ft) Intersection No. Intersection Approach Lane Group Delay (s)¹ Level of Service² Unsignalized Intersections³ 1 US 421 & Southern States Entrance/ Site Driveway #2 US 421 NB Site Driveway #2 EB 2025 Build Conditions with Mitigation Signalized Intersections Intersection No. Intersection Approach Lane Group Delay (s)¹Level of Service²95th Queue (ft) Maximum Queue Length (ft) 1 US 421 & Southern States Entrance/ Site Driveway #2 US 421 SB Unsignalized Intersections³ Intersection No. Intersection Approach Lane Group Delay (s)¹Level of Service²95th Queue (ft) Maximum Queue Length (ft) HCM 7th TWSC US 421 & Southern States Entrance 2024 Existing AM 1 Cape Fear RaceTrac AM Synchro 12 Report NV5 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 0 458 15 3 753 Future Vol, veh/h 2 0 458 15 3 753 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 250 50 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 100 20 12 14 20 12 Mvmt Flow 2 0 509 17 3 837 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 934 254 0 0 526 0 Stage 1 509 ----- Stage 2 425 ----- Critical Hdwy 8.8 7.3 - - 4.5 - Critical Hdwy Stg 17.8----- Critical Hdwy Stg 27.8----- Follow-up Hdwy 4.5 3.5 - - 2.4 - Pot Cap-1 Maneuver 138 693 - - 922 - Stage 1 359 ----- Stage 2 411 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 138 693 - - 922 - Mov Cap-2 Maneuver 237 ----- Stage 1 359 ----- Stage 2 409 ----- Approach WB NB SB HCM Control Delay, s/v20.33 0 0.04 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 237 922 - HCM Lane V/C Ratio - - 0.009 0.004 - HCM Control Delay (s/veh) - - 20.3 8.9 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 0 0 - SimTraffic Simulation Summary AM Peak 04/04/2025 1 Cape Fear RaceTrac AM 2024 Existing AM SimTraffic Report NV5 Page 1 Summary of All Intervals Run Number 1234567 Start Time 6:50 6:50 6:50 6:50 6:50 6:50 6:50 End Time 8:00 8:00 8:00 8:00 8:00 8:00 8:00 Total Time (min)70707070707070 Time Recorded (min)60 60 60 60 60 60 60 # of Intervals 2222222 # of Recorded Intervals 1111111 Vehs Entered 1228 1285 1190 1219 1132 1178 1219 Vehs Exited 1226 1281 1194 1220 1133 1172 1204 Starting Vehs 13 14 17 19 21 15 15 Ending Vehs 15 18 13 18 20 21 30 Travel Distance (mi)889 929 864 885 821 851 875 Travel Time (hr)17.2 18.0 16.7 17.1 15.9 16.5 16.9 Total Delay (hr)0.6 0.7 0.6 0.7 0.6 0.5 0.6 Total Stops 8 8 10 7 7 10 15 Fuel Used (gal)27.2 28.4 26.4 27.0 24.6 26.2 26.8 Summary of All Intervals Run Number 8 9 10 Avg Start Time 6:50 6:50 6:50 6:50 End Time 8:00 8:00 8:00 8:00 Total Time (min)70707070 Time Recorded (min)60 60 60 60 # of Intervals 2222 # of Recorded Intervals 1111 Vehs Entered 1303 1264 1313 1234 Vehs Exited 1306 1273 1307 1231 Starting Vehs 16 23 19 16 Ending Vehs 13 14 25 18 Travel Distance (mi)947 918 950 893 Travel Time (hr)18.4 17.9 18.4 17.3 Total Delay (hr)0.8 0.8 0.8 0.7 Total Stops 13 12 9 10 Fuel Used (gal)29.1 28.2 29.2 27.3 Interval #0 Information Seeding Start Time 6:50 End Time 7:00 Total Time (min)10 Volumes adjusted by Growth Factors. No data recorded this interval. SimTraffic Simulation Summary AM Peak 04/04/2025 1 Cape Fear RaceTrac AM 2024 Existing AM SimTraffic Report NV5 Page 2 Interval #1 Information Recording Start Time 7:00 End Time 8:00 Total Time (min)60 Volumes adjusted by Growth Factors. Run Number 1234567 Vehs Entered 1228 1285 1190 1219 1132 1178 1219 Vehs Exited 1226 1281 1194 1220 1133 1172 1204 Starting Vehs 13 14 17 19 21 15 15 Ending Vehs 15 18 13 18 20 21 30 Travel Distance (mi)889 929 864 885 821 851 875 Travel Time (hr)17.2 18.0 16.7 17.1 15.9 16.5 16.9 Total Delay (hr)0.6 0.7 0.6 0.7 0.6 0.5 0.6 Total Stops 8 8 10 7 7 10 15 Fuel Used (gal)27.2 28.4 26.4 27.0 24.6 26.2 26.8 Interval #1 Information Recording Start Time 7:00 End Time 8:00 Total Time (min)60 Volumes adjusted by Growth Factors. Run Number 8 9 10 Avg Vehs Entered 1303 1264 1313 1234 Vehs Exited 1306 1273 1307 1231 Starting Vehs 16 23 19 16 Ending Vehs 13 14 25 18 Travel Distance (mi)947 918 950 893 Travel Time (hr)18.4 17.9 18.4 17.3 Total Delay (hr)0.8 0.8 0.8 0.7 Total Stops 13 12 9 10 Fuel Used (gal)29.1 28.2 29.2 27.3 Queuing and Blocking Report AM Peak 04/04/2025 1 Cape Fear RaceTrac AM 2024 Existing AM SimTraffic Report NV5 Page 3 Intersection: 1: US 421 & Southern States Entrance Movement WB NB SB Directions Served LR T L Maximum Queue (ft)71 6 15 Average Queue (ft)11 0 1 95th Queue (ft)46 6 10 Link Distance (ft)1566 2337 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)50 Storage Blk Time (%)0 Queuing Penalty (veh)0 Network Summary Network wide Queuing Penalty: 0 HCM 7th TWSC US 421 & Southern States Entrance 2024 Existing PM 1 Cape Fear RaceTrac PM Synchro 12 Report NV5 Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 15 3 649 2 1 508 Future Vol, veh/h 15 3 649 2 1 508 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 250 50 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 100 20 12 14 20 12 Mvmt Flow 17 3 721 2 1 564 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1006 361 0 0 723 0 Stage 1 721 ----- Stage 2 284 ----- Critical Hdwy 8.8 7.3 - - 4.5 - Critical Hdwy Stg 17.8----- Critical Hdwy Stg 27.8----- Follow-up Hdwy 4.5 3.5 - - 2.4 - Pot Cap-1 Maneuver 120 587 - - 765 - Stage 1 254 ----- Stage 2 513 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 120 587 - - 765 - Mov Cap-2 Maneuver 201 ----- Stage 1 254 ----- Stage 2 513 ----- Approach WB NB SB HCM Control Delay, s/v22.49 0 0.02 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 226 765 - HCM Lane V/C Ratio - - 0.089 0.001 - HCM Control Delay (s/veh) - - 22.5 9.7 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 0.3 0 - SimTraffic Simulation Summary PM Peak 04/04/2025 1 Cape Fear RaceTrac PM 2024 Existing PM SimTraffic Report NV5 Page 1 Summary of All Intervals Run Number 1234567 Start Time 4:50 4:50 4:50 4:50 4:50 4:50 4:50 End Time 6:00 6:00 6:00 6:00 6:00 6:00 6:00 Total Time (min)70707070707070 Time Recorded (min)60 60 60 60 60 60 60 # of Intervals 2222222 # of Recorded Intervals 1111111 Vehs Entered 1205 1301 1140 1128 1139 1132 1166 Vehs Exited 1198 1308 1137 1127 1136 1130 1159 Starting Vehs 15 17 14 17 16 18 14 Ending Vehs 22 10 17 18 19 20 21 Travel Distance (mi)870 946 824 815 823 818 841 Travel Time (hr)16.9 18.4 16.2 16.0 16.1 16.1 16.5 Total Delay (hr)0.6 0.7 0.6 0.7 0.6 0.6 0.6 Total Stops 16 16 27 20 18 21 24 Fuel Used (gal)26.8 29.4 25.7 25.2 25.1 25.1 26.2 Summary of All Intervals Run Number 8 9 10 Avg Start Time 4:50 4:50 4:50 4:50 End Time 6:00 6:00 6:00 6:00 Total Time (min)70707070 Time Recorded (min)60 60 60 60 # of Intervals 2222 # of Recorded Intervals 1111 Vehs Entered 1200 1186 1240 1185 Vehs Exited 1197 1189 1234 1182 Starting Vehs 17 17 12 14 Ending Vehs 20 14 18 17 Travel Distance (mi)870 860 896 856 Travel Time (hr)17.0 16.7 17.7 16.8 Total Delay (hr)0.6 0.6 0.8 0.6 Total Stops 22 15 25 21 Fuel Used (gal)26.9 26.4 27.9 26.5 Interval #0 Information Seeding Start Time 4:50 End Time 5:00 Total Time (min)10 Volumes adjusted by Growth Factors. No data recorded this interval. SimTraffic Simulation Summary PM Peak 04/04/2025 1 Cape Fear RaceTrac PM 2024 Existing PM SimTraffic Report NV5 Page 2 Interval #1 Information Recording Start Time 5:00 End Time 6:00 Total Time (min)60 Volumes adjusted by Growth Factors. Run Number 1234567 Vehs Entered 1205 1301 1140 1128 1139 1132 1166 Vehs Exited 1198 1308 1137 1127 1136 1130 1159 Starting Vehs 15 17 14 17 16 18 14 Ending Vehs 22 10 17 18 19 20 21 Travel Distance (mi)870 946 824 815 823 818 841 Travel Time (hr)16.9 18.4 16.2 16.0 16.1 16.1 16.5 Total Delay (hr)0.6 0.7 0.6 0.7 0.6 0.6 0.6 Total Stops 16 16 27 20 18 21 24 Fuel Used (gal)26.8 29.4 25.7 25.2 25.1 25.1 26.2 Interval #1 Information Recording Start Time 5:00 End Time 6:00 Total Time (min)60 Volumes adjusted by Growth Factors. Run Number 8 9 10 Avg Vehs Entered 1200 1186 1240 1185 Vehs Exited 1197 1189 1234 1182 Starting Vehs 17 17 12 14 Ending Vehs 20 14 18 17 Travel Distance (mi)870 860 896 856 Travel Time (hr)17.0 16.7 17.7 16.8 Total Delay (hr)0.6 0.6 0.8 0.6 Total Stops 22 15 25 21 Fuel Used (gal)26.9 26.4 27.9 26.5 Queuing and Blocking Report PM Peak 04/04/2025 1 Cape Fear RaceTrac PM 2024 Existing PM SimTraffic Report NV5 Page 3 Intersection: 1: US 421 & Southern States Entrance Movement WB NB SB Directions Served LR T L Maximum Queue (ft)83 6 30 Average Queue (ft)24 0 2 95th Queue (ft)67 6 14 Link Distance (ft)1566 2337 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)50 Storage Blk Time (%)0 Queuing Penalty (veh)0 Network Summary Network wide Queuing Penalty: 0 HCM 7th TWSC US 421 & Southern States Entrance 2025 No Build AM 2 Cape Fear RaceTrac AM Synchro 12 Report NV5 Intersection Int Delay, s/veh 0.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 0 463 15 3 761 Future Vol, veh/h 2 0 463 15 3 761 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 250 50 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 100 20 12 14 20 12 Mvmt Flow 2 0 514 17 3 846 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 944 257 0 0 531 0 Stage 1 514 ----- Stage 2 429 ----- Critical Hdwy 8.8 7.3 - - 4.5 - Critical Hdwy Stg 17.8----- Critical Hdwy Stg 27.8----- Follow-up Hdwy 4.5 3.5 - - 2.4 - Pot Cap-1 Maneuver 136 690 - - 917 - Stage 1 356 ----- Stage 2 408 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 135 690 - - 917 - Mov Cap-2 Maneuver 234 ----- Stage 1 356 ----- Stage 2 406 ----- Approach WB NB SB HCM Control Delay, s/v20.51 0 0.04 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 234 917 - HCM Lane V/C Ratio - - 0.009 0.004 - HCM Control Delay (s/veh) - - 20.5 8.9 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 0 0 - SimTraffic Simulation Summary AM Peak 04/04/2025 2 Cape Fear RaceTrac AM 2025 No Build AM SimTraffic Report NV5 Page 1 Summary of All Intervals Run Number 1234567 Start Time 6:50 6:50 6:50 6:50 6:50 6:50 6:50 End Time 8:00 8:00 8:00 8:00 8:00 8:00 8:00 Total Time (min)70707070707070 Time Recorded (min)60 60 60 60 60 60 60 # of Intervals 2222222 # of Recorded Intervals 1111111 Vehs Entered 1239 1314 1212 1221 1145 1196 1220 Vehs Exited 1237 1310 1212 1223 1143 1189 1205 Starting Vehs 13 14 17 19 21 15 15 Ending Vehs 15 18 17 17 23 22 30 Travel Distance (mi)897 951 878 886 829 863 876 Travel Time (hr)17.4 18.4 17.0 17.1 16.0 16.7 16.9 Total Delay (hr)0.6 0.7 0.6 0.6 0.6 0.6 0.6 Total Stops 9 8 10 7 7 11 15 Fuel Used (gal)27.5 29.1 26.8 27.1 24.8 26.5 26.9 Summary of All Intervals Run Number 8 9 10 Avg Start Time 6:50 6:50 6:50 6:50 End Time 8:00 8:00 8:00 8:00 Total Time (min)70707070 Time Recorded (min)60 60 60 60 # of Intervals 2222 # of Recorded Intervals 1111 Vehs Entered 1314 1270 1320 1245 Vehs Exited 1318 1279 1314 1243 Starting Vehs 16 23 19 16 Ending Vehs 12 14 25 18 Travel Distance (mi)954 923 955 901 Travel Time (hr)18.6 18.0 18.5 17.5 Total Delay (hr)0.8 0.8 0.8 0.7 Total Stops 12 12 9 10 Fuel Used (gal)29.3 28.2 29.5 27.6 Interval #0 Information Seeding Start Time 6:50 End Time 7:00 Total Time (min)10 Volumes adjusted by Growth Factors. No data recorded this interval. SimTraffic Simulation Summary AM Peak 04/04/2025 2 Cape Fear RaceTrac AM 2025 No Build AM SimTraffic Report NV5 Page 2 Interval #1 Information Recording Start Time 7:00 End Time 8:00 Total Time (min)60 Volumes adjusted by Growth Factors. Run Number 1234567 Vehs Entered 1239 1314 1212 1221 1145 1196 1220 Vehs Exited 1237 1310 1212 1223 1143 1189 1205 Starting Vehs 13 14 17 19 21 15 15 Ending Vehs 15 18 17 17 23 22 30 Travel Distance (mi)897 951 878 886 829 863 876 Travel Time (hr)17.4 18.4 17.0 17.1 16.0 16.7 16.9 Total Delay (hr)0.6 0.7 0.6 0.6 0.6 0.6 0.6 Total Stops 9 8 10 7 7 11 15 Fuel Used (gal)27.5 29.1 26.8 27.1 24.8 26.5 26.9 Interval #1 Information Recording Start Time 7:00 End Time 8:00 Total Time (min)60 Volumes adjusted by Growth Factors. Run Number 8 9 10 Avg Vehs Entered 1314 1270 1320 1245 Vehs Exited 1318 1279 1314 1243 Starting Vehs 16 23 19 16 Ending Vehs 12 14 25 18 Travel Distance (mi)954 923 955 901 Travel Time (hr)18.6 18.0 18.5 17.5 Total Delay (hr)0.8 0.8 0.8 0.7 Total Stops 12 12 9 10 Fuel Used (gal)29.3 28.2 29.5 27.6 Queuing and Blocking Report AM Peak 04/04/2025 2 Cape Fear RaceTrac AM 2025 No Build AM SimTraffic Report NV5 Page 3 Intersection: 1: US 421 & Southern States Entrance Movement WB NB SB Directions Served LR R L Maximum Queue (ft)72 2 15 Average Queue (ft)12 0 1 95th Queue (ft)47 2 10 Link Distance (ft)1566 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)250 50 Storage Blk Time (%)0 Queuing Penalty (veh)0 Network Summary Network wide Queuing Penalty: 0 HCM 7th TWSC US 421 & Southern States Entrance 2025 No Build PM 2 Cape Fear RaceTrac PM Synchro 12 Report NV5 Intersection Int Delay, s/veh 0.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 15 3 655 2 1 513 Future Vol, veh/h 15 3 655 2 1 513 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 250 50 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 100 20 12 14 20 12 Mvmt Flow 17 3 728 2 1 570 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1015 364 0 0 730 0 Stage 1 728 ----- Stage 2 287 ----- Critical Hdwy 8.8 7.3 - - 4.5 - Critical Hdwy Stg 17.8----- Critical Hdwy Stg 27.8----- Follow-up Hdwy 4.5 3.5 - - 2.4 - Pot Cap-1 Maneuver 118 584 - - 761 - Stage 1 252 ----- Stage 2 511 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 118 584 - - 761 - Mov Cap-2 Maneuver 199 ----- Stage 1 252 ----- Stage 2 510 ----- Approach WB NB SB HCM Control Delay, s/v 22.7 0 0.02 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 223 761 - HCM Lane V/C Ratio - - 0.09 0.001 - HCM Control Delay (s/veh) - - 22.7 9.7 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 0.3 0 - SimTraffic Simulation Summary PM Peak 04/04/2025 2 Cape Fear RaceTrac PM 2025 No Build PM SimTraffic Report NV5 Page 1 Summary of All Intervals Run Number 1234567 Start Time 4:50 4:50 4:50 4:50 4:50 4:50 4:50 End Time 6:00 6:00 6:00 6:00 6:00 6:00 6:00 Total Time (min)70707070707070 Time Recorded (min)60 60 60 60 60 60 60 # of Intervals 2222222 # of Recorded Intervals 1111111 Vehs Entered 1217 1298 1149 1132 1164 1148 1171 Vehs Exited 1210 1305 1146 1131 1161 1147 1167 Starting Vehs 16 17 14 17 17 18 18 Ending Vehs 23 10 17 18 20 19 22 Travel Distance (mi)879 944 831 818 842 830 846 Travel Time (hr)17.2 18.3 16.4 16.0 16.4 16.2 16.6 Total Delay (hr)0.7 0.7 0.6 0.6 0.6 0.6 0.7 Total Stops 18 15 29 19 18 20 26 Fuel Used (gal)27.2 29.2 25.8 25.4 25.4 25.4 26.3 Summary of All Intervals Run Number 8 9 10 Avg Start Time 4:50 4:50 4:50 4:50 End Time 6:00 6:00 6:00 6:00 Total Time (min)70707070 Time Recorded (min)60 60 60 60 # of Intervals 2222 # of Recorded Intervals 1111 Vehs Entered 1224 1203 1248 1194 Vehs Exited 1222 1207 1242 1193 Starting Vehs 17 20 12 18 Ending Vehs 19 16 18 17 Travel Distance (mi)886 873 901 865 Travel Time (hr)17.5 17.0 17.8 16.9 Total Delay (hr)0.7 0.7 0.8 0.7 Total Stops 26 16 25 21 Fuel Used (gal)27.4 26.8 28.1 26.7 Interval #0 Information Seeding Start Time 4:50 End Time 5:00 Total Time (min)10 Volumes adjusted by Growth Factors. No data recorded this interval. SimTraffic Simulation Summary PM Peak 04/04/2025 2 Cape Fear RaceTrac PM 2025 No Build PM SimTraffic Report NV5 Page 2 Interval #1 Information Recording Start Time 5:00 End Time 6:00 Total Time (min)60 Volumes adjusted by Growth Factors. Run Number 1234567 Vehs Entered 1217 1298 1149 1132 1164 1148 1171 Vehs Exited 1210 1305 1146 1131 1161 1147 1167 Starting Vehs 16 17 14 17 17 18 18 Ending Vehs 23 10 17 18 20 19 22 Travel Distance (mi)879 944 831 818 842 830 846 Travel Time (hr)17.2 18.3 16.4 16.0 16.4 16.2 16.6 Total Delay (hr)0.7 0.7 0.6 0.6 0.6 0.6 0.7 Total Stops 18 15 29 19 18 20 26 Fuel Used (gal)27.2 29.2 25.8 25.4 25.4 25.4 26.3 Interval #1 Information Recording Start Time 5:00 End Time 6:00 Total Time (min)60 Volumes adjusted by Growth Factors. Run Number 8 9 10 Avg Vehs Entered 1224 1203 1248 1194 Vehs Exited 1222 1207 1242 1193 Starting Vehs 17 20 12 18 Ending Vehs 19 16 18 17 Travel Distance (mi)886 873 901 865 Travel Time (hr)17.5 17.0 17.8 16.9 Total Delay (hr)0.7 0.7 0.8 0.7 Total Stops 26 16 25 21 Fuel Used (gal)27.4 26.8 28.1 26.7 Queuing and Blocking Report PM Peak 04/04/2025 2 Cape Fear RaceTrac PM 2025 No Build PM SimTraffic Report NV5 Page 3 Intersection: 1: US 421 & Southern States Entrance Movement WB NB SB Directions Served LR T L Maximum Queue (ft)93 6 35 Average Queue (ft)24 0 2 95th Queue (ft)71 6 15 Link Distance (ft)1566 2337 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)50 Storage Blk Time (%)0 Queuing Penalty (veh)0 Network Summary Network wide Queuing Penalty: 0 HCM 7th TWSC 1: US 421 & Site Driveway #1 2025 Build AM 3 Cape Fear RaceTrac AM Synchro 12 Report NV5 2025 Build AM Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 23 0 474 749 27 Future Vol, veh/h 0 23 0 474 749 27 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 25 0 12 8 25 Mvmt Flow 0 26 0 527 832 30 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 431 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy -7.4---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.55---- Pot Cap-1 Maneuver 0 513 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver - 513 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v12.38 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 513 - - HCM Lane V/C Ratio - 0.05 - - HCM Control Delay (s/veh) - 12.4 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0.2 - - HCM 7th TWSC 2: US 421 & Site Driveway #2/Southern States Entrance 2025 Build AM 3 Cape Fear RaceTrac AM Synchro 12 Report NV5 2025 Build AM Intersection Int Delay, s/veh 5.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 53 4 24 4 4 4 70 421 15 4 765 4 Future Vol, veh/h 53 4 24 4 4 4 70 421 15 4 765 4 Conflicting Peds, #/hr000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 -----125-25050-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 25 2 25 100 0 20 25 12 20 20 12 25 Mvmt Flow 59 4 27 4 4 4 78 468 17 4 850 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1253 1501 427 1059 1487 234 854 0 0 484 0 0 Stage 1 861 861 - 623 623 ------- Stage 2 392 640 - 436 863 ------- Critical Hdwy 8 6.54 7.4 9.5 6.5 7.3 4.6 - - 4.5 - - Critical Hdwy Stg 1 75.54-8.55.5------- Critical Hdwy Stg 2 75.54-8.55.5------- Follow-up Hdwy 3.75 4.02 3.55 4.5 4 3.5 2.45 - - 2.4 - - Pot Cap-1 Maneuver 106 121 516 88 126 716 650 - - 958 - - Stage 1 273 370 - 264 481 ------- Stage 2 546 468 - 371 374 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 89 106 516 71 110 716 650 - - 958 - - Mov Cap-2 Maneuver 89 106 - 71 110 ------- Stage 1 271 369 - 233 424 ------- Stage 2 473 412 - 346 373 ------- Approach EB WB NB SB HCM Control Delay, s/v72.88 38.2 1.56 0.05 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h)650 - - 89 332 122 958 - - HCM Lane V/C Ratio 0.12 - - 0.66 0.094 0.11 0.005 - - HCM Control Delay (s/veh) 11.3 - - 102.4 17 38.2 8.8 - - HCM Lane LOS B - - F C E A - - HCM 95th %tile Q(veh) 0.4 - - 3.2 0.3 0.4 0 - - SimTraffic Simulation Summary AM Peak 04/04/2025 3 Cape Fear RaceTrac AM 2025 Build AM SimTraffic Report NV5 Page 1 Summary of All Intervals Run Number 1234567 Start Time 6:50 6:50 6:50 6:50 6:50 6:50 6:50 End Time 8:00 8:00 8:00 8:00 8:00 8:00 8:00 Total Time (min)70707070707070 Time Recorded (min)60 60 60 60 60 60 60 # of Intervals 2222222 # of Recorded Intervals 1111111 Vehs Entered 1427 1404 1434 1347 1393 1422 1464 Vehs Exited 1420 1403 1423 1348 1394 1423 1454 Starting Vehs 18 17 12 18 17 22 20 Ending Vehs 25 18 23 17 16 21 30 Travel Distance (mi)958 928 954 904 933 954 973 Travel Time (hr)20.3 20.1 20.4 19.6 20.2 20.4 21.0 Total Delay (hr)1.4 1.7 1.5 1.6 1.6 1.6 1.6 Total Stops 150 162 161 162 166 151 166 Fuel Used (gal)30.9 30.8 30.9 29.6 30.2 31.0 32.1 Summary of All Intervals Run Number 8 9 10 Avg Start Time 6:50 6:50 6:50 6:50 End Time 8:00 8:00 8:00 8:00 Total Time (min)70707070 Time Recorded (min)60 60 60 60 # of Intervals 2222 # of Recorded Intervals 1111 Vehs Entered 1375 1456 1417 1413 Vehs Exited 1372 1450 1426 1411 Starting Vehs 20 16 27 17 Ending Vehs 23 22 18 20 Travel Distance (mi)917 972 956 945 Travel Time (hr)19.9 20.8 20.7 20.3 Total Delay (hr)1.7 1.5 1.8 1.6 Total Stops 183 169 157 163 Fuel Used (gal)30.1 31.8 31.0 30.8 Interval #0 Information Seeding Start Time 6:50 End Time 7:00 Total Time (min)10 Volumes adjusted by Growth Factors. No data recorded this interval. SimTraffic Simulation Summary AM Peak 04/04/2025 3 Cape Fear RaceTrac AM 2025 Build AM SimTraffic Report NV5 Page 2 Interval #1 Information Recording Start Time 7:00 End Time 8:00 Total Time (min)60 Volumes adjusted by Growth Factors. Run Number 1234567 Vehs Entered 1427 1404 1434 1347 1393 1422 1464 Vehs Exited 1420 1403 1423 1348 1394 1423 1454 Starting Vehs 18 17 12 18 17 22 20 Ending Vehs 25 18 23 17 16 21 30 Travel Distance (mi)958 928 954 904 933 954 973 Travel Time (hr)20.3 20.1 20.4 19.6 20.2 20.4 21.0 Total Delay (hr)1.4 1.7 1.5 1.6 1.6 1.6 1.6 Total Stops 150 162 161 162 166 151 166 Fuel Used (gal)30.9 30.8 30.9 29.6 30.2 31.0 32.1 Interval #1 Information Recording Start Time 7:00 End Time 8:00 Total Time (min)60 Volumes adjusted by Growth Factors. Run Number 8 9 10 Avg Vehs Entered 1375 1456 1417 1413 Vehs Exited 1372 1450 1426 1411 Starting Vehs 20 16 27 17 Ending Vehs 23 22 18 20 Travel Distance (mi)917 972 956 945 Travel Time (hr)19.9 20.8 20.7 20.3 Total Delay (hr)1.7 1.5 1.8 1.6 Total Stops 183 169 157 163 Fuel Used (gal)30.1 31.8 31.0 30.8 Queuing and Blocking Report AM Peak 04/04/2025 3 Cape Fear RaceTrac AM 2025 Build AM SimTraffic Report NV5 Page 3 Intersection: 1: US 421 & Site Driveway #2/Southern States Entrance Movement EB EB WB NB NB SB SB SB Directions Served L TR LTR L T L T TR Maximum Queue (ft) 112 85 62 91 2 25 15 2 Average Queue (ft) 45 27 10 320110 95th Queue (ft)95 67 38 72 2 12 7 2 Link Distance (ft)481 481 1686 2336 375 375 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)125 50 Storage Blk Time (%)0 0 0 Queuing Penalty (veh)0 0 0 Intersection: 2: US 421 & Site Driveway #1 Movement EB Directions Served R Maximum Queue (ft)69 Average Queue (ft)22 95th Queue (ft)58 Link Distance (ft)384 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 0 HCM 7th TWSC 1: US 421 & Site Driveway #1 2025 Build PM 3 Cape Fear RaceTrac PM Synchro 12 Report NV5 2025 Build PM Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 24 0 679 502 32 Future Vol, veh/h 0 24 0 679 502 32 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 25 25 12 8 25 Mvmt Flow 0 27 0 754 558 36 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 297 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy -7.4---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.55---- Pot Cap-1 Maneuver 0 636 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver - 636 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v10.91 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 636 - - HCM Lane V/C Ratio - 0.042 - - HCM Control Delay (s/veh) - 10.9 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0.1 - - HCM 7th TWSC 2: US 421 & Site Driveway #2/Southern States Entrance 2025 Build PM 3 Cape Fear RaceTrac PM Synchro 12 Report NV5 2025 Build PM Intersection Int Delay, s/veh 5.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 61 4 40 15 4 4 87 614 4 4 519 6 Future Vol, veh/h 61 4 40 15 4 4 87 614 4 4 519 6 Conflicting Peds, #/hr000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 0 -----125-25050-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 25 2 25 100 2 2 25 12 20 20 12 25 Mvmt Flow 68 4 44 17 4 4 97 682 4 4 577 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1126 1469 292 1175 1468 341 583 0 0 687 0 0 Stage 1 589 589 - 876 876 ------- Stage 2 537 880 - 299 592 ------- Critical Hdwy 8 6.54 7.4 9.5 6.54 6.94 4.6 - - 4.5 - - Critical Hdwy Stg 1 75.54-8.55.54------- Critical Hdwy Stg 2 75.54-8.55.54------- Follow-up Hdwy 3.75 4.02 3.55 4.5 4.02 3.32 2.45 - - 2.4 - - Pot Cap-1 Maneuver 134 126 641 69 127 655 845 - - 792 - - Stage 1 409 494 - 167 365 ------- Stage 2 441 363 - 473 492 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 113 111 641 54 111 655 845 - - 792 - - Mov Cap-2 Maneuver 113 111 - 54 111 ------- Stage 1 406 491 - 147 323 ------- Stage 2 383 322 - 434 489 ------- Approach EB WB NB SB HCM Control Delay, s/v50.23 79.85 1.21 0.07 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR Capacity (veh/h)845 - - 113 447 72 792 - - HCM Lane V/C Ratio 0.114 - - 0.601 0.109 0.353 0.006 - - HCM Control Delay (s/veh) 9.8 - - 76.3 14 79.9 9.6 - - HCM Lane LOS A - - F B F A - - HCM 95th %tile Q(veh) 0.4 - - 3 0.4 1.3 0 - - SimTraffic Simulation Summary PM Peak 04/04/2025 3 Cape Fear RaceTrac PM 2025 Build PM SimTraffic Report NV5 Page 1 Summary of All Intervals Run Number 1234567 Start Time 4:50 4:50 4:50 4:50 4:50 4:50 4:50 End Time 6:00 6:00 6:00 6:00 6:00 6:00 6:00 Total Time (min)70707070707070 Time Recorded (min)60 60 60 60 60 60 60 # of Intervals 2222222 # of Recorded Intervals 1111111 Vehs Entered 1464 1444 1416 1391 1309 1445 1397 Vehs Exited 1467 1445 1421 1389 1313 1446 1393 Starting Vehs 26 26 18 18 25 19 15 Ending Vehs 23 25 13 20 21 18 19 Travel Distance (mi)977 951 938 919 866 962 925 Travel Time (hr)21.8 21.1 20.5 20.9 19.3 21.2 20.0 Total Delay (hr)2.1 1.9 1.5 2.0 1.6 1.8 1.4 Total Stops 204 197 192 212 184 187 194 Fuel Used (gal)32.3 31.8 31.1 30.7 29.2 31.9 30.5 Summary of All Intervals Run Number 8 9 10 Avg Start Time 4:50 4:50 4:50 4:50 End Time 6:00 6:00 6:00 6:00 Total Time (min)70707070 Time Recorded (min)60 60 60 60 # of Intervals 2222 # of Recorded Intervals 1111 Vehs Entered 1456 1375 1404 1410 Vehs Exited 1458 1382 1413 1412 Starting Vehs 21 30 27 20 Ending Vehs 19 23 18 19 Travel Distance (mi)963 919 946 936 Travel Time (hr)21.3 20.3 20.7 20.7 Total Delay (hr)1.9 1.7 1.8 1.8 Total Stops 207 185 187 194 Fuel Used (gal)31.9 30.5 31.5 31.1 Interval #0 Information Seeding Start Time 4:50 End Time 5:00 Total Time (min)10 Volumes adjusted by Growth Factors. No data recorded this interval. SimTraffic Simulation Summary PM Peak 04/04/2025 3 Cape Fear RaceTrac PM 2025 Build PM SimTraffic Report NV5 Page 2 Interval #1 Information Recording Start Time 5:00 End Time 6:00 Total Time (min)60 Volumes adjusted by Growth Factors. Run Number 1234567 Vehs Entered 1464 1444 1416 1391 1309 1445 1397 Vehs Exited 1467 1445 1421 1389 1313 1446 1393 Starting Vehs 26 26 18 18 25 19 15 Ending Vehs 23 25 13 20 21 18 19 Travel Distance (mi)977 951 938 919 866 962 925 Travel Time (hr)21.8 21.1 20.5 20.9 19.3 21.2 20.0 Total Delay (hr)2.1 1.9 1.5 2.0 1.6 1.8 1.4 Total Stops 204 197 192 212 184 187 194 Fuel Used (gal)32.3 31.8 31.1 30.7 29.2 31.9 30.5 Interval #1 Information Recording Start Time 5:00 End Time 6:00 Total Time (min)60 Volumes adjusted by Growth Factors. Run Number 8 9 10 Avg Vehs Entered 1456 1375 1404 1410 Vehs Exited 1458 1382 1413 1412 Starting Vehs 21 30 27 20 Ending Vehs 19 23 18 19 Travel Distance (mi)963 919 946 936 Travel Time (hr)21.3 20.3 20.7 20.7 Total Delay (hr)1.9 1.7 1.8 1.8 Total Stops 207 185 187 194 Fuel Used (gal)31.9 30.5 31.5 31.1 Queuing and Blocking Report PM Peak 04/04/2025 3 Cape Fear RaceTrac PM 2025 Build PM SimTraffic Report NV5 Page 3 Intersection: 1: US 421 & Site Driveway #2/Southern States Entrance Movement EB EB WB NB SB SB Directions Served L TR LTR L L TR Maximum Queue (ft) 142 96 100 81 20 4 Average Queue (ft) 55 35 24 31 1 0 95th Queue (ft)113 75 70 68 12 4 Link Distance (ft)481 481 1686 375 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)125 50 Storage Blk Time (%)0 Queuing Penalty (veh)0 Intersection: 2: US 421 & Site Driveway #1 Movement EB Directions Served R Maximum Queue (ft)71 Average Queue (ft)19 95th Queue (ft)55 Link Distance (ft)384 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 0 Lanes, Volumes, Timings 1: US 421 & Site Driveway #2/Southern States Entrance 2025 Build with Mitigation AM 4 Cape Fear RaceTrac AM Synchro 12 Report NV5 2025 Build with Mitigation AM Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 53424444704211547654 Future Volume (vph) 53424444704211547654 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 125 250 50 0 Storage Lanes 1 0 0 0 1 1 1 0 Taper Length (ft)100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.869 0.955 0.850 0.999 Flt Protected 0.950 0.984 0.950 0.950 Satd. Flow (prot)1444 1353 0 0 1269 0 1444 3223 1346 1504 3218 0 Flt Permitted 0.750 0.877 0.322 0.483 Satd. Flow (perm)1140 1353 0 0 1131 0 489 3223 1346 765 3218 0 Right Turn on Red NoNoNoNo Satd. Flow (RTOR) Link Speed (mph)15 15 55 55 Link Distance (ft)528 1747 2372 436 Travel Time (s)24.0 79.4 29.4 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 25% 2% 25% 100% 2% 20% 25% 12% 20% 20% 12% 25% Adj. Flow (vph) 59427444784681748504 Shared Lane Traffic (%) Lane Group Flow (vph) 59 31 0 0 12 0 78 468 17 4 854 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 12 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 0 1 1 Detector Template Left Thru Thru Left Right Left Leading Detector (ft)40 40 40 40 40 426 0 40 426 Trailing Detector (ft)0 0 0 0 0 420 0 0 420 Detector 1 Position(ft)0 0 0 0 0 420 0 0 420 Detector 1 Size(ft)40 40 40 40 40 6 20 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Detector Phase 4 4 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s)7.0 7.0 7.0 7.0 14.0 14.0 14.0 14.0 14.0 Minimum Split (s)14.0 14.0 14.0 14.0 21.0 21.0 21.0 21.0 21.0 Lanes, Volumes, Timings 1: US 421 & Site Driveway #2/Southern States Entrance 2025 Build with Mitigation AM 4 Cape Fear RaceTrac AM Synchro 12 Report NV5 2025 Build with Mitigation AM Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s)20.0 20.0 20.0 20.0 40.0 40.0 40.0 40.0 40.0 Total Split (%)33.3% 33.3% 33.3% 33.3% 66.7% 66.7% 66.7% 66.7% 66.7% Maximum Green (s) 13.0 13.0 13.0 13.0 33.0 33.0 33.0 33.0 33.0 Yellow Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Min Min Min Min Min Act Effct Green (s)9.9 9.9 9.9 26.3 26.3 26.3 26.3 26.3 Actuated g/C Ratio 0.26 0.26 0.26 0.69 0.69 0.69 0.69 0.69 v/c Ratio 0.20 0.09 0.04 0.23 0.21 0.02 0.01 0.39 Control Delay (s/veh) 13.5 12.0 11.6 8.7 5.3 5.7 5.8 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 13.5 12.0 11.6 8.7 5.3 5.7 5.8 6.2 LOS BB B AAAAA Approach Delay (s/veh)13.0 11.6 5.8 6.2 Approach LOS BBAA Queue Length 50th (ft) 9 5 2 9 26 2 1 56 Queue Length 95th (ft) 33 20 11 35 54 8 4 108 Internal Link Dist (ft)448 1667 2292 356 Turn Bay Length (ft)125 250 50 Base Capacity (vph) 450 534 446 450 2968 1239 704 2964 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.06 0.03 0.17 0.16 0.01 0.01 0.29 Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 38.2 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.39 Intersection Signal Delay (s/veh): 6.5 Intersection LOS: A Intersection Capacity Utilization 52.8%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: US 421 & Site Driveway #2/Southern States Entrance HCM 7th TWSC 2: US 421 & Site Driveway #1 2025 Build with Mitigation AM 4 Cape Fear RaceTrac AM Synchro 12 Report NV5 2025 Build with Mitigation AM Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 23 0 474 749 27 Future Vol, veh/h 0 23 0 474 749 27 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 25 25 12 8 25 Mvmt Flow 0 26 0 527 832 30 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 431 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy -7.4---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.55---- Pot Cap-1 Maneuver 0 513 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver - 513 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v12.38 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 513 - - HCM Lane V/C Ratio - 0.05 - - HCM Control Delay (s/veh) - 12.4 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0.2 - - SimTraffic Simulation Summary AM Peak 04/04/2025 4 Cape Fear RaceTrac AM 2025 Build with Mitigation AM SimTraffic Report NV5 Page 1 Summary of All Intervals Run Number 1234567 Start Time 6:50 6:50 6:50 6:50 6:50 6:50 6:50 End Time 8:00 8:00 8:00 8:00 8:00 8:00 8:00 Total Time (min)70707070707070 Time Recorded (min)60 60 60 60 60 60 60 # of Intervals 2222222 # of Recorded Intervals 1111111 Vehs Entered 1434 1434 1450 1346 1379 1429 1415 Vehs Exited 1416 1435 1436 1344 1391 1430 1411 Starting Vehs 18 22 12 16 28 22 23 Ending Vehs 36 21 26 18 16 21 27 Travel Distance (mi)955 961 968 904 930 961 945 Travel Time (hr)22.5 23.2 23.5 21.5 22.5 23.0 22.8 Total Delay (hr)3.7 4.1 4.2 3.7 4.0 4.0 4.1 Total Stops 386 441 440 384 411 399 432 Fuel Used (gal)33.6 34.4 34.3 31.9 32.8 33.9 34.0 Summary of All Intervals Run Number 8 9 10 Avg Start Time 6:50 6:50 6:50 6:50 End Time 8:00 8:00 8:00 8:00 Total Time (min)70707070 Time Recorded (min)60 60 60 60 # of Intervals 2222 # of Recorded Intervals 1111 Vehs Entered 1384 1450 1418 1413 Vehs Exited 1389 1454 1428 1414 Starting Vehs 28 27 30 20 Ending Vehs 23 23 20 23 Travel Distance (mi)933 965 964 949 Travel Time (hr)22.0 23.0 22.9 22.7 Total Delay (hr)3.6 4.0 3.9 3.9 Total Stops 354 396 400 404 Fuel Used (gal)32.7 34.2 33.8 33.6 Interval #0 Information Seeding Start Time 6:50 End Time 7:00 Total Time (min)10 Volumes adjusted by Growth Factors. No data recorded this interval. SimTraffic Simulation Summary AM Peak 04/04/2025 4 Cape Fear RaceTrac AM 2025 Build with Mitigation AM SimTraffic Report NV5 Page 2 Interval #1 Information Recording Start Time 7:00 End Time 8:00 Total Time (min)60 Volumes adjusted by Growth Factors. Run Number 1234567 Vehs Entered 1434 1434 1450 1346 1379 1429 1415 Vehs Exited 1416 1435 1436 1344 1391 1430 1411 Starting Vehs 18 22 12 16 28 22 23 Ending Vehs 36 21 26 18 16 21 27 Travel Distance (mi)955 961 968 904 930 961 945 Travel Time (hr)22.5 23.2 23.5 21.5 22.5 23.0 22.8 Total Delay (hr)3.7 4.1 4.2 3.7 4.0 4.0 4.1 Total Stops 386 441 440 384 411 399 432 Fuel Used (gal)33.6 34.4 34.3 31.9 32.8 33.9 34.0 Interval #1 Information Recording Start Time 7:00 End Time 8:00 Total Time (min)60 Volumes adjusted by Growth Factors. Run Number 8 9 10 Avg Vehs Entered 1384 1450 1418 1413 Vehs Exited 1389 1454 1428 1414 Starting Vehs 28 27 30 20 Ending Vehs 23 23 20 23 Travel Distance (mi)933 965 964 949 Travel Time (hr)22.0 23.0 22.9 22.7 Total Delay (hr)3.6 4.0 3.9 3.9 Total Stops 354 396 400 404 Fuel Used (gal)32.7 34.2 33.8 33.6 Queuing and Blocking Report AM Peak 04/04/2025 4 Cape Fear RaceTrac AM 2025 Build with Mitigation AM SimTraffic Report NV5 Page 3 Intersection: 1: US 421 & Site Driveway #2/Southern States Entrance Movement EB EB WB NB NB NB NB SB SB SB Directions Served L TR LTR L T T R L T TR Maximum Queue (ft)97 76 46 111 79 74 40 39 139 124 Average Queue (ft)37 25 7 43 35 23 4 2 65 41 95th Queue (ft)80 64 30 88 72 61 22 17 120 94 Link Distance (ft)481 481 1686 2336 2336 375 375 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)125 250 50 Storage Blk Time (%)0 0 8 Queuing Penalty (veh)0 1 0 Intersection: 2: US 421 & Site Driveway #1 Movement EB Directions Served R Maximum Queue (ft)65 Average Queue (ft)20 95th Queue (ft)56 Link Distance (ft)384 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 2 Lanes, Volumes, Timings 1: US 421 & Site Driveway #2/Southern States Entrance 2025 Build with Mitigation PM 4 Cape Fear RaceTrac PM Synchro 12 Report NV5 2025 Build with Mitigation PM Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)61 4 40 15 4 4 87 614 4 4 519 6 Future Volume (vph)61 4 40 15 4 4 87 614 4 4 519 6 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 125 250 50 0 Storage Lanes 1 0 0 0 1 1 1 0 Taper Length (ft)100 100 100 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.862 0.978 0.850 0.998 Flt Protected 0.950 0.967 0.950 0.950 Satd. Flow (prot)1444 1331 0 0 1048 0 1444 3223 1346 1504 3212 0 Flt Permitted 0.741 0.767 0.432 0.392 Satd. Flow (perm)1126 1331 0 0 831 0 657 3223 1346 621 3212 0 Right Turn on Red NoNoNoNo Satd. Flow (RTOR) Link Speed (mph)15 15 55 55 Link Distance (ft)528 1747 2372 436 Travel Time (s)24.0 79.4 29.4 5.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 25% 2% 25% 100% 2% 20% 25% 12% 20% 20% 12% 25% Adj. Flow (vph) 68 4 44 17 4 4 97 682 4 4 577 7 Shared Lane Traffic (%) Lane Group Flow (vph) 68 48 0 0 25 0 97 682 4 4 584 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft)12 12 12 12 Link Offset(ft)0 0 0 0 Crosswalk Width(ft)16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 1 0 1 1 Detector Template Left Thru Thru Left Right Left Leading Detector (ft)40 40 40 40 40 426 0 40 426 Trailing Detector (ft)0 0 0 0 0 420 0 0 420 Detector 1 Position(ft)0 0 0 0 0 420 0 0 420 Detector 1 Size(ft)40 40 40 40 40 6 20 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Detector Phase 4 4 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s)7.0 7.0 7.0 7.0 14.0 14.0 14.0 14.0 14.0 Minimum Split (s)14.0 14.0 14.0 14.0 21.0 21.0 21.0 21.0 21.0 Lanes, Volumes, Timings 1: US 421 & Site Driveway #2/Southern States Entrance 2025 Build with Mitigation PM 4 Cape Fear RaceTrac PM Synchro 12 Report NV5 2025 Build with Mitigation PM Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (s)19.0 19.0 19.0 19.0 41.0 41.0 41.0 41.0 41.0 Total Split (%)31.7% 31.7% 31.7% 31.7% 68.3% 68.3% 68.3% 68.3% 68.3% Maximum Green (s) 12.0 12.0 12.0 12.0 34.0 34.0 34.0 34.0 34.0 Yellow Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Min Min Min Min Min Act Effct Green (s)10.1 10.1 10.1 24.7 24.7 24.7 24.7 24.7 Actuated g/C Ratio 0.27 0.27 0.27 0.67 0.67 0.67 0.67 0.67 v/c Ratio 0.22 0.13 0.11 0.22 0.32 0.00 0.01 0.27 Control Delay (s/veh) 12.5 11.2 11.4 8.4 6.2 6.0 6.3 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 12.5 11.2 11.4 8.4 6.2 6.0 6.3 5.9 LOS BB B AAAAA Approach Delay (s/veh)11.9 11.4 6.5 5.9 Approach LOS BBAA Queue Length 50th (ft) 10 7 4 11 42 1 0 35 Queue Length 95th (ft) 32 24 16 39 84 4 4 71 Internal Link Dist (ft)448 1667 2292 356 Turn Bay Length (ft)125 250 50 Base Capacity (vph) 427 505 315 639 3137 1310 604 3126 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.10 0.08 0.15 0.22 0.00 0.01 0.19 Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 37 Natural Cycle: 40 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.32 Intersection Signal Delay (s/veh): 6.8 Intersection LOS: A Intersection Capacity Utilization 49.1%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: US 421 & Site Driveway #2/Southern States Entrance HCM 7th TWSC 2: US 421 & Site Driveway #1 2025 Build with Mitigation PM 4 Cape Fear RaceTrac PM Synchro 12 Report NV5 2025 Build with Mitigation PM Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 24 0 679 502 32 Future Vol, veh/h 0 24 0 679 502 32 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 25 25 12 8 25 Mvmt Flow 0 27 0 754 558 36 Major/Minor Minor2 Major1 Major2 Conflicting Flow All - 297 - 0 - 0 Stage 1 ------ Stage 2 ------ Critical Hdwy -7.4---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.55---- Pot Cap-1 Maneuver 0 636 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver - 636 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v10.91 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)- 636 - - HCM Lane V/C Ratio - 0.042 - - HCM Control Delay (s/veh) - 10.9 - - HCM Lane LOS - B - - HCM 95th %tile Q(veh) - 0.1 - - SimTraffic Simulation Summary PM Peak 04/04/2025 4 Cape Fear RaceTrac PM 2025 Build with Mitigation PM SimTraffic Report NV5 Page 1 Summary of All Intervals Run Number 1234567 Start Time 4:50 4:50 4:50 4:50 4:50 4:50 4:50 End Time 6:00 6:00 6:00 6:00 6:00 6:00 6:00 Total Time (min)70707070707070 Time Recorded (min)60 60 60 60 60 60 60 # of Intervals 2222222 # of Recorded Intervals 1111111 Vehs Entered 1466 1415 1405 1323 1368 1440 1462 Vehs Exited 1475 1412 1405 1328 1371 1436 1458 Starting Vehs 29 24 21 26 25 21 17 Ending Vehs 20 27 21 21 22 25 21 Travel Distance (mi)980 938 924 877 907 954 975 Travel Time (hr)24.1 23.3 23.0 21.6 22.8 23.5 23.7 Total Delay (hr)4.3 4.3 4.3 3.5 4.2 4.2 4.0 Total Stops 476 470 470 422 478 482 443 Fuel Used (gal)34.9 34.3 33.9 31.4 32.6 34.6 34.5 Summary of All Intervals Run Number 8 9 10 Avg Start Time 4:50 4:50 4:50 4:50 End Time 6:00 6:00 6:00 6:00 Total Time (min)70707070 Time Recorded (min)60 60 60 60 # of Intervals 2222 # of Recorded Intervals 1111 Vehs Entered 1372 1352 1428 1403 Vehs Exited 1371 1334 1436 1403 Starting Vehs 20 15 26 22 Ending Vehs 21 33 18 22 Travel Distance (mi)910 893 951 931 Travel Time (hr)21.9 21.7 23.5 22.9 Total Delay (hr)3.5 3.7 4.3 4.0 Total Stops 401 402 467 452 Fuel Used (gal)32.0 31.9 34.3 33.4 Interval #0 Information Seeding Start Time 4:50 End Time 5:00 Total Time (min)10 Volumes adjusted by Growth Factors. No data recorded this interval. SimTraffic Simulation Summary PM Peak 04/04/2025 4 Cape Fear RaceTrac PM 2025 Build with Mitigation PM SimTraffic Report NV5 Page 2 Interval #1 Information Recording Start Time 5:00 End Time 6:00 Total Time (min)60 Volumes adjusted by Growth Factors. Run Number 1234567 Vehs Entered 1466 1415 1405 1323 1368 1440 1462 Vehs Exited 1475 1412 1405 1328 1371 1436 1458 Starting Vehs 29 24 21 26 25 21 17 Ending Vehs 20 27 21 21 22 25 21 Travel Distance (mi)980 938 924 877 907 954 975 Travel Time (hr)24.1 23.3 23.0 21.6 22.8 23.5 23.7 Total Delay (hr)4.3 4.3 4.3 3.5 4.2 4.2 4.0 Total Stops 476 470 470 422 478 482 443 Fuel Used (gal)34.9 34.3 33.9 31.4 32.6 34.6 34.5 Interval #1 Information Recording Start Time 5:00 End Time 6:00 Total Time (min)60 Volumes adjusted by Growth Factors. Run Number 8 9 10 Avg Vehs Entered 1372 1352 1428 1403 Vehs Exited 1371 1334 1436 1403 Starting Vehs 20 15 26 22 Ending Vehs 21 33 18 22 Travel Distance (mi)910 893 951 931 Travel Time (hr)21.9 21.7 23.5 22.9 Total Delay (hr)3.5 3.7 4.3 4.0 Total Stops 401 402 467 452 Fuel Used (gal)32.0 31.9 34.3 33.4 Queuing and Blocking Report PM Peak 04/04/2025 4 Cape Fear RaceTrac PM 2025 Build with Mitigation PM SimTraffic Report NV5 Page 3 Intersection: 1: US 421 & Site Driveway #2/Southern States Entrance Movement EB EB WB NB NB NB NB SB SB SB Directions Served L TR LTR L T T R L T TR Maximum Queue (ft) 116 100 87 125 100 100 36 35 114 90 Average Queue (ft) 44 33 18 50 47 40 2 3 53 28 95th Queue (ft)93 76 59 101 86 85 17 18 95 70 Link Distance (ft)481 481 1686 2336 2336 375 375 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)125 250 50 Storage Blk Time (%)0 0 0 6 Queuing Penalty (veh)1 0 1 0 Intersection: 2: US 421 & Site Driveway #1 Movement EB Directions Served R Maximum Queue (ft)79 Average Queue (ft)22 95th Queue (ft)60 Link Distance (ft)384 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 2 Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC Appendix D – Traffic Counts Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: US 421 -- Southern States Chemical Entrance QC JOB #: QC JOB #: 16878701 CITY/STATE: CITY/STATE: Wilmington, NC DATE: DATE: Thu, Jan 9 2025 757 498 0 752 5 0 0 0 3 0 0.920.92 0 0 0 3 19 0 498 14 755 512 Peak-Hour: 6:45 AM -- 7:45 AMPeak-Hour: 6:45 AM -- 7:45 AM Peak 15-Min: 7:30 AM -- 7:45 AMPeak 15-Min: 7:30 AM -- 7:45 AM 11.8 12.7 0 11.7 20 0 0 0 100 0 0 0 0 100 15.8 0 12.7 14.3 12.1 12.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At US 421US 421 (Northbound)(Northbound) US 421US 421 (Southbound)(Southbound) Southern States ChemicalSouthern States Chemical EntranceEntrance (Eastbound)(Eastbound) Southern States ChemicalSouthern States Chemical EntranceEntrance (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotals LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU 6:00 AM 0 67 1 0 1 67 0 0 0 0 0 0 0 0 0 0 136 6:15 AM 0 99 0 0 1 132 0 0 0 0 0 0 0 0 0 0 232 6:30 AM 0 144 1 0 1 182 0 0 0 0 0 0 2 0 0 0 330 6:45 AM 0 154 4 0 2 174 0 0 0 0 0 0 1 0 0 0 335 1033 7:00 AM 0 101 2 0 0 200 0 0 0 0 0 0 0 0 0 0 303 12007:15 AM 0 120 2 0 2 164 0 0 0 0 0 0 1 0 0 0 289 1257 7:30 AM 0 123 6 0 1 214 0 0 0 0 0 0 1 0 0 0 345 1272 7:45 AM 0 114 5 0 0 175 0 0 0 0 0 0 0 0 0 0 294 12318:00 AM 0 93 5 0 0 158 0 0 0 0 0 0 3 0 1 0 260 1188 8:15 AM 0 108 3 0 0 133 0 0 0 0 0 0 2 0 2 0 248 1147 8:30 AM 0 82 2 0 0 155 0 0 0 0 0 0 1 0 0 0 240 1042 8:45 AM 0 76 3 0 1 105 0 0 0 0 0 0 0 0 0 0 185 933 9:00 AM 0 99 0 0 1 121 0 0 0 0 0 0 2 0 0 0 223 8969:15 AM 0 70 1 0 0 107 0 0 0 0 0 0 1 0 0 0 179 827 9:30 AM 0 81 3 0 0 99 0 0 0 0 0 0 0 0 0 0 183 770 9:45 AM 0 88 0 0 0 91 0 0 0 0 0 0 0 0 0 0 179 764 10:00 AM 0 76 0 0 0 95 0 0 0 0 0 0 2 0 0 0 173 714 10:15 AM 0 86 2 0 1 115 0 0 0 0 0 0 0 0 1 0 205 740 10:30 AM 0 80 1 0 1 99 0 0 0 0 0 0 2 0 0 0 183 740 10:45 AM 0 74 1 0 0 99 0 0 0 0 0 0 3 0 0 0 177 738 11:00 AM 0 105 1 0 0 111 0 0 0 0 0 0 3 0 1 0 221 786 11:15 AM 0 103 1 0 0 92 0 0 0 0 0 0 0 0 1 0 197 778 11:30 AM 0 84 2 0 0 122 0 0 0 0 0 0 1 0 1 0 210 805 11:45 AM 0 103 0 0 0 110 0 0 0 0 0 0 2 0 0 0 215 843 12:00 PM 0 94 3 0 2 122 0 0 0 0 0 0 2 0 0 0 223 845 12:15 PM 0 111 0 0 0 116 0 0 0 0 0 0 2 0 0 0 229 877 12:30 PM 0 121 2 0 0 75 0 0 0 0 0 0 0 0 0 0 198 865 12:45 PM 0 130 2 0 0 102 0 0 0 0 0 0 4 0 1 0 239 889 1:00 PM 0 108 0 0 0 94 0 0 0 0 0 0 1 0 0 0 203 869 1:15 PM 0 114 0 0 1 110 0 0 0 0 0 0 1 0 1 0 227 867 1:30 PM 0 101 1 0 0 98 0 0 0 0 0 0 1 0 0 0 201 870 1:45 PM 0 126 0 0 0 144 0 0 0 0 0 0 4 0 0 0 274 905 2:00 PM 0 125 1 0 0 105 0 0 0 0 0 0 1 0 0 0 232 934 2:15 PM 0 116 1 0 0 111 0 0 0 0 0 0 0 0 1 0 229 936 2:30 PM 0 108 0 0 0 149 0 0 0 0 0 0 0 0 0 0 257 992 2:45 PM 0 101 1 0 0 127 0 0 0 0 0 0 1 0 1 0 231 949 3:00 PM 0 124 1 0 0 108 0 0 0 0 0 0 0 0 0 0 233 950 Page 1 of 2 3:15 PM 0 117 1 0 0 113 0 0 0 0 0 0 2 0 0 0 233 954 3:30 PM 0 135 2 0 2 142 0 0 0 0 0 0 2 0 0 0 283 980 3:45 PM 0 121 0 0 1 105 0 0 0 0 0 0 1 0 1 0 229 978 4:00 PM 0 126 0 0 0 153 0 0 0 0 0 0 0 0 2 0 281 1026 4:15 PM 0 155 0 0 0 114 0 0 0 0 0 0 3 0 2 0 274 1067 4:30 PM 0 144 2 0 1 120 0 0 0 0 0 0 9 0 2 1 279 1063 4:45 PM 0 174 0 0 0 124 0 0 0 0 0 0 2 0 1 0 301 1135 5:00 PM 0 149 0 0 0 161 0 0 0 0 0 0 3 0 0 0 313 1167 5:15 PM 0 182 0 0 0 103 0 0 0 0 0 0 1 0 0 0 286 11795:30 PM 0 138 1 0 0 121 0 0 0 0 0 0 3 0 0 0 263 1163 5:45 PM 0 130 1 0 0 101 0 0 0 0 0 0 2 0 0 0 234 1096 6:00 PM 0 110 2 0 0 61 0 0 0 0 0 0 4 0 0 0 177 960 6:15 PM 0 86 0 0 0 44 0 0 0 0 0 0 0 0 0 0 130 804 6:30 PM 0 56 0 0 0 31 0 0 0 0 0 0 1 0 0 0 88 6296:45 PM 0 56 0 0 0 28 0 0 0 0 0 0 0 0 1 0 85 480 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At US 421US 421 (Northbound)(Northbound) US 421US 421 (Southbound)(Southbound) Southern States ChemicalSouthern States Chemical EntranceEntrance (Eastbound)(Eastbound) Southern States ChemicalSouthern States Chemical EntranceEntrance (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotals LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 0 492 24 0 4 856 0 0 0 0 0 0 4 0 0 0 1380 Heavy Trucks 0 68 4 0 112 0 0 0 0 4 0 0 188 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 1/14/2025 8:03 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 2 of 2 Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC Appendix E – ITE Trip Generation Convenience Store/Gas Station - GFA (2-4k)(945) Vehicle Trip Ends vs:Vehicle Fueling Positions On a:Weekday Setting/Location:General Urban/Suburban Number of Studies:48 Avg. Num. of Vehicle Fueling Positions:8Directional Distribution:50% entering, 50% exiting Vehicle Trip Generation per Vehicle Fueling Position Average Rate Range of Rates Standard Deviation 265.12 68.50 - 701.00 142.37 Data Plot and Equation T = T r i p E n d s X = Number of Vehicle Fueling Positions Study Site Average RateFitted Curve Fitted Curve Equation: T = 158.28(X) + 850.23 R²= 0.52 Trip Gen Manual,11th Edition Institute of Transportation Engineers 0 5 10 15 20 25 300 1,000 2,000 3,000 4,000 5,000 6,000 20 5302 4016 12/2/24, 2:01 PM itetripgen.org/query/PrintGraph2?code=945&ivlabel=UNITS945&timeperiod=AWDVTE&x=20&edition=685&locationCode=General … https://www.itetripgen.org/printGraph 1/1 Convenience Store/Gas Station - GFA (2-4k)(945) Vehicle Trip Ends vs:Vehicle Fueling Positions On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location:General Urban/Suburban Number of Studies:76 Avg. Num. of Vehicle Fueling Positions:8Directional Distribution:50% entering, 50% exiting Vehicle Trip Generation per Vehicle Fueling Position Average Rate Range of Rates Standard Deviation 16.06 3.75 - 50.00 8.79 Data Plot and Equation T = T r i p E n d s X = Number of Vehicle Fueling Positions Study Site Average Rate Fitted Curve Equation: Not Given R²= **** Trip Gen Manual,11th Edition Institute of Transportation Engineers 0 5 10 15 20 25 300 100 200 300 400 500 20 321 12/2/24, 2:02 PM itetripgen.org/query/PrintGraph2?code=945&ivlabel=UNITS945&timeperiod=TASIDE&x=20&edition=685&locationCode=General U… https://www.itetripgen.org/printGraph 1/1 Convenience Store/Gas Station - GFA (2-4k)(945) Vehicle Trip Ends vs:Vehicle Fueling Positions On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location:General Urban/Suburban Number of Studies:93 Avg. Num. of Vehicle Fueling Positions:8Directional Distribution:50% entering, 50% exiting Vehicle Trip Generation per Vehicle Fueling Position Average Rate Range of Rates Standard Deviation 18.42 5.75 - 57.80 10.16 Data Plot and Equation T = T r i p E n d s X = Number of Vehicle Fueling Positions Study Site Average Rate Fitted Curve Equation: Not Given R²= **** Trip Gen Manual,11th Edition Institute of Transportation Engineers 0 5 10 15 20 25 300 100 200 300 400 500 600 20 368 12/2/24, 2:02 PM itetripgen.org/query/PrintGraph2?code=945&ivlabel=UNITS945&timeperiod=TPSIDE&x=20&edition=685&locationCode=General U… https://www.itetripgen.org/printGraph 1/1 Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC Appendix F – Trip Assignment Figures BACKGROUND GROWTH – 1% PRIMARY TRIPS - Cars PRIMARY TRIPS – Trucks PASS BY TRIPS – Cars PASS BY TRIPS – Trucks Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC Appendix G – NCDOT Auxiliary Turn Lane Graphs 100 US 421 at Site Driveway #1 Right Turns - AM Peak (27, 749*) PM Peak (32, 502*) US 421 at Site Driveway #2 Left Turns - AM Peak (70, 769) PM Peak (87, 525) Right Turns - AM Peak (4, 765*) PM Peak (6, 519*) *Opposing volume = adjacent thru traffic Traffic Impact Study for RaceTrac Fuel Station – Wilmington, NC Appendix H – MUTCD Traffic Signal Warrants Intersection: US 421 City/State: NC Date: 1/9/2025 Time Period NB Left NB Thru NB Right SB Left SB Thru SB Right EB Left EB Thru EB Right WB Left WB Thru WB Right Total Hourly Totals 6:00 AM 0 67 1 1 67 0 0 0 0 0 0 0 136 6:15 AM 0 99 0 1 132 0 0 0 0 0 0 0 232 6:30 AM 0 144 1 1 182 0 0 0 0 2 0 0 330 6:45 AM 0 154 4 2 174 0 0 0 0 1 0 0 335 1033 7:00 AM 0 101 2 0 200 0 0 0 0 0 0 0 303 1200 7:15 AM 0 120 2 2 164 0 0 0 0 1 0 0 289 1257 7:30 AM 0 123 6 1 214 0 0 0 0 1 0 0 345 1272 7:45 AM 0 114 5 0 175 0 0 0 0 0 0 0 294 1231 8:00 AM 0 93 5 0 158 0 0 0 0 3 0 1 260 1188 8:15 AM 0 108 3 0 133 0 0 0 0 2 0 2 248 1147 8:30 AM 0 82 2 0 155 0 0 0 0 1 0 0 240 1042 8:45 AM 0 76 3 1 105 0 0 0 0 0 0 0 185 933 9:00 AM 0 99 0 1 121 0 0 0 0 2 0 0 223 896 9:15 AM 0 70 1 0 107 0 0 0 0 1 0 0 179 827 9:30 AM 0 81 3 0 99 0 0 0 0 0 0 0 183 770 9:45 AM 0 88 0 0 91 0 0 0 0 0 0 0 179 764 10:00 AM 0 76 0 0 95 0 0 0 0 2 0 0 173 714 10:15 AM 0 86 2 1 115 0 0 0 0 0 0 1 205 740 10:30 AM 0 80 1 1 99 0 0 0 0 2 0 0 183 740 10:45 AM 0 74 1 0 99 0 0 0 0 3 0 0 177 738 11:00 AM 0 105 1 0 111 0 0 0 0 3 0 1 221 786 11:15 AM 0 103 1 0 92 0 0 0 0 0 0 1 197 778 11:30 AM 0 84 2 0 122 0 0 0 0 1 0 1 210 805 11:45 AM 0 103 0 0 110 0 0 0 0 2 0 0 215 843 12:00 PM 0 94 3 2 122 0 0 0 0 2 0 0 223 845 12:15 PM 0 111 0 0 116 0 0 0 0 2 0 0 229 877 12:30 PM 0 121 2 0 75 0 0 0 0 0 0 0 198 865 12:45 PM 0 130 2 0 102 0 0 0 0 4 0 1 239 889 1:00 PM 0 108 0 0 94 0 0 0 0 1 0 0 203 869 1:15 PM 0 114 0 1 110 0 0 0 0 1 0 1 227 867 1:30 PM 0 101 1 0 98 0 0 0 0 1 0 0 201 870 1:45 PM 0 126 0 0 144 0 0 0 0 4 0 0 274 905 2:00 PM 0 125 1 0 105 0 0 0 0 1 0 0 232 934 2:15 PM 0 116 1 0 111 0 0 0 0 0 0 1 229 936 2:30 PM 0 108 0 0 149 0 0 0 0 0 0 0 257 992 2:45 PM 0 101 1 0 127 0 0 0 0 1 0 1 231 949 3:00 PM 0 124 1 0 108 0 0 0 0 0 0 0 233 950 3:15 PM 0 117 1 0 113 0 0 0 0 2 0 0 233 954 3:30 PM 0 135 2 2 142 0 0 0 0 2 0 0 283 980 3:45 PM 0 121 0 1 105 0 0 0 0 1 0 1 229 978 4:00 PM 0 126 0 0 153 0 0 0 0 0 0 2 281 1026 4:15 PM 0 155 0 0 114 0 0 0 0 3 0 2 274 1067 4:30 PM 0 144 2 1 120 0 0 0 0 9 0 2 279 1063 4:45 PM 0 174 0 0 124 0 0 0 0 2 0 1 301 1135 5:00 PM 0 149 0 0 161 0 0 0 0 3 0 0 313 1167 5:15 PM 0 182 0 0 103 0 0 0 0 1 0 0 286 1179 5:30 PM 0 138 1 0 121 0 0 0 0 3 0 0 263 1163 5:45 PM 0 130 1 0 101 0 0 0 0 2 0 0 234 1096 6:00 PM 0 110 2 0 61 0 0 0 0 4 0 0 177 960 6:15 PM 0 86 0 0 44 0 0 0 0 0 0 0 130 804 6:30 PM 0 56 0 0 31 0 0 0 0 1 0 0 88 629 6:45 PM 0 56 0 0 28 0 0 0 0 0 0 1 85 480 Wilmington Southern States Chemical Entrance QUALITY COUNTS REPORT ===================== LUC 945 Fueling Pumps 20 Land Use Code Land Use Trips Total Entering Exiting Subcategory Daily 4,016 2,008 2,008 Setting Primary 1004 502 502 Time Period Pass By 3012 1506 1506 # Data Sites Time Total Entering Exiting Time Total Entering Exiting 12:00 - 1:00 AM 0.90% 0.87% 0.93% 12:00 - 1:00 AM 36 17 19 1:00 - 2:00 AM 0.52% 0.51% 0.53% 1:00 - 2:00 AM 21 10 11 2:00 - 3:00 AM 0.46% 0.44% 0.47% 2:00 - 3:00 AM 18 9 93:00 - 4:00 AM 0.54% 0.50% 0.58% 3:00 - 4:00 AM 22 10 12 4:00 - 5:00 AM 1.04% 0.99% 1.09% 4:00 - 5:00 AM 42 20 22 5:00 - 6:00 AM 2.28% 2.31% 2.24% 5:00 - 6:00 AM 91 46 45 6:00 - 7:00 AM 4.62% 4.69% 4.54% 6:00 - 7:00 AM 186 94 91 7:00 - 8:00 AM 6.17% 6.19% 6.15% 7:00 - 8:00 AM 248 124 123 8:00 - 9:00 AM 5.86% 5.81% 5.92% 8:00 - 9:00 AM 235 117 119 9:00 - 10:00 AM 5.05% 5.02% 5.08% 9:00 - 10:00 AM 203 101 102 10:00 - 11:00 AM 5.16% 5.16% 5.15% 10:00 - 11:00 AM 207 104 10311:00 - 12:00 PM 5.28% 5.34% 5.22% 11:00 - 12:00 PM 212 107 105 12:00 - 1:00 PM 5.76% 5.76% 5.76% 12:00 - 1:00 PM 231 116 116 1:00 - 2:00 PM 5.37% 5.40% 5.34% 1:00 - 2:00 PM 216 108 107 2:00 - 3:00 PM 5.94% 6.06% 5.83% 2:00 - 3:00 PM 239 122 117 3:00 - 4:00 PM 6.46% 6.49% 6.43% 3:00 - 4:00 PM 259 130 129 4:00 - 5:00 PM 7.14% 7.23% 7.05% 4:00 - 5:00 PM 287 145 1425:00 - 6:00 PM 6.94% 6.95% 6.93% 5:00 - 6:00 PM 279 140 139 6:00 - 7:00 PM 6.51% 6.47% 6.56% 6:00 - 7:00 PM 262 130 132 7:00 - 8:00 PM 5.29% 5.27% 5.30% 7:00 - 8:00 PM 212 106 106 8:00 - 9:00 PM 4.38% 4.30% 4.46% 8:00 - 9:00 PM 176 86 90 9:00 - 10:00 PM 3.72% 3.71% 3.73% 9:00 - 10:00 PM 149 75 7510:00 - 11:00 PM 2.75% 2.71% 2.79% 10:00 - 11:00 PM 111 54 5611:00 - 12:00 AM 1.86% 1.82% 1.91% 11:00 - 12:00 AM 75 36 38 % of 24-Hour Vehicle Trips General Urban/Suburban Weekday 38 945 Convenience Store/Gas Station GFA (2-4k) Hourly Distribution of Entering and Exiting Vehicle Trips by Land Use Source: ITE Trip Generation Manual, 11th Edition RaceTrac Wilmington, NC Time NB Left NB Thru NB Right SB Left SB Thru SB Right EB Left EB Thru EB Right WB Left WB Thru WB Right 12:00 - 1:00 AM 15 -9 1 1 15 4 1:00 - 2:00 AM 9 -5 0 1 9 2 2:00 - 3:00 AM 8 -5 0 0 7 2 3:00 - 4:00 AM 9 -5 0 1 9 2 4:00 - 5:00 AM 18 -10 1 1 17 4 5:00 - 6:00 AM 42 -23 2 2 36 9 6:00 - 7:00 AM 86 -47 3 5 72 18 7:00 - 8:00 AM 113 -62 4 6 97 25 8:00 - 9:00 AM 106 -59 4 6 94 24 9:00 - 10:00 AM 92 -51 4 5 81 20 10:00 - 11:00 AM 95 -52 4 5 81 21 11:00 - 12:00 PM 97 -54 4 5 83 21 12:00 - 1:00 PM 106 -58 4 6 92 23 1:00 - 2:00 PM 98 -54 4 5 85 21 2:00 - 3:00 PM 111 -61 4 6 92 23 3:00 - 4:00 PM 118 -65 5 7 102 26 4:00 - 5:00 PM 132 -73 5 7 112 28 5:00 - 6:00 PM 127 -70 5 7 110 28 6:00 - 7:00 PM 118 -65 5 7 104 26 7:00 - 8:00 PM 96 -53 4 5 84 21 8:00 - 9:00 PM 78 -43 3 4 71 18 9:00 - 10:00 PM 68 -38 3 4 59 15 10:00 - 11:00 PM 49 -27 2 3 44 11 11:00 - 12:00 AM 33 -18 1 2 30 8 Time NB Left NB Thru NB Right SB Left SB Thru SB Right EB Left EB Thru EB Right WB Left WB Thru WB Right 12:00 - 1:00 AM 1:00 - 2:00 AM 2:00 - 3:00 AM 3:00 - 4:00 AM 4:00 - 5:00 AM 5:00 - 6:00 AM 6:00 - 7:00 AM 86 417 6 5 558 5 72 0 18 3 0 0 7:00 - 8:00 AM 113 396 15 3 757 6 97 0 25 2 0 0 8:00 - 9:00 AM 106 300 13 1 555 6 94 0 24 6 0 3 9:00 - 10:00 AM 92 287 4 1 422 5 81 0 20 3 0 0 10:00 - 11:00 AM 95 264 4 2 412 5 81 0 21 7 0 1 11:00 - 12:00 PM 97 341 4 0 439 5 83 0 21 6 0 3 12:00 - 1:00 PM 106 398 7 2 419 6 92 0 23 8 0 1 1:00 - 2:00 PM 98 395 1 1 450 5 85 0 21 7 0 1 2:00 - 3:00 PM 111 389 3 0 496 6 92 0 23 2 0 2 3:00 - 4:00 PM 118 432 4 3 473 7 102 0 26 5 0 1 4:00 - 5:00 PM 132 526 2 1 516 7 112 0 28 14 0 7 5:00 - 6:00 PM 127 529 2 0 491 7 110 0 28 9 0 0 6:00 - 7:00 PM 118 243 2 0 169 7 104 0 26 5 0 1 7:00 - 8:00 PM 8:00 - 9:00 PM 9:00 - 10:00 PM 10:00 - 11:00 PM 11:00 - 12:00 AM Existing Counts + ITE Hourly Distribution Trips Hourly Trip Distribution HCS7 Warrants Report Project Information Analyst B. Johnson Date 1/30/2025 Agency NV5 Analysis Year 2025 Jurisdiction New Hanover County Time Period Analyzed 7 AM - 7 PM Project Description Wilmington RaceTrac General Major Street Direction North-South Population < 10,000 No Starting Time Interval 6 Coordinated Signal System No Median Type Undivided Crashes (crashes/year)0 Major Street Speed (mi/h)55 Adequate Trials of Crash Exp. Alt.No Nearest Signal (ft)0 Geometry and Traffic Approach Eastbound Westbound Northbound Southbound Movement L T R L T R L T R L T R Number of Lanes, N 1 1 0 0 1 0 1 2 1 1 2 0 Lane Usage L TR LTR L T R L TR Vehicle Volumes Averages (veh/h)94 0 0 6 0 1 109 375 5 1 466 6 Pedestrian Averages (peds/h)0 0 0 0 Gap Averages (gaps/h)0 0 0 0 Delay (s/veh)0.0 0.0 0.0 0.0 Delay (veh-hrs)0.0 0.0 0.0 0.0 School Crossing and Roadway Network Number of Students in Highest Hour 0 Two or More Major Routes Yes Number of Adequate Gaps in Period 0 Weekend Counts No Number of Minutes in Period 0 5-year Growth Factor (%)0 Railroad Crossing Grade Crossing Approach None Rail Traffic (trains/day)0 Highest Volume Hour with Trains Unknown High Occupancy Buses (%)0 Distance to Stop Line (ft)-Tractor-Trailer Trucks (%)12 Copyright © 2025 University of Florida. All Rights Reserved.HCS™Signal Warrants Version 7.9.5 Generated: 2/26/2025 10:14:50 AM Warrants2.xsw HCS7 Warrants Report Volume Summary Hour Major Volume Minor Volume Total Volume Peds/h Gaps/h 1A( 70% ) 1A( 56% ) 1B( 70% ) 1B( 56% ) 2( 70% ) 3A( 70% ) 3B( 56% ) 4A( 70% ) 4B( 56% ) 07 - 08 1281 97 1380 0 0 No No Yes Yes Yes No No No No 08 - 09 983 94 1086 0 0 No No Yes Yes Yes No No No No 09 - 10 820 81 904 0 0 No No Yes Yes No No No No No 10 - 11 782 81 871 0 0 No No Yes Yes No No No No No 11 - 12 886 83 978 0 0 No No Yes Yes Yes No No No No 12 - 13 935 92 1036 0 0 No No Yes Yes Yes No No No No 13 - 14 956 85 1049 0 0 No No Yes Yes Yes No No No No 14 - 15 1003 92 1099 0 0 No No Yes Yes Yes No No No No 15 - 16 1036 102 1144 0 0 No No Yes Yes Yes No No No No 16 - 17 1186 112 1319 0 0 No Yes Yes Yes Yes No Yes No No 17 - 18 1156 110 1275 0 0 No No Yes Yes Yes No Yes No No 18 - 19 539 104 649 0 0 No No No Yes No No No No No Total 11563 1133 12790 0 0 0 1 11 12 9 0 2 0 0 Warrants Warrant 1: Eight-Hour Vehicular Volume A. Minimum Vehicular Volumes (Both major approaches --and-- higher minor approach) --or-- B. Interruption of Continuous Traffic (Both major approaches --and-- higher minor approach) --or-- 56% Vehicular --and-- Interruption Volumes (Both major approaches --and-- higher minor approach) Warrant 2: Four-Hour Vehicular Volume Four-Hour Vehicular Volume (Both major approaches --and-- higher minor approach) Warrant 3: Peak Hour A. Peak-Hour Conditions (Minor delay -- and-- minor volume --and-- total volume) --or-- B. Peak-Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) Warrant 4: Pedestrian Volume A. Four Hour Volumes --or-- B. One-Hour Volumes Warrant 5: School Crossing Gaps Same Period --and-- Student Volumes Nearest Traffic Control Signal (optional) Warrant 6: Coordinated Signal System Degree of Platooning (Predominant direction or both directions) Warrant 7: Crash Experience A. Adequate trials of alternatives, observance and enforcement failed --and-- B. Reported crashes susceptible to correction by signal (12-month period) --and-- C. 56% Volumes for Warrants 1A, 1B, --or-- 4 are satisfied Warrant 8: Roadway Network A. Weekday Volume (Peak hour total --and-- projected warrants 1, 2, or 3) --or-- B. Weekend Volume (Five hours total) Warrant 9: Grade Crossing A. Grade Crossing within 140 ft --and-- B. Peak-Hour Vehicular Volumes Copyright © 2025 University of Florida. All Rights Reserved.HCS™Signal Warrants Version 7.9.5 Generated: 2/26/2025 10:14:50 AM