HomeMy WebLinkAboutCape Fear RaceWay TIA DRAFT_v1
1
MARCH 2, 2023
IMPACT DESIGNS, INC.
Prepared by: Nicholas Burns, PE
TRAFFIC IMPACT ANALYSIS
Cape Fear Raceway
Convenience Store
Wilmington, North Carolina
TRAFFIC IMPACT
ANALYSIS
Cape Fear Raceway Convenience Store
WILMINGTON, NORTH CAROLINA
REPORT PREPARED FOR:
Racetrac Petroleum, Inc.
200 Galleria Parkway, Suite 900
Atlanta, GA 30339
REPORT PREPARED BY
Impact Designs, Inc.
PO Box 3728
Mooresville, NC 28117
nick@impactdesignsinc.com
Cape Fear Raceway |1
Table of Contents
EXECUTIVE SUMMARY .................................................................................................................. 3
1. INTRODUCTION ......................................................................................................................... 4
1.1. Project Summary .............................................................................................................. 4
1.2. Existing Roadway Conditions .......................................................................................... 5
1.3. Driveway Location ............................................................................................................ 5
2. TRAFFIC VOLUME DEVELOPMENT..................................................................................... 9
2.1. Existing Traffic Volumes .................................................................................................. 9
2.2. Projected Traffic Volumes ............................................................................................... 9
2.3. Proposed Development Traffic Volumes ........................................................................ 9
2.4. Future Build Traffic Volumes ....................................................................................... 10
3. TRAFFIC IMPACT ANALYSIS ............................................................................................... 18
3.1. Turn Lane Analysis ........................................................................................................ 18
3.2. Intersection LOS Analysis .............................................................................................. 18
3.3. Mitigation Requirements ............................................................................................... 19
3.4. Capacity Analysis ............................................................................................................ 19
3.5. Queuing Analysis ............................................................................................................ 20
4. SUMMARY OF FINDINGS AND RECOMMENDATIONS .................................................. 21
Cape Fear Raceway |2
Tables
Table 1 – Study Area Summary .................................................................................................................... 5
Table 2 – Trip Generation ............................................................................................................................. 9
Table 3 – HCM 6th Edition LOS Criteria for Signalized & Unsignalized Intersections ............................ 18
Table 4 – Intersection Capacity Analysis Results ....................................................................................... 19
Table 6 – Queuing Analysis ........................................................................................................................ 20
Figures
Figure 1 – Project Location ........................................................................................................................... 6
Figure 2 – Conceptual Site Plan .................................................................................................................... 7
Figure 3 – Existing Lane Configuration ....................................................................................................... 8
Figure 4 – Existing (2023) Traffic Volumes ............................................................................................... 11
Figure 5 – No-Build (2024) Traffic Volumes ............................................................................................. 12
Figure 6 – Site Trip Distribution ................................................................................................................. 13
Figure 7 – Primary Trip Assignment .......................................................................................................... 14
Figure 8 – Pass-By Distribution .................................................................................................................. 15
Figure 9 – Pass-By Trip Assignment .......................................................................................................... 16
Figure 10 – Build (2024) Traffic Volumes ................................................................................................. 17
Figure 11 – Proposed Lane Configuration .................................................................................................. 22
Appendices
A) NCDOT TIA Scoping Checklist
B) Traffic Count Data
C) Turn Lane Warrant Analysis
D) Synchro Capacity Analysis Reports
E) SimTraffic Analysis Reports
Cape Fear Raceway |3
EXECUTIVE SUMMARY
A traffic impact study was conducted for the proposed Cape Fear Raceway convenience store development
in accordance NCDOT guidelines. The proposed development is located on the east side of US 421, north of
US 74, in Wilmington, North Carolina. The development is expected to consist of a 3,500 sq. ft. convenience
store with 16 vehicle fueling stations and four truck fueling stations. The project is expected to be completed
in 2024. Access to the site is to be provided via one full movement connection and one right-in/right-out
connection to US 421 and a full movement connection to N. Terminal Road.
The study was determined through coordination with NCDOT and consists of the following intersections:
US 421 and N. Terminal Road
US 421 and Access A
US 421 and Access B
N. Terminal Road and Access C
For the purpose of this analysis, the study intersections listed above were analyzed under the following
scenarios:
Existing (2023) Conditions
No-Build (2024) Conditions
Build (2024) Conditions
Traffic operations during the AM and PM peak hours were modeled for each scenario. The results of each
scenario were compared to determine impacts from background traffic growth and the proposed
development.
The capacity analysis indicates that the side street movements onto US 421 are expected to operate at LOS
F under Build conditions. Higher side street delay is not uncommon at unsignalized intersections on heavily
traveled thoroughfares, particularly during peak hours when mainline volumes are highest. The intersections
of US 421 and N. Terminal Road is not an ideal candidate for signalizations as N. Terminal Road is a dead-
end street with minimal traffic. Similarly, signalizing US 421 and Access A would not be a viable option, as
stopping US 421 solely to facilitate access to single private development would not be advisable. No
mitigation is recommended based on the capacity analysis.
The queueing analysis indicates that no movements are expected to experience queuing that exceeds the
available storage.
Recommendations:
Construct a northbound right turn lane on US 421 at Access B with 50 feet of storage and appropriate
taper.
Cape Fear Raceway |4
1. INTRODUCTION
The purpose of this report is to summarize the traffic impact analysis that was completed for the proposed
Cape Fear Raceway convenience store development in Wilmington, North Carolina. The study was
developed in accordance with NCDOT guidelines. The purpose of the study is to determine the potential
impact to the surrounding transportation system caused by the traffic generated by the development. This
report summarizes the procedures and findings of the traffic impact study.
1.1. Project Summary
The proposed development is located on east side of US 421, north of US 74, in Wilmington, North Carolina.
The development is expected to consist of a 3,500 sq. ft. convenience store with 16 vehicle fueling stations
and four truck fueling stations. The project is expected to be completed by 2024. This traffic impact study
analyzes the effects of the additional traffic associated with the proposed development during the weekday
AM (7:00 AM - 9:00 AM) and the weekday PM (4:00 PM - 6:00 PM) peak periods. The study area for the
purpose of the analysis includes:
US 421 and N. Terminal Road
US 421 and Access A
US 421 and Access B
N. Terminal Road and Access C
Refer to Figures 1 and 2 for the site location and the conceptual site plan.
For the purpose of this analysis, the study intersections listed above were analyzed under the following
scenarios:
Existing (2023) Conditions
No-Build (2024) Conditions
Build (2024) Conditions
Refer to Appendix A for a copy of the NCDOT TIA Scoping Checklist.
Cape Fear Raceway |5
1.2. Existing Roadway Conditions
The primary roadways within the study area are US 421 and N. Terminal Road. A summary of their existing
characteristics is shown in Table 1.
Table 1 – Study Area Summary
Facility Name Route # Typical Cross
Section
Posted
Speed Limit
Maintained
By AADT
US 421 5-lane undivided 55 MPH NCDOT 19,500
(2021)
N. Terminal Road SR 2133 2-lane undivided 25 MPH NCDOT No Data
Refer to Figure 3 for an illustration of the existing lane geometry and traffic control at the study intersections.
1.3. Driveway Location
Access to the site is to be provided via one full movement connection and one right-in/right-out connection
to US 421 and a full movement connection to N. Terminal Road.
RACEWAY MARKET
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KBEL
1582 - RW3.5K (EDO) Cape Fear V2.dwg0306015
1" = 30'
CONTACT RACETRAC PETROLEUM, INC. PROJECT MANAGER PRIOR TO ANY
REVISIONS TO THE PLAN SUPPLIED BY RACETRAC PETROLEUM, INC.
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Know what's below.
Call before you dig.
SITE DESIGN STANDARDS
CANOPY & BLDG SETBACK
FRONT (SOUTH)
SIDE, STREET (EAST)
SIDE, INTERIOR (WEST)
REAR (NORTH)
REQUIRED PROVIDED
50'
50'
-
-
LANDSCAPE BUFFER REQUIREMENTS
PROPERTY LINE
FRONT (SOUTH)
SIDE, STREET (EAST)
SIDE, INTERIOR (WEST)
REAR (NORTH)
-
-
-
-
(D)
(D) = SUBJECT TO DEVIATION REQUEST.
SIGN SETBACK REQUIRED PROVIDED
FRONT (SOUTH)
SIDE, STREET (WEST)
10'
-
REQUIRED PROVIDED
12.5'
-
-
-
(D)
(D)
(D)
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-(D)
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(D) = SUBJECT TO DEVIATION REQUEST.
LAND USE SUMMARY (ON SITE)
CATEGORY
6" CONCRETE
8" CONCRETE
CURB
52,797 FT2
SITE DESIGN NOTES:
MAX. SIGN DIMS. = 175 SQ. FT. @ 30 FT HEIGHT1.
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Cape Fear Raceway |9
2. TRAFFIC VOLUME DEVELOPMENT
2.1. Existing Traffic Volumes
Existing turning movement counts were conducted at the intersections during the weekday AM (7:00 AM to
9:00 AM) and weekday PM (4:00 PM to 6:00 PM) peak periods in February 2023. The existing (2023) traffic
volumes are illustrated in Figure 4. Refer to Appendix B for a copy of the raw traffic count data.
2.2. Projected Traffic Volumes
Based on coordination with NCDOT, a 2% annual growth was applied to the 2023 counts to project traffic
volumes for the future year (2024). This growth rate was applied to account for all background growth in the
area without any adjacent and/or the proposed development. Refer to Figure 5 for an illustration of the No-
Build (2024) traffic volumes.
2.3. Proposed Development Traffic Volumes
As mentioned previously, the proposed development is expected to consist of up a 3,500 sq. ft. convenience
store with 16 vehicle fueling stations and four truck fueling stations. The project is expected to be completed
by 2024. The trip generation potential for the development was estimated utilizing methodology contained
within the ITE’s Trip Generation Manual, 11th Edition. Utilizing ITE equations for ITE Code 945, traffic
volumes were generated for the weekday daily, the weekday AM peak hour, and the weekday PM peak hour.
Refer to Table 2 for a summary of the trip generation potential of the proposed development.
Table 2 – Trip Generation
ITE Land Use (Code) Density Independent
Variable
Daily
Traffic
AM Peak PM Peak
Enter Exit Enter Exit
Convenience Store/
Gas Station
(GFA 2-4k)
(ITE Code 945)
20
Vehicle
Fueling
Positions
5,302 161 160 184 184
Pass-By Trips [62% AM, 56% PM]* 100 100 103 103
TOTAL 5,302 61 60 81 81
It is estimated that the proposed development could generate a total of 5,302 trips (in and out) during a typical
24-hour weekday period with 321 new trips (161 entering and 160 exiting) generated during the AM peak
hour and 368 new trips (184 entering and 184 exiting) generated during the PM peak hour at full build-out
in 2024.
Cape Fear Raceway |10
Site traffic associated with the proposed development was distributed and assigned to the roadway network
based upon existing travel patterns and are summarized below:
50% to/from the north via US 421
50% to/from the south via US 421
Refer to Figures 6 through 9 for illustrations of the site trip distributions and assignments for the proposed
development.
2.4. Future Build Traffic Volumes
The site generated traffic volumes were added to the No-Build traffic volumes to determine the Build traffic
volumes. The Build (2024) volumes are illustrated in Figures 10.
Cape Fear Raceway |18
3. TRAFFIC IMPACT ANALYSIS
3.1. Turn Lane Analysis
A turn lane analysis was conducted for the site accesses utilizing the Build (2024). Based on build out
volumes, a northbound right turn lane is warranted on US 421 at Access B. It is recommended that a
northbound right turn lane be constructed on US 421 at Access B with 50 feet of storage and appropriate
taper. A left turn lane warrant was not performed for Access A due to the availability of the existing two-
way left turn lane on US 421. Refer to Appendix C for the turn lane warrants with volumes graphed.
3.2. Intersection LOS Analysis
Using the existing, no-build, and build traffic volumes, intersection analyses were conducted for the study
intersections under Existing (2023) conditions, No-Build (2024) conditions, and Build (2024) conditions.
This analysis was conducted using the Transportation Research Board’s Highway Capacity Manual 6th
Edition (HCM 6th Edition) methodologies of the Synchro, Version 11 software.
Intersection level of service (LOS) grades range from LOS A to LOS F, which are directly related to the level
of control delay at the intersection and characterize the operational conditions of the intersection traffic flow.
LOS A operations typically represent ideal, free-flow conditions where vehicles experience little to no delays,
and LOS F operations typically represent poor, forced-flow (bumper-to-bumper) conditions with high
vehicular delays, and are generally considered undesirable. Table 3 summarizes the HCM 6th Edition control
delay thresholds associated with each LOS grade for signalized and unsignalized intersections.
Table 3 – HCM 6th Edition LOS Criteria for Signalized & Unsignalized Intersections
Signalized Intersections Unsignalized Intersections
LOS Control Delay per Vehicle
(seconds) LOS Control Delay per
Vehicle (seconds)
A ≤ 10 A ≤ 10
B > 10 and ≤ 20 B > 10 and ≤ 15
C > 20 and ≤ 35 C > 15 and ≤ 25
D > 35 and ≤ 55 D > 25 and ≤ 35
E > 55 and ≤ 80 E > 35 and ≤ 50
F > 85 F > 50
A PHF of 0.90 was applied and a heavy vehicle percentage of 2% was utilized for the purpose of this analysis.
Cape Fear Raceway |19
3.3. Mitigation Requirements
NCDOT typically requires mitigation to be identified when developments are expected to impact the traffic
operations as described below:
Overall intersection or intersection approach delay increases by 25%.
LOS degrades by at least one level.
LOS is F.
Synchro 95th or SimTraffic maximum queue results are greater than the existing turn lane storage
length.
3.4. Capacity Analysis
The results of the capacity analysis for the unsignalized study intersections under existing traffic control are
summarized below in Table 4. Refer to Appendix D for the detailed capacity analysis reports.
Table 4 – Intersection Capacity Analysis Results
Intersection Approach
LOS (Delay in seconds per vehicle)
Existing (2023)
Conditions
No-Build (2024)
Conditions
Build (2024)
Conditions
AM PM AM PM AM PM
US 421 and N.
Terminal Road
WB D (25.1) D (29.1) D (26.0) D (30.3) F (52.7) F (71.3)
NB - - - - - -
SB A (9.3) B (10.9) A (9.4) B (11.0) A (9.5) B (11.2)
US 421 and
Access A
WB
Analyzed under Build conditions ONLY
F (59.1) F (144.3)
NB - -
SB A (9.7) B (11.8)
US 421 and
Access B
WB
Analyzed under Build conditions ONLY
B (11.5) B (13.9)
NB - -
SB - -
N. Terminal Road
and Access C
EB
Analyzed under Build conditions ONLY
A (7.2) A (7.2)
WB - -
SB A (8.5) A (8.5)
The capacity analysis indicates that the side street movements onto US 421 are expected to operate at LOS
F under Build conditions. Higher side street delay is not uncommon at unsignalized intersections on heavily
traveled thoroughfares, particularly during peak hours when mainline volumes are highest. The intersections
of US 421 and N. Terminal Road is not an ideal candidate for signalizations as N. Terminal Road is a dead-
end street with minimal traffic. Similarly, signalizing US 421 and Access A would not be a viable option, as
stopping US 421 solely to facilitate access to single private development would not be advisable. No
mitigation is recommended based on the capacity analysis.
Cape Fear Raceway |20
3.5. Queuing Analysis
A queuing analysis was also completed for all No-Build and Build Improved traffic. Reported in Table 6 is
the maximum value between the Synchro 95th percentile queue and the SimTraffic maximum queue for each
turn lane at study intersections. Refer to Appendix D for detailed Synchro capacity analysis reports and
Appendix E for detailed SimTraffic reports.
Table 5 – Queuing Analysis
Intersections Lane
Group
No-Build
Storage
(feet)
Max Queue (feet)
AM Peak Hour PM Peak Hour
No-Build Build No-Build Build
US 421 & N. Terminal Road WB-LTR Full 37 79 33 87
SB-L 125 17 25 20 25
US 421 & Access A WB-LTR Full 0 194 0 174
SBL TWLTL 0 46 0 64
US 421 & Access B WBLTR Full 0 50 0 55
N. Terminal Road & Access C SB-LR Full 0 50 0 78
The queueing analysis indicates that no movements are expected to experience queuing that exceeds the
available storage.
Cape Fear Raceway |21
4. SUMMARY OF FINDINGS AND RECOMMENDATIONS
A traffic impact study was conducted for the proposed Cape Fear Raceway convenience store development
in accordance NCDOT guidelines. The proposed development is located on the east side of US 421, north of
US 74, in Wilmington, North Carolina. The development is expected to consist of a 3,500 sq. ft. convenience
store with 16 vehicle fueling stations and four truck fueling stations. The project is expected to be completed
in 2024. Access to the site is to be provided via one full movement connection and one right-in/right-out
connection to US 421 and a full movement connection to N. Terminal Road.
The study was determined through coordination with NCDOT and consists of the following intersections:
US 421 and N. Terminal Road
US 421 and Access A
US 421 and Access B
N. Terminal Road and Access C
For the purpose of this analysis, the study intersections listed above were analyzed under the following
scenarios:
Existing (2023) Conditions
No-Build (2024) Conditions
Build (2024) Conditions
Traffic operations during the AM and PM peak hours were modeled for each scenario. The results of each
scenario were compared to determine impacts from background traffic growth and the proposed
development.
The capacity analysis indicates that the side street movements onto US 421 are expected to operate at LOS
F under Build conditions. Higher side street delay is not uncommon at unsignalized intersections on heavily
traveled thoroughfares, particularly during peak hours when mainline volumes are highest. The intersections
of US 421 and N. Terminal Road is not an ideal candidate for signalizations as N. Terminal Road is a dead-
end street with minimal traffic. Similarly, signalizing US 421 and Access A would not be a viable option, as
stopping US 421 solely to facilitate access to single private development would not be advisable. No
mitigation is recommended based on the capacity analysis.
The queueing analysis indicates that no movements are expected to experience queuing that exceeds the
available storage.
Recommendations:
Construct a northbound right turn lane on US 421 at Access B with 50 feet of storage and appropriate
taper.