TIA - 6800 Carolina Beach Road 3-1-236800 Carolina Beach Road Development
Traffic Impact Analysis
Wilmington, North Carolina
TRAFFIC IMPACT
ANALYSIS
FOR
6800 Carolina Beach Road
Development
LOCATED
IN
WILMINGTON, NC
Prepared For:
Tanner Postal Commercial Real Estate, LLC
Prepared By:
Infrastructure Consulting Services, Inc.
dba
Ramey Kemp Associates
5808 Faringdon Place
Raleigh, NC 27609
License #F-1489
March 2023
RKA Project No. 22538 Prepared By: AMI
Reviewed By: CTS
PR OFESS
IO
N
A
L
E
NG INEER
N ORTHCARO
LINA
SEAL
047945
HTIMS .T
ESA
HC
TRAFFIC IMPACT ANALYSIS
6800 CAROLINA BEACH ROAD DEVELOPMENT
WILMINGTON, NORTH CAROLINA
EXECUTIVE SUMMARY
1. Development Overview
A Traffic Impact Analysis (TIA) was conducted for the proposed mixed-use development to be
located at 6800 Carolina Beach Road in Wilmington, North Carolina. The proposed development,
anticipated to be completed in 2024, is assumed to consist of a convenience store with 16 fueling
positions and 128 multifamily units. Site access is proposed via one full movement driveway
along Carolina Beach Road which will create a fourth leg with the Carolina Beach Road/Myrtle
Grove Road intersection, and one right-in/right-out driveway along Carolina Beach Road, south
of Myrtle Grove Road.
The study analyzes traffic conditions during the weekday AM and PM peak hours for the
following scenarios:
• 2022 Existing Traffic Conditions
• 2024 No-Build Traffic Conditions
• 2024 Build Traffic Conditions
2. Existing Traffic Conditions
The study area for the TIA was determined through coordination with the WMPO and consists of
the following existing intersections:
• US 421 (Carolina Beach Road) and SR 1492 (Myrtle Grove Road)
• US 421 (Carolina Beach Road) and Southern Charm Drive/Hill Valley Walk
• US 421 (Carolina Beach Road) and Median Crossover (north of SR 1492)
Existing peak hour traffic volumes were determined based on traffic counts conducted at the
study intersection listed above, November of 2022 during a typical weekday AM (7:00 AM – 9:00
AM) and PM (4:00 PM – 6:00 PM) peak periods while schools were in session.
6800 Carolina Beach Road Development | E-2
3. Site Trip Generation
Average weekday daily, AM peak hour, and PM peak hour trips for the proposed development
were estimated using methodology contained within the ITE Trip Generation Manual, 11th
Edition. Table E-1 provides a summary of the trip generation potential for the site.
Table E-1: Site Trip Generation
Land Use
(ITE Code) Intensity
Daily
Traffic
(vpd)
Weekday
AM Peak
Hour Trips
(vph)
Weekday
PM Peak
Hour Trips
(vph)
Enter Exit Enter Exit
Multifamily Low-Rise
(220) 128 units 896 15 48 48 28
Convenience Store with Gas Station (6 KSF)
(945)
16 fueling
positions 5,532 253 253 215 215
Total Trips 6,428 268 301 263 243
Pass-By Trips (limited to 10% of the adjacent street traffic volumes) -119 -119 -129 -129
Total Primary Trips 149 182 134 114
4. Future Traffic Conditions
Through coordination with the WMPO, it was determined that an annual growth rate of 1.5%
would be used to generate 2024 projected weekday AM and PM peak hour traffic volumes. Based
on coordination with WMPO, it was determined there were no adjacent developments or future
roadway improvements to consider with this study.
5. Capacity Analysis Summary
The analysis considered weekday AM and PM peak hour traffic for 2022 existing, 2024 no-build,
and 2024 build conditions. Refer to Section 7 of the TIA for the capacity analysis summary
performed at each study intersection.
6. Recommendations
Based on the findings of this study, specific geometric and traffic control improvements have
been identified at study intersections. The improvements are summarized below and are
illustrated in Figure E-1.
6800 Carolina Beach Road Development | E-3
Recommended Improvements by Developer
US 421(Carolina Beach Road) and SR 1492 (Myrtle Grove Road)/Site Access A
• Construct the Site Access A with two egress lanes (one left-turn lane and one
shared through-right) and one ingress lane.
• Restripe the westbound approach of Myrtle Grove Road to allow for a shared
left/through lane.
• Construct an exclusive southbound right-turn lane with at least 100 feet of storage
and appropriate taper.
• Modify signal and timings as needed.
US 421 (Carolina Beach Road) and Site Access B
• Construct Site Access B with one egress and one ingress lane restricted to allow
right-in/right-out movements only.
• Construct an exclusive southbound right-turn lane that maximizes storage length
between Site Access B and the signalized intersection of US 421/Myrtle Grove
Road.
6800 Carolina Beach Road
Development
Wilmington, NC Scale: Not to Scale
SITE
Access
A
N
Access
B
N
Median
Crossover
Myrtle Grove
Road
421
Hill Valley
Walk
Southern Charm
Drive
Improvement by Developer
Figure E-1
Recommended Lane
Configurations
LEGEND
Signalized Intersection
Unsignalized Intersection
Existing Lane
X'Storage (In Feet)
Left-Over Intersection
Channelized
Ch
a
n
n
e
l
i
z
e
d
1
5
0
'
12
5
'
15
0
'
55
0
'
22
5
'
57
5
'
57
5
'
57
5
'
350'10
0
'
Fu
l
l
6800 Carolina Beach Road Development | i
TABLE OF CONTENTS
1. INTRODUCTION ................................................................................ 1
1.1.Site Location and Study Area ................................................................. 1
1.2.Proposed Land Use and Site Access ........................................................ 2
1.3.Adjacent Land Uses ............................................................................. 2
1.4.Existing Roadways ............................................................................... 2
2. 2022 EXISTING PEAK HOUR CONDITIONS ......................................... 6
2.1.2022 Existing Peak Hour Traffic Volumes ................................................. 6
2.2.Analysis of 2022 Existing Peak Hour Traffic Conditions ............................... 6
3. 2024 NO-BUILD PEAK HOUR CONDITIONS ........................................ 8
3.1.Ambient Traffic Growth ......................................................................... 8
3.2.Adjacent Development Traffic ................................................................ 8
3.3.Future Roadway Improvements ............................................................. 8
3.4.2024 No-Build Peak Hour Traffic Volumes ................................................ 8
3.5.Analysis of 2024 No-Build Peak Hour Traffic Conditions .............................. 8
4. SITE TRIP GENERATION AND DISTRIBUTION .................................. 10
4.1.Trip Generation .................................................................................. 10
4.2.Site Trip Distribution and Assignment .................................................... 11
5. 2024 BUILD TRAFFIC CONDITIONS ................................................. 19
5.1.2024 Build Peak Hour Traffic Volumes .................................................... 19
5.2.Analysis of 2024 Build Peak Hour Traffic Conditions .................................. 19
6. TRAFFIC ANALYSIS PROCEDURE ..................................................... 21
6.1.Adjustments to Analysis Guidelines ....................................................... 21
7. CAPACITY ANALYSIS ...................................................................... 22
7.1.US 421 (Carolina Beach Road) SR 1492 (Myrtle Grove Road) ..................... 22
7.2.US 421 (Carolina Beach Road) and Median Crossover ............................... 24
7.3.US 421 (Carolina Beach Road) and Southern Charm Drive/Hill Valley
Walk ............................................................................................. 25
7.4.US 421 (Carolina Beach Road) and Site Access B ..................................... 27
8. CONCLUSIONS ................................................................................ 28
9. RECOMMENDATIONS ...................................................................... 29
6800 Carolina Beach Road Development | ii
LIST OF FIGURES
Figure 1 – Site Location Map ....................................................................... 3
Figure 2 – Preliminary Site Plan ................................................................... 4
Figure 3 – Existing Lane Configurations ........................................................ 5
Figure 4 – 2022 Existing Peak Hour Traffic .................................................... 7
Figure 5 – 2024 No-Build Peak Hour Traffic ................................................... 9
Figure 6 – Residential Site Trip Distribution ................................................. 12
Figure 7 – Commercial Primary Site Trip Distribution .................................... 13
Figure 8 – Residential Site Trip Assignment ................................................. 14
Figure 9 – Commercial Primary Site Trip Assignment .................................... 15
Figure 10 – Commercial Pass-By Site Trip Distribution .................................. 16
Figure 11 – Commercial Pass-by Site Trip Assignment .................................. 17
Figure 12 – Total Site Trip Assignment ....................................................... 18
Figure 13 – 2024 Build Peak Hour Traffic .................................................... 20
Figure 14 – Recommended Lane Configurations ........................................... 30
LIST OF TABLES
Table 1: Existing Roadway Inventory ........................................................... 2
Table 2: Trip Generation Summary ............................................................. 10
Table 3: Highway Capacity Manual – Levels-of-Service and Delay .................... 21
Table 4: Analysis Summary of US 421 (Carolina Beach Road) SR 1492 (Myrtle Grove
Road) ............................................................................................ 22
Table 5: Analysis Summary of US 421 (Carolina Beach Road) and Median Crossover
.................................................................................................... 24
Table 6: Analysis Summary of US 421 (Carolina Beach Road and Southern Charm
Drive/Hill Valley Walk ...................................................................... 25
Table 7: Analysis Summary of US 421 (Carolina Beach Road) and Site Access B 27
6800 Carolina Beach Road Development | iii
TECHNICAL APPENDIX
Appendix A: Scoping Documentation
Appendix B: Traffic Counts
Appendix C: Signal Plans
Appendix D: Capacity Calculations – US 421 (Carolina Beach Road) and SR
1492 (Myrtle Grove Road)
Appendix E: Capacity Calculations – US 421 (Carolina Beach Road) and Median
Crossover
Appendix F: Capacity Calculations – US 421 (Carolina Beach Road) and
Southern Charm Drive/Hill Valley Walk
Appendix G: Capacity Calculations – US 421 (Carolina Beach Road) and Site
Access B
Appendix H: SimTraffic Queuing Reports
TRAFFIC IMPACT ANALYSIS
6800 CAROLINA BEACH ROAD DEVELOPMENT
WILMINGTON, NORTH CAROLINA
1. INTRODUCTION
The contents of this report present the findings of the Traffic Impact Analysis (TIA) conducted
for the proposed mixed-use development to be located at 6800 Carolina Beach Road in
Wilmington, North Carolina. The purpose of this study is to determine the potential impacts
to the surrounding transportation system created by traffic generated by the proposed
development, as well as recommend improvements to mitigate the impacts.
The proposed development, anticipated to be completed in 2024, is assumed to consist of a
convenience store with 16 fueling positions and 128 multifamily units.
The study analyzes traffic conditions during the weekday AM and PM peak hours for the
following scenarios:
• 2022 Existing Traffic Conditions
• 2024 No-Build Traffic Conditions
• 2024 Build Traffic Conditions
1.1. Site Location and Study Area
The development is proposed to be located at 6800 Carolina Beach Road in Wilmington, North
Carolina. Refer to Figure 1 for the site location map.
The study area for the TIA was determined through coordination with the Wilmington Urban
Area Metropolitan Planning Organization and consists of the following existing intersections:
• US 421 (Carolina Beach Road) and SR 1492 (Myrtle Grove Road)
• US 421 (Carolina Beach Road) and Southern Charm Drive/Hill Valley Walk
• US 421 (Carolina Beach Road) and Median Crossover (north of SR 1492)
Refer to Appendix A for the approved scoping documentation.
6800 Carolina Beach Road Development | 2
1.2. Proposed Land Use and Site Access
The site is expected to be located at 6800 Carolina Beach Road. The proposed development,
anticipated to be completed in 2024, is assumed to consist of a convenience store with 16
fueling positions and 128 multifamily units.
Site access is proposed via one full movement driveway along Carolina Beach Road which
will create a fourth leg with the Carolina Beach Road/Myrtle Grove Road intersection, and
one right-in/right-out driveway along Carolina Beach Road, south of Myrtle Grove Road.
Refer to Figure 2 for a copy of the preliminary site plan.
1.3. Adjacent Land Uses
The proposed development is located in an area consisting primarily of residential
development and some commercial development.
1.4. Existing Roadways
Existing lane configurations (number of traffic lanes on each intersection approach), storage
capacities, and other intersection and roadway information within the study area are shown
in Figure 3. Table 1 provides a summary of this information, as well.
Table 1: Existing Roadway Inventory
Road Name Route
Number
Typical
Cross
Section
Speed Limit 2021 AADT
(vpd)
Carolina Beach Road US 421 4-lane divided 55 mph 36,000
Myrtle Grove Road SR 1492 2-lane
undivided 45 mph 6,000
Southern Charm
Drive/Hill Valley Walk N/A 2-lane
undivided Not Posted 360*
*ADT based on the traffic counts from 2022 and assuming the weekday PM peak hour volume is 10%
of the average daily traffic.
6800 Carolina Beach Road
Development
Wilmington, NC Scale: Not to Scale
N
LEGEND
Study Intersection
Proposed Site Access
Study Area
Site Location Map
Myrtle Grove Road
Figure 1
421
PROPOSED
SITE
UP
UPUP
UP
B1
XX12
A3-21
B1
XX18
A3-21
A3
XX16
A3-13
A3
XX14
A3-13
B2
XX11
A3-22
B2
XX17
A3-22 A1
XX15
A3-11
A1
XX13
A3-11
UP
UP
U
P
UP
B1
XX
1
2
A3
-
2
1
B1
XX
1
8
A3
-
2
1
A3
XX
1
6
A3
-
1
3
A3
XX
1
4
A3
-
1
3
B2
XX
1
1
A3
-
2
2
B2
XX
1
7
A3
-
2
2
A1
XX
1
5
A3
-
1
1
A1
XX
1
3
A3
-
1
1
UP
UP UP
UP
B1
XX12
A3-21
B1
XX18
A3-21
A3
XX16
A3-13
A3
XX14
A3-13
B2
XX11
A3-22
B2
XX17
A3-22A1
XX15
A3-11
A1XX13
A3-11
UP
UP
UP
UP
B
1
XX
1
2
A3
-
2
1
B1
XX
1
8
A3
-
2
1
A3
XX
1
6
A3
-
1
3
A3
XX
1
4
A3
-
1
3
B2
XX
1
1
A3
-
2
2
B2
XX
1
7
A3
-
2
2
A
1
XX
1
5
A3
-
1
1
A
1
XX
1
3
A3
-
1
1
UP
UP
UP
UP
B1
XX12
A3-21
B1
XX18
A3-21
A3
XX16
A3-13
A3
XX14
A3-13
B2
XX11
A3-22
B2
XX17
A3-22A1
XX15
A3-11
A1
XX13
A3-11
U
P
U
P
U
P
U
P
B
1
X
X
1
2
A
3
-
2
1
B
1
X
X
1
8
A
3
-
2
1
A
3
X
X
1
6
A
3
-
1
3
A
3
X
X
1
4
A
3
-
1
3
B
2
X
X
1
1
A
3
-
2
2
B
2
X
X
1
7
A
3
-
2
2
A
1
X
X
1
5
A
3
-
1
1
A
1
X
X
1
3
A
3
-
1
1
BUILDING A
AREA:
6,049 SF ±
BUILDING B
AREA:
10,550 SF
BUILDING C
AREA:
10,550 SF
BUILDING D
AREA:
10,550 SF
BUILDING F
AREA:
10,550 SF
BUILDING E
AREA:
10,550 SF
BUILDING G
AREA:
10,550 SF
MYR
T
L
E
G
R
O
V
E
R
D
C
A
R
O
L
I
N
A
B
E
A
C
H
R
D
MULTIFAMILY
AMENITY AREA
0.71 AC ±
SCM POND
0.50 AC ±
25.0' SIDE SETBACK
25.0' SIDE SETBACK
25.0' FRONT SETBACK
30.0' REAR SETBACK
30.0' SIDE SETBACK
30.0' SIDE SETBACK
30.0' SIDE SETBACK
35.0' FRONT SETBACK
18.0'
TYP.
22.0'
TYP.
18.0'
TYP.
2
2
.
0
'
30
.
0
'
10.0'
20
.
0
'
20
.
0
'
5.0'
MIN.
5.0'
MIN.
5.0'
MIN.
SITE DATA TABLE
11.04 ACRESTOTAL SITE AREA
DEVELOPMENT DATA:
TAX PARCEL IDS
ZONING DATA:
R-15EXISTING ZONING DISTRICT:
15 UNITS/ACREMAXIMUM DENSITY
128 (MULTIFAMILY)MAXIMUM # PROPOSED UNITS
45'MAXIMUM BUILDING HEIGHT
PROPOSED USE:COMMERCIAL
MULTIFAMILY
PROPOSED MULTIFAMILY SITE DATA:
PROPOSED COMMERCIAL SITE DATA:
188 SPACESPROPOSED PARKING
25'MAXIMUM BUILDING HEIGHT
50 SPACESPROPOSED PARKING
9.16 ACRESAREA
1.87 ACRESAREA
UNSHADED ZONE XFEMA FLOOD ZONE CLASSIFICATION
SITE LEGEND
PROPOSED PROPERTY BOUNDARY LINE
6' TALL WOODEN FENCE
26'MAXIMUM FUEL CANOPY HEIGHT
EXISTING VEGETATION - REFER TO SURVEY FOR TREE INFO
R08200-001-015-000, R08200-001-016-000,
R08200-001-021-000, R08200-001-023-000,
R08200-001-024-000, R08200-001-025-000,
R08200-001-026-000
SITE NOTES
THE FOLLOWING ARE CONCEPT APPROXIMATIONS AND
MAY ADJUST THROUGH SITE DESIGN:
-BUILDING AREAS
-BUILDING CONFIGUATION/LAYOUT
-PROPOSED PARKING SPACES PROVIDED
-PARKIND AND DRIVE AISLE CONFIGURATION
-STORMWATER DETENTION POND SIZE AND
LOCATION
-SIDEWALK CONFIGURATION/LAYOUT
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
NC LICENSE #F-0102
200 SOUTH TRYON STREET, SUITE 200
CHARLOTTE, NORTH CAROLINA 28202
PHONE 704-333-5131
C 2023REZONING SITE CONCEPT
SHEET 1 of 1
THIS PLAN IS CONCEPTUAL IN NATURE AND HAS BEEN PRODUCED WITHOUT THE BENEFIT OF A SURVEY, CODE RESEARCH, OR CONTACT WITH THE CITY, COUNTY, ETC.
01/18/2023
NORTH
6800 Carolina Beach Road
Development
Wilmington, NC Scale: Not to Scale
N
Median
Crossover
Myrtle Grove
Road
421
Hill Valley
Walk
Southern Charm
Drive
LEGEND
Signalized Intersection
Unsignalized Intersection
Existing Lane
X'Storage (In Feet)
SPEED
LIMITXX Posted Speed Limit
SPEED
LIMIT 45
2022 Existing
Lane Configurations
Figure 3
Left-Over Intersection
Channelized
Ch
a
n
n
e
l
i
z
e
d
1
5
0
'
12
5
'
15
0
'
SPEED
LIMIT 55
55
0
'
22
5
'
57
5
'
57
5
'
57
5
'
350'
6800 Carolina Beach Road Development | 6
2. 2022 EXISTING PEAK HOUR CONDITIONS
2.1. 2022 Existing Peak Hour Traffic Volumes
Existing peak hour traffic volumes were determined based on traffic counts conducted at the
study intersections listed below, in November of 2022 during a typical weekday AM (7:00 AM
– 9:00 AM) and PM (4:00 PM – 6:00 PM) peak periods while schools were in session:
• US 421 (Carolina Beach Road) and SR 1492 (Myrtle Grove Road)
• US 421 (Carolina Beach Road) and Southern Charm Drive/Hill Valley Walk
• US 421 (Carolina Beach Road) and Median Crossover (north of SR 1492)
Refer to Figure 4 for 2022 existing weekday AM and PM peak hour traffic volumes. A copy
of the count data is located in Appendix B of this report.
2.2. Analysis of 2022 Existing Peak Hour Traffic Conditions
The 2022 existing weekday AM and PM peak hour traffic volumes were analyzed to
determine the current levels of service at the study intersections under existing roadway
conditions. Signal information was obtained from NCDOT and is included in Appendix C.
The results of the analysis are presented in Section 7 of this report.
6800 Carolina Beach Road
Development
Wilmington, NC Scale: Not to Scale
N
Median
Crossover
Myrtle Grove
Road
421
Hill Valley
Walk
Southern Charm
Drive
2022 Existing
Peak Hour Traffic
Figure 4
Left-Over Intersection
Signalized Intersection
Unsignalized Intersection
Weekday AM / PM Peak Hour
TrafficX / Y
LEGEND
Note: Based on NCDOT Congestion
Management guidelines, a volume of 4
vehicles per hour (vph) was analyzed for
any movement with less than 4 vph.
421
78
0
/
1
1
0
5
70
/
7
6
28
/
2
8
7/
2
4
92
2
/
1
2
5
2
2/
5
29
/
3
3
1/
1
3
0/
8
12
3
9
/
1
1
1
8
0/
0
87
8
/
1
1
9
0
11
7
/
7
2
10
/
1
0
12
3
6
/
1
0
2
5
90/52
144/196
5/
1
11
4
0
/
9
6
4
14
3
/
1
8
5
4/5
2/4
6800 Carolina Beach Road Development | 8
3. 2024 NO-BUILD PEAK HOUR CONDITIONS
In order to account for growth of traffic and subsequent traffic conditions at a future year, no-
build traffic projections are needed. No-build traffic is the component of traffic due to the
growth of the community and surrounding area that is anticipated to occur regardless of
whether or not the proposed development is constructed. No-build traffic is comprised of
existing traffic growth within the study area and additional traffic created as a result of
adjacent approved developments.
3.1. Ambient Traffic Growth
Through coordination with the WMPO, it was determined that an annual growth rate of 1.5%
would be used to generate 2024 projected weekday AM and PM peak hour traffic volumes.
3.2. Adjacent Development Traffic
Based on coordination with WMPO, it was determined there were no adjacent developments
to consider with this study.
3.3. Future Roadway Improvements
Based on coordination with the WMPO, it was determined there were no future roadway
improvements to consider with this study.
3.4. 2024 No -Build Peak Hour Traffic Volumes
The 2024 no-build traffic volumes were determined by projecting the 2022 existing peak hour
traffic to the year 2024. Refer to Figure 5 for an illustration of the 2024 no-build peak hour
traffic volumes at the study intersections.
3.5. Analysis of 2024 No-Build Peak Hour Traffic Conditions
The 2024 no-build AM and PM peak hour traffic volumes at the study intersections were
analyzed with existing geometric roadway conditions and traffic control. The analysis results
are presented in Section 7 of this report.
6800 Carolina Beach Road
Development
Wilmington, NC Scale: Not to Scale
N
Median
Crossover
Myrtle Grove
Road
421
Hill Valley
Walk
Southern Charm
Drive
2024 No-Build
Peak Hour Traffic
Figure 5
Left-Over Intersection
Signalized Intersection
Unsignalized Intersection
Weekday AM / PM Peak Hour
TrafficX / Y
LEGEND
Note: Based on NCDOT Congestion
Management guidelines, a volume of 4
vehicles per hour (vph) was analyzed for
any movement with less than 4 vph.
421
80
4
/
1
1
3
8
72
/
7
8
29
/
2
9
7/
2
5
95
0
/
1
2
9
0
2/
5
30
/
3
4
1/
1
3
0/
8
12
7
6
/
1
1
5
2
0/
0
90
5
/
1
2
2
6
12
1
/
7
4
10
/
1
0
12
7
3
/
1
0
5
6
93/54
148/202
5/
1
11
7
4
/
9
9
3
14
7
/
1
9
1
4/5
2/4
6800 Carolina Beach Road Development | 10
4. SITE TRIP GENERATION AND DISTRIBUTION
4.1. Trip Generation
Average weekday daily, AM peak hour, and PM peak hour trips for the proposed
development were estimated using methodology contained within the ITE Trip Generation
Manual, 11th Edition. Table 2 provides a summary of the trip generation potential for the site.
Table 2: Trip Generation Summary
Land Use
(ITE Code) Intensity
Daily
Traffic
(vpd)
Weekday
AM Peak
Hour Trips
(vph)
Weekday
PM Peak
Hour Trips
(vph)
Enter Exit Enter Exit
Multifamily Low-Rise
(220) 128 units 896 15 48 48 28
Convenience Store with Gas Station (6 KSF)
(945)
16 fueling
positions 5,532 253 253 215 215
Total Trips 6,428 268 301 263 243
Pass-By Trips (limited to 10% of the adjacent street traffic volumes) -119 -119 -129 -129
Total Primary Trips 149 182 134 114
It is estimated that the proposed development will generate approximately 6,428 total site
trips on the roadway network during a typical 24-hour weekday period. Of the daily traffic
volume, it is anticipated that 569 trips (268 entering and 301 exiting) will occur during the
weekday AM peak hour and 506 trips (263 entering and 243 exiting) will occur during the
weekday PM peak hour.
Pass-by trips were also taken into consideration in this study. Pass -by trips are made by the
traffic already using the adjacent roadway, entering the site (commercial uses only) as an
intermediate stop on their way to another destination. Pass-by trips are expected to account
for approximately 238 trips (119 entering and 119 exiting) during the weekday AM peak hour
and approximately 258 trips (129 entering and 129 exiting) during the weekday PM peak
hour. It should be noted that the pass-by trips were balanced, as it is likely that these trips
would enter and exit in the same hour.
6800 Carolina Beach Road Development | 11
The total primary site trips are the calculated site trips after the reduction for pass-by trips.
Primary (new) site trips are expected to account for approximately 331 trips (149 entering and
182 exiting) during the weekday AM peak hour and 248 trips (134 entering and 114 exiting)
during the weekday PM peak hour.
4.2. Site Trip Distribution and Assignment
Trip distribution percentages used in assigning site traffic for this development were
estimated based on a combination of existing traffic patterns, population centers adjacent to
the study area, and engineering judgment.
It is estimated that the residential and commercial (primary) site trips will be regionally
distributed as follows:
• 60% to/from the north via US 421 (Carolina Beach Road)
• 30% to/from the south via US 421 (Carolina Beach Road)
• 10% to/from the east via SR 1492 (Myrtle Grove Road)
The residential site trip distribution is shown in Figure 6 and the commercial (primary) site
trip distribution is shown in Figure 7 Refer to Figure 8 for the residential site trip assignment
and Figure 9 for the commercial (primary) site trip assignment.
The pass-by site trips were distributed based on existing traffic patterns with consideration
given to the proposed driveway access and site layout. Refer to Figure 10 for the pass-by site
trip distribution. Pass-by site trips are shown in Figure 11.
The total site trips were determined by adding the primary site trips and the pass-by site trips.
Refer to Figure 12 for the total peak hour site trips at the study intersections.
6800 Carolina Beach Road
Development
Wilmington, NC Scale: Not to Scale
SITE
Access
A
N
Access
B
N
Median
Crossover
Myrtle Grove
Road
421
Hill Valley
Walk
Southern Charm
Drive
10%
60%
60
%
(60%)
(10%)
(25%)30
%
Residential Site
Trip Distribution
Figure 6
30%
(3
0
%
)
30
%
60
%
(6
0
%
)
(2
5
%
)
(5%)
30
%
10%
XX%
Entering Trip Distribution
Exiting Trip Distribution
Regional Trip Distribution
Signalized Intersection
Unsignalized Intersection
Right-In/Right-Out Intersection
X%
(Y%)
LEGEND
Left-Over Intersection
6800 Carolina Beach Road
Development
Wilmington, NC Scale: Not to Scale
SITE
Access
A
N
Access
B
N
Median
Crossover
Myrtle Grove
Road
421
Hill Valley
Walk
Southern Charm
Drive
10%
60%
20
%
40
%
(60%)
(10%)
30
%
Commercial Primary
Site Trip Distribution
Figure 7
30%
(3
0
%
)
30
%
60
%
(6
0
%
)
40
%
(30%)
30
%
10%
XX%
Entering Trip Distribution
Exiting Trip Distribution
Regional Trip Distribution
Signalized Intersection
Unsignalized Intersection
Right-In/Right-Out Intersection
X%
(Y%)
LEGEND
Left-Over Intersection
6800 Carolina Beach Road
Development
Wilmington, NC Scale: Not to Scale
SITE
Access
A
N
Access
B
N
Median
Crossover
Myrtle Grove
Road
421
Hill Valley
Walk
Southern Charm
Drive
Residential Site Trip
Assignment
Figure 8
Signalized Intersection
Unsignalized Intersection
Weekday AM / PM Peak Hour
Site TripsX / Y
LEGEND
Right-In/Right-Out Intersection
Left-Over Intersection
9/
2
9
29/17
5/3
12/7 5/
1
4
5/
1
4
14
/
8
9/
2
9
29
/
1
7
12
/
7
2/1
5/
1
4
1/5
6800 Carolina Beach Road
Development
Wilmington, NC Scale: Not to Scale
SITE
Access
A
N
Access
B
N
Median
Crossover
Myrtle Grove
Road
421
Hill Valley
Walk
Southern Charm
Drive
Commercial Primary
Site Trip Assignment
Figure 9
Signalized Intersection
Unsignalized Intersection
Weekday AM / PM Peak Hour
Site TripsX / Y
LEGEND
Right-In/Right-Out Intersection
Left-Over Intersection
27
/
1
7
54
/
3
4
81/51
13/9
40
/
2
6
40
/
2
6
40
/
2
6
81
/
5
1
81
/
5
1
54
/
3
4
40/26
40
/
2
6
13/9
6800 Carolina Beach Road
Development
Wilmington, NC Scale: Not to Scale
SITE
Access
A
N
Access
B
N
Median
Crossover
Myrtle Grove
Road
421
Hill Valley
Walk
Southern Charm
Drive
Pass-By Site
Trip Distribution
Figure 10
Signalized Intersection
Unsignalized Intersection
Weekday AM / PM Pass-By
Trip Distribution
X% / Y%
Right-In/Right-Out
Intersection
LEGEND
Left-Over Intersection
5%
/
5
%
-5
%
/
-
5
%
30%/30%
10%/10%
35
%
/
3
5
%
-
3
0
%
/
-
3
0
%
-5
%
/
-
5
%
60
%
/
6
0
%
-6
0
%
/
-
6
0
%
60%/60%
6800 Carolina Beach Road
Development
Wilmington, NC Scale: Not to Scale
SITE
Access
A
N
Access
B
N
Median
Crossover
Myrtle Grove
Road
421
Hill Valley
Walk
Southern Charm
Drive
Figure 11
Pass-By Site
Trip Assignment
Signalized Intersection
Unsignalized Intersection
Weekday AM / PM Peak Hour
Site TripsX / Y
LEGEND
Right-In/Right-Out Intersection
Left-Over Intersection
6/
7
-6
/
-
7
36/39
12/13
42
/
4
5
-
3
6
/
-
3
9
-6
/
-
6
71
/
7
7
-7
1
/
-
7
7
71/77
6800 Carolina Beach Road
Development
Wilmington, NC Scale: Not to Scale
SITE
Access
A
N
Access
B
N
Median
Crossover
Myrtle Grove
Road
421
Hill Valley
Walk
Southern Charm
Drive
Total Site Trip
Assignment
Figure 12
Signalized Intersection
Unsignalized Intersection
Weekday AM / PM Peak Hour
Site TripsX / Y
LEGEND
Right-In/Right-Out Intersection
Left-Over Intersection
42
/
5
3
54
/
3
4
-6
/
-
7
146/107
30/25
12/7
87
/
8
5
-3
6
/
-
3
9
-6
/
-
6
45
/
4
0
54
/
3
4
90
/
8
0
11
0
/
6
8
12
5
/
1
1
1
-5
9
/
-
7
0
113/104
45
/
4
0
14/14
6800 Carolina Beach Road Development | 19
5. 2024 BUILD TRAFFIC CONDITIONS
5.1. 2024 Build Peak Hour Traffic Volumes
To estimate traffic conditions with the site fully built-out, the total site trips were added to the
2024 no-build traffic volumes to determine the 2024 build traffic volumes. Refer to Figure 13
for an illustration of the 2024 build peak hour traffic volumes with the proposed site fully
developed.
5.2. Analysis of 2024 Build Peak Hour Traffic Conditions
Study intersections were analyzed with the 2024 build traffic volumes using the same
methodology previously discussed for existing and no-build traffic conditions. The results of
the capacity analysis for each intersection are presented in Section 7 of this report.
6800 Carolina Beach Road
Development
Wilmington, NC Scale: Not to Scale
SITE
Access
A
N
Access
B
N
Median
Crossover
Myrtle Grove
Road
421
Hill Valley
Walk
Southern Charm
Drive
Figure 13
2024 Build
Peak Hour Traffic
12
5
/
1
1
1
89
8
/
1
2
7
1
113/104
13
7
1
/
1
2
2
5
Left-Over Intersection
Signalized Intersection
Unsignalized Intersection
Weekday AM / PM Peak Hour
TrafficX / Y
LEGEND
Note: Based on NCDOT Congestion
Management guidelines, a volume of 4
vehicles per hour (vph) was analyzed for
any movement with less than 4 vph.
7/
2
5
10
0
4
/
1
3
2
4
2/
5
30
/
3
4
1/
1
3
0/
8
13
2
1
/
1
1
9
2
0/
0
99
5
/
1
3
0
6
12
1
/
7
4
10
/
1
0
13
8
3
/
1
1
2
4
4/5
2/4
Right-In/Right-Out Intersection
42
/
5
3
85
8
/
1
1
7
2
66
/
7
1
29
/
2
9
146/107
30/25
12/7 5/
1
87
/
8
5
11
3
8
/
9
5
4
14
1
/
1
8
5
93/54
14/14
148/202
6800 Carolina Beach Road Development | 21
6. TRAFFIC ANALYSIS PROCEDURE
Study intersections were analyzed using the methodology outlined in the Highway Capacity
Manual (HCM), 6th Edition published by the Transportation Research Board. Capacity and
level of service are the design criteria for this traffic study. A computer software package,
Synchro (Version 10.3), was used to complete the analyses for the study area intersections.
Please note that the unsignalized capacity analysis does not provide an overall level of service
for an intersection; only delay for an approach with a conflicting movement.
The HCM defines capacity as “the maximum hourly rate at which persons or vehicles can
reasonably be expected to traverse a point or uniform section of a lane or roadway during a
given time period under prevailing roadway, traffic, and control conditions.” Level of service
(LOS) is a term used to represent different driving conditions, and is defined as a “qualitative
measure describing operational conditions within a traffic stream, and their perception by
motorists and/or passengers.” Level of service varies from Level “A” representing free flow,
to Level “F” where breakdown conditions are evident. Refer to Table 3 for HCM levels of
service and related average control delay per vehicle for both signalized and unsignalized
intersections. Control delay as defined by the HCM includes “initial deceleration delay, queue
move-up time, stopped delay, and final acceleration delay”. An average control delay of 50
seconds at a signalized intersection results in LOS “D” operation at the intersection.
Table 3: Highway Capacity Manual – Levels-of-Service and Delay
UNSIGNALIZED INTERSECTION SIGNALIZED INTERSECTION
LEVEL
OF
SERVICE
AVERAGE
CONTROL DELAY
PER VEHICLE
(SECONDS)
LEVEL OF
SERVICE
AVERAGE
CONTROL DELAY
PER VEHICLE
(SECONDS)
A
B
C
D
E
F
0-10
10-15
15-25
25-35
35-50
>50
A
B
C
D
E
F
0-10
10-20
20-35
35-55
55-80
>80
6.1. Adjustments to Analysis Guidelines
Capacity analysis at all study intersections was completed according to the NCDOT
Congestion Management Guidelines.
6800 Carolina Beach Road Development | 22
7. CAPACITY ANALYSIS
7.1. US 421 (Carolina Beach Road) and SR 1492 (Myrtle Grove Road)
The existing signalized intersection was analyzed under all traffic conditions with the lane
configurations and traffic control shown in Table 4. Refer to Table 4 for a summary of the
analysis results. Refer to Appendix D for the Synchro capacity analysis reports.
Table 4: Analysis Summary of US 421 (Carolina Beach Road) SR 1492
(Myrtle Grove Road)/Site Access A
ANALYSIS
SCENARIO
LANE
GROUP
Existing
Storage
(ft)
Weekday AM Peak Hour Weekday PM Peak Hour
Queue (ft) Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec)
Queue (ft) Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec) 95th Max 95th Max
2022
Existing
Conditions
WBL 350 128 171 C 33
C (20)
B
(11)
152 194 C 29
C (23)
B
(12)
WBR * 0 59 A 0 0 50 A 0
NBU 125 4 31 A 4 4 33 A 5
NBT (2) -- 302 187 B 15 B (13) 243 154 B 16 B (14) NBR 150 0 98 A 0 0 78 A 0
SBU/L 150 30 124 A 7 A (5) 33 100 A 8 A (8) SBT (2) -- 107 118 A 5 176 143 A 8
2024
No-Build
Conditions
WBL 350 142 162 D 38
C (23)
B
(13)
168 188 C 33
C (26)
B
(14)
WBR * 0 77 A 0 0 59 A 0
NBU 125 4 31 A 4 3 31 A 5
NBT (2) -- 331 214 B 16 B (14) 265 203 B 18 B (15) NBR 150 0 91 A 0 0 52 A 0
SBU/L 150 110 142 D 39 A (9) 102 140 C 34 B (10) SBT (2) -- 110 145 A 5 182 151 A 8
2024
Build
Conditions
EBL -- 183 115 D 45 D (41)
C
(24)
142 158 D 44 D (41)
C
(26)
EBT/R -- 57 50 C 30 48 92 C 30
WBL/T 350 191 115 D 40 C (25) 259 244 D 46 D (37) WBR * 0 103 A 0 0 52 A 0
NBU/L 125 134 206 D 47
C (23)
130 167 D 51
C (22) NBT (2) -- 473 247 C 23 386 225 C 24
NBR 150 0 52 A 0 0 66 A 0
SBU/L 150 134 244 D 47
C (22)
142 244 D 50
C (26) SBT (2) -- 313 327 B 19 502 428 C 25
SBR 100 55 200 B 15 47 200 B 16
*Channelized
Improvements to lane configurations are shown in bold.
Capacity analysis indicates that the intersection is expected to operate at an overall LOS B
during the weekday AM and PM peak hours under existing and no-build traffic conditions.
As mentioned previously, Site Access A is proposed to form the fourth leg at the signalized
6800 Carolina Beach Road Development | 23
intersection. With the addition of Site Access A under build traffic conditions, the intersection
is expected to operate at an overall LOS C during the weekday AM and PM peak hours.
Additionally, the mainlines (northbound/southbound) approaches are expected to operate at
LOS C while the minor streets (eastbound/westbound) approaches are expected to operate
at LOS D or better. Under build traffic conditions, with the addition of a southbound right
turn lane the intersection is expected to operate under capacity with all approaches and
movements operating at acceptable levels (LOS D or better).
6800 Carolina Beach Road Development | 24
7.2. US 421 (Carolina Beach Road) and Median Crossover
The existing unsignalized u-turn location was analyzed under all traffic conditions with
existing lane configurations and traffic control shown in Table 5. Refer to Table 5 for a
summary of the analysis results. Refer to Appendix E for the Synchro capacity analysis
reports.
Table 5: Analysis Summary of US 421 (Carolina Beach Road) and Median
Crossover
ANALYSIS
SCENARIO
N
O
D
E
LANE
GROUP
Existing
Storage
(ft)
Weekday AM Peak Hour Weekday PM Peak Hour
Queue (ft) Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec)
Queue (ft) Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec) 95th Max 95th Max
2022
Existing
Conditions
4 WBL* 575 3 37 B 12 B1 (12)
N/A
3 41 B 14 B1 (14)
N/A SBT(2) -- -- -- -- -- -- -- -- -- -- --
5 EBL** 575 38 150 C 19 C1 (19) 15 79 B 15 B1 (15)
NBT(2) -- -- -- -- -- -- -- -- -- -- --
2024
No-Build
Conditions
4 WBL* 575 3 34 B 12 B1 (12)
N/A
3 49 B 15 B1 (15)
N/A SBT(2) -- -- -- -- -- -- -- -- -- -- --
5 EBL** 575 40 142 C 20 C1 (20) 18 89 C 15 C1 (15)
NBT(2) -- -- -- -- -- -- -- -- -- -- --
2024
Build
Conditions
4 WBL* 575 3 33 B 13 B1 (13)
N/A
3 29 C 15 C1 (15)
N/A SBT(2) -- -- -- -- -- -- -- -- -- -- --
5 EBL** 575 45 164 C 23 C1 (23) 18 76 C 16 C1 (16)
NBT(2) -- -- -- -- -- -- -- -- -- -- --
*Due to lane configuration in Synchro, the northbound u-turn was analyzed as a westbound left-turn lane.
** Due to lane configuration in Synchro, the southbound u-turn was analyzed as an eastbound left-turn lane.
1. Level of service for major-street left-turn movement.
Capacity analysis indicates that the northbound and southbound u-turn movements at the
unsignalized Median Crossover are expected to operate at LOS C or better during the
weekday AM and PM peak hours for all traffic conditions. When comparing build to no-build
conditions, all levels of service are expected to be maintained with the exception of the
northbound u-turn movement; however, the delay is not expected to increase by more than 1
second. Additionally, all queues are expected to be contained within the existing turn lane
geometry. Due to acceptable levels of service and minimal impact from the proposed
development, no improvements are recommended.
6800 Carolina Beach Road Development | 25
7.3. US 421 (Carolina Beach Road) and Southern Charm Drive/Hill
Valley Walk
The existing unsignalized intersection analyzed under all traffic conditions with the lane
configurations and traffic control shown in Table 6. Refer to Table 6 for a summary of the
analysis results. Refer to Appendix F for the Synchro capacity analysis reports.
Table 6: Analysis Summary of US 421 (Carolina Beach Road and Southern Charm
Drive/Hill Valley Walk
ANALYSIS
SCENARIO
N
O
D
E
LANE
GROUP
Existing
Storage
(ft)
Weekday AM Peak Hour Weekday PM Peak Hour
Queue (ft) Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec)
Queue (ft) Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec) 95th Max 95th Max
2022
Existing
Conditions
2
EBL/T* 550 10 70 C 20 C1 (20)
N/A
13 58 C 18 C1 (18)
N/A
WBR -- 0 25 B 14 B2 (14) 0 25 B 14 B2 (14)
NBT/TR -- -- -- -- -- -- -- -- -- -- --
3
EBR -- 0 26 B 12 B2 (12) 0 30 B 15 B2 (15)
WBL/T** 575 3 29 C 17 C1 (17) 10 37 C 24 C1 (24)
SBT(2) -- -- -- -- -- -- -- -- -- -- --
SBR 225 -- -- -- -- -- -- -- -- -- --
2024
No-Build
Conditions
2
EBL/T* 550 13 65 C 20 C1 (20)
N/A
13 63 C 19 C1 (19)
N/A
WBR -- 0 25 B 15 B2 (15) 0 29 B 14 B2 (14)
NBT/TR -- -- -- -- -- -- -- -- -- -- --
3
EBR -- 0 30 B 12 B2 (12) 0 26 B 15 B2 (15)
WBL/T** 575 3 37 C 18 C1 (18) 10 37 D 25 D1 (25)
SBT(2) -- -- -- -- -- -- -- -- -- -- --
SBR 225 -- -- -- -- -- -- 4 -- -- --
2024
Build
Conditions
2
EBL/T* 550 13 57 C 21 C1 (21)
N/A
13 62 C 19 C1 (19)
N/A
WBR -- 0 25 C 15 C2 (15) 0 29 B 14 B2 (14)
NBT/TR -- -- -- -- -- -- -- -- -- -- --
3
EBR -- 0 25 B 13 B2 (13) 0 25 C 15 C2 (15)
WBL/T** 575 3 29 C 19 C1 (19) 10 50 D 26 D1 (26)
SBT(2) -- -- -- -- -- -- -- -- -- -- --
SBR 225 -- -- -- -- -- -- -- -- -- --
*Due to lane configuration in Synchro, the southbound u-turn/left-turn was analyzed as an eastbound left-
turn/through lane.
** Due to lane configuration in Synchro, the northbound u-turn/left-turn was analyzed as a westbound left-
turn/through lane.
1. Level of service for major-street left-turn movement.
2. Level of service for minor-street approach.
Capacity analysis indicates that the major-street left-turn movements at the unsignalized left-
over are expected to operate at LOS D or better during the weekday AM and PM peak hours
for all traffic conditions. Additionally, the minor-street approaches are expected to operate at
6800 Carolina Beach Road Development | 26
LOS C or better during both peak hours for all traffic conditions. When comparing build to
no-build conditions, all levels of service are expected to be maintained with the exception of
the westbound stop-controlled approach (of Hill Valley Walk) during the AM peak hour and
the eastbound stop-controlled approach (of Southern Charm Drive) during the PM peak hour;
however, these delays are not expected to increase by more than 1 second. Additionally, all
queues are expected to be contained within the existing turn lane geometry. Due to acceptable
levels of service and minimal impact from the proposed development, no improvements are
recommended.
6800 Carolina Beach Road Development | 27
7.4. US 421 (Carolina Beach Road) and Site Access B
The proposed right-in/right-out intersection was analyzed under 2024 build traffic conditions
with the lane configurations and traffic control shown in Table 7. Refer to Table 7 for a
summary of the analysis results. Refer to Appendix G for the Synchro capacity analysis
reports.
Table 7: Analysis Summary of US 421 (Carolina Beach Road) and Site Access B
ANALYSIS
SCENARIO
LANE
GROUP
Existing
Storage
(ft)
Weekday AM Peak Hour Weekday PM Peak Hour
Queue (ft) Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec)
Queue (ft) Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec) 95th Max 95th Max
2024
Build
Conditions
EBR -- -- 96 -- -- --
N/A
-- 120 -- -- --
N/A NBT (2) -- -- 175 -- -- -- -- 110 -- -- --
SBT (2) -- -- 22 -- -- -- -- 24 -- -- --
SBR FULL 23 -- B 14 B1 (14) 33 -- C 19 C1 (19)
Improvements to lane configurations are shown in bold.
1. Level of service for minor-street approach.
Capacity analysis of 2024 build traffic conditions indicates the minor-street approach at the
intersection is expected to operate at LOS C or better during the weekday AM and PM peak
hours. A right-turn lane was considered based on the NCDOT Policy on Street and Driveway
Access to North Carolina Highways and is recommended on the southbound approach of
Carolina Beach Road.
6800 Carolina Beach Road Development | 28
8. CONCLUSIONS
This Traffic Impact Analysis was conducted to determine the potential traffic impacts of the
proposed mixed-use development to be located at 6800 Carolina Beach Road in Wilmington,
North Carolina. The proposed development, anticipated to be completed in 2024, is assumed
to consist of a convenience store with 16 fueling positions and 128 multifamily units. Site
access is proposed via one full movement driveway along Carolina Beach Road which will
create a fourth leg with the Carolina Beach Road/Myrtle Grove Road intersection, and one
right-in/right-out driveway along Carolina Beach Road, south of Myrtle Grove Road.
The study analyzes traffic conditions during the weekday AM and PM peak hours for the
following scenarios:
• 2022 Existing Traffic Conditions
• 2024 No-Build Traffic Conditions
• 2024 Build Traffic Conditions
Trip Generation
It is estimated that the proposed development will generate approximately 331 new site trips
(149 entering and 182 exiting) during the weekday AM peak hour and 248 new site trips (134
entering and 114 exiting) during the weekday PM peak hour.
Adjustments to Analysis Guidelines
Capacity analysis at all study intersections was completed according to NCDOT Congestion
Management Guidelines. Refer to section 6.1 of this report for a detailed description of any
adjustments to these guidelines made throughout the analysis.
6800 Carolina Beach Road Development | 29
9. RECOMMENDATIONS
Based on the findings of this study, specific geometric improvements have been identified
and are recommended to accommodate future traffic conditions. See a more detailed
description of the recommended improvements below. Refer to Figure 14 for an illustration
of the recommended lane configuration for the proposed development.
Recommended Improvements by Developer
US 421(Carolina Beach Road) and SR 1492 (Myrtle Grove Road)/Site Access A
• Construct the Site Access A with two egress lanes (one left-turn lane and one
shared through-right) and one ingress lane.
• Restripe the westbound approach of Myrtle Grove Road to allow for a shared
left/through lane.
• Construct an exclusive southbound right-turn lane with at least 100 feet of storage
and appropriate taper.
• Modify signal and timings as needed.
US 421 (Carolina Beach Road) and Site Access B
• Construct Site Access B with one egress and one ingress lane restricted to allow
right-in/right-out movements only.
• Construct an exclusive southbound right-turn lane that maximizes storage length
between Site Access B and the signalized intersection of US 421/Myrtle Grove
Road.
6800 Carolina Beach Road
Development
Wilmington, NC Scale: Not to Scale
SITE
Access
A
N
Access
B
N
Median
Crossover
Myrtle Grove
Road
421
Hill Valley
Walk
Southern Charm
Drive
Improvement by Developer
Figure 14
Recommended Lane
Configurations
LEGEND
Signalized Intersection
Unsignalized Intersection
Existing Lane
X'Storage (In Feet)
Left-Over Intersection
Channelized
Ch
a
n
n
e
l
i
z
e
d
1
5
0
'
12
5
'
15
0
'
55
0
'
22
5
'
57
5
'
57
5
'
57
5
'
350'10
0
'
Fu
l
l