HomeMy WebLinkAbout220284 Seabreeze Village TIA Report_Appendix Removed_v12TR
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Seabreeze Village
New Hanover County, NC
PREPARED FOR: SOCOL, LLC.
June 15, 2023
220284
J DAVEI\PORT
Transportation I mpact Analysis
Seabreeze Village
New Hanover County, NC
Prepared for SOCOL, LLC
June 15,2023
Analysis Drafting, and Graphics by:
John Davenport. lll
AJ Anastopoulo. PE
Reviewed by: AJ Anastopoulo, P.E.
Don Bennett, P.E.
Sealed by: AJ Anastopoulo, P.E.
This report is printed on recycled paper with 30% postconsumer content.
All paper is FSC Certified. The entire document, including binding, is
100% recyclable.
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This document, together with the concepts and designs presented herein, is intended only for the specific
purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others
without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and
shall be a violation of the agreement between DAVENPORT and the client.
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6/15/2023 220284 Seabreeze Village i
EXECUTIVE SUMMARY The proposed Seabreeze Village development is located east of US 421 (Carolina Beach Road) between S Seabreeze Road and N Seabreeze Road in New Hanover County, NC. The proposed project is expected to be built in two phases. Phase 1 will consist of up to 6,100 square feet of convenience store with 12 vehicle fuel pumps and a 5,000-square foot fast food restaurant with drive-thru. Phase 2 is currently assumed to consist of up to 7,200 square feet of retail space, 5,000 square feet of small office, and 5,000 square feet of medical office. Two full movement
access points are proposed, one on S Seabreeze Road and one on N Seabreeze Road. The expected build-out year for this development is 2024 for Phase 1 and 2025 for Phase 2. Information regarding the property was provided by SOCOL, LLC.
DAVENPORT was retained to determine the potential traffic impacts of this development and to identify transportation improvements that may be required to accommodate the impacts of the
new development traffic. The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with
the Wilmington Metropolitan Planning Organization (WMPO). At full buildout, this site has a trip generation potential of 7,323 daily trips, 389 net trips in the AM peak hour, and 284 net trips in the PM peak hour. In conclusion, this study has determined the potential traffic impacts of this development and recommendations have been given where necessary to mitigate the impacts of future traffic. The analysis indicates that with the recommended improvements in place, the proposed site is not expected to have a detrimental effect on transportation capacity and mobility in the study area.
The recommendations summarized in Figure A and in Table A should be constructed to comply with applicable NCDOT Policy on Street and Driveway Access to North Carolina Highways and local standards.
6/15/2023 220284 Seabreeze Village ii
Table A – Recommended Improvements
INTERSECTION RECOMMENDATIONS
US 421 and S Seabreeze Road
• Install a two-way left-turn lane from the
westbound approach to US 421 and S Seabreeze
Road to Site Access 1 on S Seabreeze Road.
(Phase I)
• Optimize signal timing. (Phase I)
US 421 and N Seabreeze Road • No improvements recommended.
S Seabreeze Road and Site Access 1
• Install a two-way left-turn lane from the
westbound approach to US 421 and S Seabreeze
Road to Site Access 1 on S Seabreeze Road.
(Phase I)
• Design site access to NCDOT and local
standards.
N Seabreeze Road and Site Access 2
• Design site access to NCDOT and local
standards.
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended onlyfor the specific purpose and client for which it was prepared. Reuse of, or improper relianceon, this document by others without written authorization and adaptation by DAVENPORT,
shall be without liability to DAVENPORT, and shall be a violation of the agreement betweenDAVENPORT and the client.
FIGURE A RECOMMENDED IMPROVEMENTS
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
15
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N Seabreeze
Road
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SIGNAL
TWLTLTWLTL
Design site accesses and
connections in accordance with
NCDOT and local standards
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Add two-way left-turn lane from
site access to US 421 signal
TWLTL
Opitimize signal
timing
6/15/2023 220284 Seabreeze Village iv
Table of Contents EXECUTIVE SUMMARY ................................................................................................. i Figure A: Recommendations ................................................................................................. iii
1.0 Introduction ............................................................................................................. 1
Figure 1 – Site Plan ................................................................................................................. 2 Figure 2A – Site Location Map ............................................................................................... 3 Figure 2B – Vicinity Map ......................................................................................................... 4 2.0 Existing Conditions ................................................................................................ 5 2.1 Inventory .............................................................................................................................. 5
2.2 Existing Traffic Volumes ................................................................................................... 5
Figure 3 – Existing Lane Geometry ....................................................................................... 6
Figure 4 – Existing Traffic Volumes ...................................................................................... 7 3.0 Approved Development and Committed Improvements ..................................... 8 3.1 Approved Developments .................................................................................................. 8 3.2 Committed Improvements ................................................................................................ 8 4.0 Methodology ........................................................................................................... 8
4.1 Base Assumptions and Standards .................................................................................. 8
4.2 Future No Build Volumes.................................................................................................. 8 4.3 Trip Generation ................................................................................................................ 11 4.4 Trip Distribution ................................................................................................................ 11 4.5 Future Build Volumes ...................................................................................................... 11 Figure 5A – 2024 Future No Build Volumes ........................................................................ 9
Figure 5B – 2025 Future No Build Volumes ........................................................................ 9
Figure 6A – Primary Trip Distribution .................................................................................. 14
Figure 6B – Pass-By Trip Distribution ................................................................................. 15 Figure 7A – 2024 Primary Site Trips ................................................................................... 16 Figure 7B – 2025 Primary Site Trips ................................................................................... 17 Figure 8A – 2024 Pass-By Trips .......................................................................................... 17 Figure 8B – 2025 Pass-By Trips .......................................................................................... 17
Figure 9A – 2024 Future Build Volumes ............................................................................ 17
Figure 9B – 2025 Future Build Volumes ............................................................................ 17 5.0 Capacity Analysis ................................................................................................. 22 5.1 Level of Service Evaluation Criteria .............................................................................. 22 5.2 Queueing Evaluation ....................................................................................................... 22 5.3 Level of Service and Queueing Results ....................................................................... 23
6.0 Summary and Conclusion .................................................................................... 34
Figure 10 – Recommended Improvements ........................................................................ 35 Appendix ...................................................................................................................... 36
6/15/2023 220284 Seabreeze Village 1
1.0 Introduction The proposed Seabreeze Village development is located east of US 421 (Carolina Beach Road) between South Seabreeze Road and North Seabreeze Road in New Hanover County, NC. The proposed project is expected to be built in two phases. Phase 1 will consist of up to 6,100 square feet of convenience store with 12 vehicle fuel pumps and a 5,000-square foot fast food restaurant with drive-thru. Phase 2 is currently assumed to consist of up to 7,200 square feet of retail space, 5,000 square feet of small office, and 5,000 square feet of medical office. Two full movement
access points are proposed, one on South Seabreeze Road and one on North Seabreeze Road. The expected build-out year for this development is 2024 for Phase 1 and 2025 for Phase 2. Information regarding the property was provided by SOCOL, LLC.
A conceptual site plan is shown in Figure 1, and a site location map and a vicinity map are provided in Figures 2A and 2B, respectively.
DAVENPORT was retained to determine the potential traffic impacts of this development and to identify transportation improvements that may be required to accommodate the impacts of the
new development traffic. The following intersections are included in the study: 1. US 421 (Carolina Beach Road) and South Seabreeze Road (signalized) 2. US 421 (Carolina Beach Road) and North Seabreeze Road (unsignalized) 3. US 421 (Carolina Beach Road) and Site Access 1 (unsignalized) 4. US 421 (Carolina Beach Road) and Site Access 2 (unsignalized) These intersections were analyzed during the AM and PM peaks for the following conditions:
• 2023 Existing Conditions
• 2024 Future No Build Conditions (Phase 1)
• 2024 Future Build Conditions (Phase 1)
• 2024 Future Build Conditions + Improvements (Phase 1)
• 2025 Future No Build Conditions (Full Build)
• 2025 Future Build Conditions (Full Build)
• 2025 Future Build Conditions (Full Build) with Improvements (if required)
The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with the Wilmington Metropolitan Planning Organization (WMPO) and North Carolina Department of Transportation (NCDOT). It was conducted according to the standards and best practices of the
transportation engineering profession.
FIGURE 1
CONCEPTUAL SITE PLAN
Seabreeze Village
Project Number 220284
FIGURE 2A
SITE LOCATION MAP SITE INDICATOR
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SITE
FIGURE 2B
PROPOSED STUDY
INTERSECTIONS
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3
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STUDY INTERSECTIONS
EXISTING
PROPOSED
2
6/15/2023 220284 Seabreeze Village 5
2.0 Existing Conditions 2.1 Inventory Table 2.1 presents a summary of the study area roadway conditions. Figure 3 shows the existing lane geometry.
Table 2.1 - Street Inventory
Facility Name Route # AADT (vpd)
Typical Cross Section
Pavement Width
Speed Limit (MPH)
Maintained By
Carolina Beach Road US 421 31,000 4-lane divided 11-foot lanes 45 NCDOT
S Seabreeze Road SR 1531 400 2-lane undivided 9-foot lanes 55 NCDOT
N Seabreeze Road SR 1528 Not reported 2-lane undivided 8-foot lanes 55 NCDOT
River Road SR 1576 3,800 2-lane undivided 10-foot lanes 55 NCDOT
2.2 Existing Traffic Volumes Turning movement counts for this project were collected by True Direction Traffic Services Inc.
when schools were in session. Table 2.2 contains the location, dates, and times these counts were conducted. The traffic volumes were not balanced between the study intersections since the existing driveways and land uses account for the imbalance. Per NCDOT Division 3 TIA
guidelines, the peak hour of the controlling intersection was used for all study intersections. The controlling intersection is US 421 at S Seabreeze Road/River Road with an AM peak hour from 7:45 – 8:45 and a PM peak hour from 4:00 – 5:00. Additionally, a minimum of four vehicles per hour were assigned to all movements, per NCDOT Congestion Management standards. The existing AM and PM peak hour volumes are shown in Figure 4. Traffic count data are provided in the Appendix.
Table 2.2 - Traffic Volume Data
Count Location Date Taken Hours
US 421 (Carolina Beach Road) at S Seabreeze Road/River Road (signalized) Wednesday, March 29, 2023 7-9 AM, 4-6 PM
US 421 (Carolina Beach Road) at N
Seabreeze Road (unsignalized) Wednesday, March 29, 2023 7-9 AM, 4-6 PM
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended onlyfor the specific purpose and client for which it was prepared. Reuse of, or improper relianceon, this document by others without written authorization and adaptation by DAVENPORT,
shall be without liability to DAVENPORT, and shall be a violation of the agreement betweenDAVENPORT and the client.
FIGURE 3EXISTING LANE GEOMETRY
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
TRAFFIC MOVEMENT
BLACK = EXISTING
ROADWAY
STOP
LEGEND
2019 AADTXXXX
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N Seabreeze
Road
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SPEEDLIMIT55
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400
SIGNAL
SPEED
LIMIT
45
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended onlyfor the specific purpose and client for which it was prepared. Reuse of, or improper relianceon, this document by others without written authorization and adaptation by DAVENPORT,
shall be without liability to DAVENPORT, and shall be a violation of the agreement betweenDAVENPORT and the client.
FIGURE 4EXISTING VOLUMES
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
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AM / PM PEAKS
*A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines
6/15/2023 220284 Seabreeze Village 8
3.0 Approved Development and Committed Improvements 3.1 Approved Developments Approved developments are developments that have been recently approved in the area but are not yet constructed. Per the approved scoping document, there are no approved developments to consider for this study site.
3.2 Committed Improvements Committed improvements are improvements that are planned by NCDOT, the County, or City, or
that are associated with a prior approved development in the area but are not yet constructed. Per the approved scoping document, there are no committed improvements to be included in this study. 4.0 Methodology
4.1 Base Assumptions and Standards In general, the analysis for this project was conducted utilizing commonly accepted NCDOT standards. Table 4.1 contains a summary of the base assumptions.
Table 4.1 - Assumptions
Annual Growth Rate 1%
Analysis Software Synchro/SimTraffic
Lane Widths 12 feet
Peak Hour Factor 0.90
Truck Percentage 2%
4.2 Future No Build Volumes The 2024 and 2025 future no build traffic volumes were computed by applying a one percent (1%) compounded annual growth rate to the 2023 existing traffic volumes. Figures 5A and 5B show the 2024 and 2025 future no build traffic volumes for AM and PM peaks.
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended onlyfor the specific purpose and client for which it was prepared. Reuse of, or improper relianceon, this document by others without written authorization and adaptation by DAVENPORT,
shall be without liability to DAVENPORT, and shall be a violation of the agreement betweenDAVENPORT and the client.
FIGURE 5A2024 FUTURE NO BUILDVOLUMES
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
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AM / PM PEAKS
*A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended onlyfor the specific purpose and client for which it was prepared. Reuse of, or improper relianceon, this document by others without written authorization and adaptation by DAVENPORT,
shall be without liability to DAVENPORT, and shall be a violation of the agreement betweenDAVENPORT and the client.
FIGURE 5B2025 FUTURE NO BUILDVOLUMES
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
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*A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines
6/15/2023 220284 Seabreeze Village 11
4.3 Trip Generation
Full build of the proposed development will contain a gas station with convenience store, a fast-food restaurant, office space, and retail space. Phase 1 for this development will consist of only the fast-food restaurant and the gas station with convenience store. The trip generation potential
of this site was projected based on the 11th Edition of the Institute of Transportation Engineers (ITE) Trip Generation Manual and guidance from NCDOT Congestion Management on the selection of appropriate variables. Table 4.2 presents the results. Internal capture is defined as trips that visit different land uses while remaining within the site. The NCHRP 684 Internal Trip Capture Estimation Tool was used to calculate the reduction in the number of primary (external) trips. Primary trips are new trips on the external roadways. Pass-by trips are defined as trips already on the adjacent street that will turn into the site, and then exit to continue in the direction they were originally traveling. Pass-by rates were applied to the retail and restaurant land uses. Pass-by reduction was capped at ten percent of the AADT of
the roadway. 4.4 Trip Distribution and Assignment Site trips for this proposed development were distributed based on the existing traffic patterns and engineering judgment. The primary trip distribution model is shown in Figure 6A. The directional distribution for new primary site trips is:
• 80% entering and 50% exiting from Site Access 1 on South Seabreeze Road
• 20% entering and 50% exiting from Site Access 2 on North Seabreeze Road
• 10% to/from the west on River Road
• 50% to/from the north on Carolina Beach Road
• 40% to/from the south on Carolina Beach Road Pass-by trip distribution is shown in Figure 6B. 4.5 Future Build Volumes Site trip volumes were added to the future no build volumes to compute the 2024 and 2025 Future
Build volumes. Both pass-by and internal capture trip reductions were applied for the AM and PM peak periods. Site trips are shown in Figures 7A and 7B for Phase I and full build, and pass-by trips are shown in Figures 8A and 8B for Phase 1 and full build. Future Build volumes are shown
in Figures 9A and 9B.
6/15/2023 220284 Seabreeze Village 12
Table 4.2 - ITE Trip Generation – Phase I
Average Weekday Driveway Volumes 24-Hour AM Peak Hour PM Peak Hour Two-Way
Land Use ITE Land Code Size Method Volume Enter Exit Enter Exit
Fast-Food Restaurant without Drive-Through
Window
934 5.0 1,000 SF
GFA
Adjacent - Rate 2,337 114 109 86 79
Gas Station/ Convenience Store (9-15 VFP) 945 6.1 1,000 SF GFA Adjacent – Rate 4,273 172 173 166 167
Total Unadjusted Trips 6,610 286 282 252 246
Proposed Pass-by Reduction for LUC 934* 50% AM 55% PM - 56 56 45 45
Proposed Pass-by Reduction applied to LUC 945** 76% AM 75% PM - 131 131 125 125
Total Pass-By Trips - 104*** 104*** 120*** 120***
Total Adjusted Trips (External) 6,610 182 178 132 126
*Related ITE Land Use Codes allow pass-by per Congestion Management Guidelines: 934 Fast-Food Restaurant with Drive-Through Window, 1,000 GFA, Adjacent, Pass-by AM=50%, PM=55% **Related ITE Land Use Codes allow pass-by per Congestion Management Guidelines: 945 Gasoline/Service Station with Convenience Market, Veh. Fueling Pos., Adjacent, Pass-by AM=76%, PM=75% ***Pass-by trips are capped at 10% of the adjacent street traffic. 10% of adjacent traffic is 208 in the AM peak and 240 in the PM peak.
6/15/2023 220284 Seabreeze Village 13
Table 4.3 - ITE Trip Generation – Full Build
Average Weekday Driveway Volumes 24-Hour AM Peak Hour PM Peak Hour Two-Way
Land Use ITE Land Code Size Method Volume Enter Exit Enter Exit
Fast-Food Restaurant without Drive-Through Window 934 5.0 1,000 SF GFA Adjacent - Rate 2,337 114 109 86 79
Gas Station/ Convenience Store (9-15 VFP) 945 6.1 1,000 SF GFA Adjacent – Rate 4,273 172 173 166 167
Strip Retail Plaza (<40K) 822 7.2 1,000 SF GFA
Adjacent – Equation 534 14 9 31 31
Small Office Building 712 5.0 1,000 SF GFA Adjacent – Rate 72 7 1 4 7
Medical-Dental Office Building 720 5.0 1,000 SF GFA
Adjacent - Equation 107 13 3 5 12
Total Unadjusted Trips 7,323 320 295 292 296
Internal Capture Overall %(1),(2) -- 2.9% 10.9%
Internal Capture: Office Reduction -- -4 -3 -4 -4
Internal Capture: Retail Reduction -- -2 -2 -18 -10
Internal Capture: Restaurant Reduction -3 -4 -10 -18
Total Internal Trips Reduction -- -9 -9 -32 -32
Total External Trips 311 286 260 264
Proposed Pass-by Reduction for LUC 934* 50% AM 55% PM - 54 54 38 38
Proposed Pass-by Reduction applied to LUC 945** 76% AM 75% PM - 131 131 125 125
Total Pass-By Trips - 104*** 104*** 120*** 120***
Total Adjusted Trips (External) 7,323 207 182 140 144
*Related ITE Land Use Codes allow pass-by per Congestion Management Guidelines: 934 Fast-Food Restaurant with Drive-Through Window, 1,000 GFA, Adjacent, Pass-by AM=50%, PM=55% **Related ITE Land Use Codes allow pass-by per Congestion Management Guidelines: 945 Gasoline/Service Station with Convenience Market, Veh. Fueling Pos., Adjacent, Pass-by AM=76%, PM=75% ***Pass-by trips are capped at 10% of the adjacent street traffic. 10% of adjacent traffic is 208 in the AM peak and 240 in the PM peak.
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended onlyfor the specific purpose and client for which it was prepared. Reuse of, or improper reliance
on, this document by others without written authorization and adaptation by DAVENPORT,shall be without liability to DAVENPORT, and shall be a violation of the agreement betweenDAVENPORT and the client.
FIGURE 6APRIMARY TRIP DISTRIBUTION
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
20
%
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Road
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20% IN
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*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended onlyfor the specific purpose and client for which it was prepared. Reuse of, or improper reliance
on, this document by others without written authorization and adaptation by DAVENPORT,shall be without liability to DAVENPORT, and shall be a violation of the agreement betweenDAVENPORT and the client.
FIGURE 6BPASS-BY TRIP DISTRIBUTION
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
-5
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Road
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Si
t
e
A
c
c
e
s
s
1
0
%
50
%
I
N
20
%
I
N
50
%
O
U
T
50% OUT
80% IN
20% IN
30% OUT
30
%
I
N
50
%
O
U
T
-3
0
%
I
N
-5
0
%
I
N
20% OUT
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended onlyfor the specific purpose and client for which it was prepared. Reuse of, or improper relianceon, this document by others without written authorization and adaptation by DAVENPORT,
shall be without liability to DAVENPORT, and shall be a violation of the agreement betweenDAVENPORT and the client.
FIGURE 7APHASE I PRIMARY SITE TRIPS
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
SIGNAL
36
/
2
6
36
/
2
6
0
/
0
27 / 19
18 / 13
71 / 50
91
/
6
6
0
/
0
0
/
0
0 / 0
19 / 14
0 / 0
36
/
2
6
27
/
1
9
62 / 4491
/
6
6
Si
t
e
A
c
c
e
s
s
2
AM / PM PEAKS
Si
t
e
A
c
c
e
s
s
1
0
0
146 / 106
0 / 0
0 / 0
0 / 011
6
/
8
2
0
/
0
0
/
0
62
/
4
4
0 / 0
0 / 0
0 / 0
36 / 26
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended onlyfor the specific purpose and client for which it was prepared. Reuse of, or improper relianceon, this document by others without written authorization and adaptation by DAVENPORT,
shall be without liability to DAVENPORT, and shall be a violation of the agreement betweenDAVENPORT and the client.
FIGURE 7BFULL BUILD PRIMARY SITE TRIPS
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
SIGNAL
41
/
2
8
41
/
2
8
0
/
0
27 / 22
18 / 14
73 / 58
10
4
/
7
0
0
/
0
0
/
0
0 / 0
21 / 14
0 / 0
41
/
2
8
27
/
2
2
64 / 5010
4
/
7
0
Si
t
e
A
c
c
e
s
s
2
AM / PM PEAKS
Si
t
e
A
c
c
e
s
s
1
0
0
166 / 112
0 / 0
0 / 0
0 / 011
8
/
9
4
0
/
0
0
/
0
64
/
5
0
0 / 0
0 / 0
0 / 0
41 / 28
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended onlyfor the specific purpose and client for which it was prepared. Reuse of, or improper relianceon, this document by others without written authorization and adaptation by DAVENPORT,
shall be without liability to DAVENPORT, and shall be a violation of the agreement betweenDAVENPORT and the client.
FIGURE 8APHASE I PASS-BY TRIPS
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
SIGNAL
52
/
6
0
-5
2
/
-
6
0
0
/
0
21 / 24
0 / 0
31 / 36
31
/
3
6
-3
1
/
-
3
6
0
/
0
0 / 0
0 / 0
0 / 0
21
/
2
4
-5
2
/
-
6
0
52 / 600
/
0
Si
t
e
A
c
c
e
s
s
2
AM / PM PEAKS
Si
t
e
A
c
c
e
s
s
1
0
0
83 / 96
0 / 0
0 / 0
0 / 052
/
6
0
0
/
0
0
/
0
52
/
6
0
0 / 0
0 / 0
0 / 0
21 / 24
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended onlyfor the specific purpose and client for which it was prepared. Reuse of, or improper relianceon, this document by others without written authorization and adaptation by DAVENPORT,
shall be without liability to DAVENPORT, and shall be a violation of the agreement betweenDAVENPORT and the client.
FIGURE 8BFULL BUILD PASS-BY TRIPS
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
SIGNAL
52
/
6
0
-5
2
/
-
6
0
0
/
0
21 / 24
0 / 0
31 / 36
31
/
3
6
-3
1
/
-
3
6
0
/
0
0 / 0
0 / 0
0 / 0
21
/
2
4
-5
2
/
-
6
0
52 / 600
/
0
Si
t
e
A
c
c
e
s
s
2
AM / PM PEAKS
Si
t
e
A
c
c
e
s
s
1
0
0
83 / 96
0 / 0
0 / 0
0 / 052
/
6
0
0
/
0
0
/
0
52
/
6
0
0 / 0
0 / 0
0 / 0
21 / 24
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended onlyfor the specific purpose and client for which it was prepared. Reuse of, or improper relianceon, this document by others without written authorization and adaptation by DAVENPORT,
shall be without liability to DAVENPORT, and shall be a violation of the agreement betweenDAVENPORT and the client.
FIGURE 9A2024 FUTURE BUILD VOLUMES
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
SIGNAL
94
/
9
6
10
3
7
/
1
1
3
2
12
7
/
1
5
4
70 / 49
21 / 16
106 / 89
16
4
/
1
7
0
93
9
/
1
1
2
4
31
/
8
1
37 / 32
21 / 18
150 / 198
68
/
5
5
10
7
5
/
1
1
5
7
119 / 10811
3
3
/
1
3
6
9
Si
t
e
A
c
c
e
s
s
2
AM / PM PEAKS
Si
t
e
A
c
c
e
s
s
1
0
0
229 / 202
48 / 80
0 / 0
27 / 1016
8
/
1
4
2
0
/
0
0
/
0
11
4
/
1
0
4
5 / 4
0 / 0
11 / 5
57 / 50
*A minimum of 4 vehicles per hour is
analyzed for each movement per NCDOT
Congestion Management Guidelines
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended onlyfor the specific purpose and client for which it was prepared. Reuse of, or improper relianceon, this document by others without written authorization and adaptation by DAVENPORT,
shall be without liability to DAVENPORT, and shall be a violation of the agreement betweenDAVENPORT and the client.
FIGURE 9B2025 FUTURE BUILD VOLUMES
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
SIGNAL
99
/
9
8
10
5
2
/
1
1
4
6
12
8
/
1
5
6
70 / 52
21 / 17
108 / 97
17
7
/
1
7
5
94
9
/
1
1
3
6
31
/
8
2
37 / 32
23 / 18
151 / 200
73
/
5
7
10
8
6
/
1
1
7
2
121 / 11411
5
6
/
1
3
8
6
Si
t
e
A
c
c
e
s
s
2
AM / PM PEAKS
Si
t
e
A
c
c
e
s
s
1
0
0
249 / 208
48 / 81
0 / 0
27 / 1017
0
/
1
5
4
0
/
0
0
/
0
11
6
/
1
1
0
5 / 4
0 / 0
11 / 5
62 / 52
*A minimum of 4 vehicles per hour is
analyzed for each movement per NCDOT
Congestion Management Guidelines
6/15/2023 220284 Seabreeze Village 22
5.0 Capacity Analysis 5.1 Level of Service Evaluation Criteria The Transportation Research Board’s Highway Capacity Manual (HCM) utilizes a term “level of service” (LOS) to measure how traffic operates in intersections and on roadway segments. There are six levels of service ranging from A to F as shown in Table 5.1. Level of service “A” represents low-volume traffic operations and level of service “F” represents high-volume, oversaturated traffic
operations. Synchro traffic modeling software is used to determine the LOS and delay for study intersections. Synchro analysis worksheet reports are provided in the Appendix.
5.2 Queueing Evaluation A queueing analysis was performed using Synchro and SimTraffic simulation, based on a
minimum 10-minute seeding, a 60-minute recording period, and 10 runs. The maximum SimTraffic queues and 95th-percentile Synchro queues are provided, along with the turn lane lengths. Synchro and SimTraffic queue reports are provided in the Appendix.
Table 5.1 – Highway Capacity Manual
Levels of Service and Control Delay Criteria
Signalized Intersection Unsignalized Intersection
Level of Service Control Delay Per
vehicle (seconds) Level of Service Delay Range
(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 > 80 F > 50
6/15/2023 220284 Seabreeze Village 23
5.3 Level of Service and Queueing Results
The results of the capacity and queue analyses are discussed by intersection in the following paragraphs. The LOS, delay, and queue results are summarized in Tables 5.2 to 5.9.
US 421 (Carolina Beach Road) and S Seabreeze Road/River Road (signalized) The overall intersection operates at LOS B in the AM peak hours and LOS C in the PM peak hours in existing scenarios. In the 2024 and 2025 no build and build scenarios, the intersection operates at LOS C in the AM and PM peak hours. The overall intersection delay increases by over 25 percent; therefore, it is recommended to install a two-way left-turn lane between this intersection and the site access on S Seabreeze Road. It is also recommended to optimize signal timings. These improvements are recommended for Phase I. No additional improvements are recommended at full build.
6/15/2023 220284 Seabreeze Village 24
Table 5.2 - LOS and Queueing US 421 and S Seabreeze Road
Scenario Overall LOS Eastbound Westbound Northbound Southbound
AM Peak Hour
2023 Existing
B (16.2)
LT R LTR L T R L T R
C (24.6) C (30.9) B (12.4) A (8.2) B (13.8) B (10.4) A (5.9) B (17.6) B (11.6)
C (29.6) C (23.7) B (13.2) B (17.0)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 44 128 34 44 281 7 18 269 24
Max Queue (ft) 199 125 42 88 150 12 51 146 47
2024 Future No Build
C (20.4)
LT R LTR L T R L T R
C (29.1) C (35.9) B (12.4) D (36.5) B (14.6) B (11.5) D (36.2) C (21.2) B (14.0)
C (34.5) C (28.1) B (16.9) C (21.6)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 51 150 39 139 340 9 60 330 28
Max Queue (ft) 146 125 43 152 189 17 51 223 41
2024 Future Build
C (28.4)
LT R LTR L T R L T R
C (29.9) C (33.6) B (12.4) D (44.5) C (26.9) B (17.1) D (45.4) C (22.9) B (15.7)
C (32.6) D (41.0) C (28.0) C (25.9)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 69 155 209 148 383 71 #206 335 29
Max Queue (ft) 131 118 172 154 303 200 272 296 84
2024 Future Build with Improvement
C (25.1)
LT R L TR L T R L T R
C (32.1) D (39.1) D (42.9) C (33.1) D (39.6) C (22.7) B (14.7) D (39.6) B (19.2) B (13.5)
D (37.1) D (38.4) C (23.8) C (22.0)
Available Storage (ft) FULL 25 TWLTL FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 70 156 120 100 143 358 66 #195 313 28
Max Queue (ft) 245 125 192 84 176 274 200 198 247 69
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 25
Table 5.2 - LOS and Queueing US 421 and S Seabreeze Road (cont.)
Scenario Overall LOS Eastbound Westbound Northbound Southbound
AM Peak Hour
2025 Future No Build
C (20.5)
LT R LTR L T R L T R
C (29.4) C (36.3) B (12.4) D (37.1) B (14.7) B (11.5) D (36.7) C (21.2) B (13.9)
C (34.9) C (28.4) B (17.0) C (21.6)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 52 151 39 141 346 9 59 335 28
Max Queue (ft) 190 125 62 90 215 17 72 245 66
2025 Future Build
C (28.9)
LT R LTR L T R L T R
C (30.4) C (34.0) B (12.4) D (45.3) C (27.1) B (17.2) D (48.6) C (23.0) B (15.6)
C (33.0) D (41.0) C (28.1) C (26.7)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 72 158 212 150 391 74 #234 339 29
Max Queue (ft) 174 125 187 151 279 200 196 254 72
2025 Future Build with Improvement
C (25.4)
LT R L TR L T R L T R
C (32.6) D (39.6) D (43.9) C (33.5) D (40.4) C (22.8) B (14.7) D (42.0) B (19.2) B (13.4)
D (37.6) D (39.2) C (23.9) C (22.6)
Available Storage (ft) FULL 25 TWLTL FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 72 159 124 101 146 367 70 #222 318 28
Max Queue (ft) 135 83 107 75 90 169 60 133 180 23
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 26
Table 5.3 - LOS and Queueing US 421 and S Seabreeze Road
Scenario Overall LOS Eastbound Westbound Northbound Southbound
PM Peak Hour
2023 Existing
C (20.5)
LT R LTR L T R L T R
C (27.6) C (37.3) B (12.4) B (18.6) B (17.5) B (11.2) A (8.4) C (21.7) B (13.6)
D (35.9) C (27.0) B (17.6) C (20.5)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 45 198 22 98 372 11 31 407 59
Max Queue (ft) 199 125 42 88 150 12 51 146 47
2024 Future No Build
C (25.8)
LT R LTR L T R L T R
C (32.8) D (44.6) B (12.4) D (48.4) B (19.4) B (13.1) D (45.6) C (25.5) B (15.1)
D (42.8) C (31.7) C (22.7) C (25.9)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 53 223 26 #211 445 13 96 447 61
Max Queue (ft) 304 125 17 239 349 0 94 248 49
2024 Future Build
C (29.1)
LT R LTR L T R L T R
C (32.7) D (43.8) B (12.4) D (47.2) B (25.6) B (15.6) D (48.5) C (24.9) B (15.3)
D (41.5) D (41.7) C (27.3) C (27.3)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 66 218 175 #205 431 71 #238 428 61
Max Queue (ft) 290 125 276 154 326 200 197 243 70
2024 Future Build with Improvement
C (28.8)
LT R L TR L T R L T R
C (32.5) D (43.8) D (38.7) C (32.7) D (47.2) C (25.6) B (15.6) D (48.5) C (24.9) B (15.3)
D (41.5) D (36.2) C (27.3) C (27.3)
Available Storage (ft) FULL 25 TWLTL FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 66 218 110 80 #205 431 71 #238 428 61
Max Queue (ft) 241 125 195 102 154 283 200 284 278 70
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 27
Table 5.3 - LOS and Queueing US 421 and S Seabreeze Road (cont.)
Scenario Overall LOS Eastbound Westbound Northbound Southbound
PM Peak Hour
2025 Future No Build
C (26.1)
LT R LTR L T R L T R
C (33.1) D (45.3) B (12.4) D (49.4) B (19.5) B (13.1) D (46.3) C (25.7) B (15.1)
D (43.5) C (32.1) C (22.9) C (26.1)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 52 227 26 #215 452 13 97 454 62
Max Queue (ft) 239 125 41 149 335 17 136 247 49
2025 Future Build
C (29.6)
LT R LTR L T R L T R
C (33.1) D (44.3) B (12.4) D (48.0) C (25.8) B (15.6) D (50.1) C (25.2) B (15.3)
D (42.0) D (43.9) C (27.6) C (27.7)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 67 222 191 #211 438 72 #248 433 62
Max Queue (ft) 195 125 156 242 316 200 182 316 90
2025 Future Build with Improvement
C (28.9)
LT R L TR L T R L T R
C (32.2) D (43.4) D (38.9) C (32.6) D (47.0) C (25.6) B (15.7) D (48.3) C (25.0) B (15.5)
D (41.1) D (36.2) C (27.3) C (27.3)
Available Storage (ft) FULL 25 TWLTL FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 65 219 115 83 #206 426 71 #236 421 62
Max Queue (ft) 362 125 109 123 263 287 200 178 306 89
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 28
US 421 (Carolina Beach Road) and N Seabreeze Road (unsignalized)
The westbound approach operates at LOS B in existing, 2024 no build, and 2025 no build conditions in both peak hours. Under 2024 build conditions, the westbound approach is expected to operate at LOS C during the AM and LOS B during the PM peak hours with less than a 25
percent increase in delay on the westbound approach. Under 2025 build conditions, the intersection will operate at LOS C during the AM and PM peak hours with less than a 25 percent increase in delay on the westbound approach. There is an existing 150-foot northbound right-turn lane. No improvements are recommended.
Table 5.4 - LOS and Queueing US 421 and N Seabreeze Road
Scenario LOS of Worst Approach Westbound Northbound
AM Peak Hour
2023 Existing
B (13.2) WB Approach
R T R
A (5.0) A (0.0) A (0.0)
B (13.2) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 0 0 0
Max Queue (ft) 14 0 0
2024 Future No Build
B (13.3) WB Approach
R T
A (0.0) A (0.0)
B (13.3) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 0 0 0
Max Queue (ft) 39 0 0
2024 Future Build
C (16.4) WB Approach
R T R
A (0.0) A (0.0)
B (16.4) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 0 0 0
Max Queue (ft) 131 0 0
2025 Future No Build
B (13.4) WB Approach
R T
A (0.0) A (0.0)
B (13.4) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 0 0 0
Max Queue (ft) 14 0 0
2025 Future Build
C (16.7) WB Approach
R T R
A (0.0) A (0.0)
C (16.7) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 0 0 0
Max Queue (ft) 90 0 0
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 29
Table 5.5 - LOS and Queueing US 421 and N Seabreeze Road
Scenario LOS of Worst Approach Westbound Northbound
PM Peak Hour
2023 Existing
B (13.2) WB Approach
R T R
B (10.3) A (0.0) A (0.0)
B (13.2) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 0 0 0
Max Queue (ft) 13 0 0
2024 Future No Build
B (14.1) WB Approach
R T R
A (0.0) A (0.0)
B (14.1) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 0 0 0
Max Queue (ft) 13
2024 Future Build
B (17.1) WB Approach
R T R
A (0.0) A (0.0)
B (17.1) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 30 0 0
Max Queue (ft) 149 0 0
2025 Future No Build
B (14.1) WB Approach
R T R
A (0.0) A (0.0)
B (14.1) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 0 0 0
Max Queue (ft) 14 0 0
2025 Future Build
C (17.6) WB Approach
R T R
A (0.0) A (0.0)
C (17.6) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 33 0 0
Max Queue (ft) 109 0 0
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 30
S Seabreeze Road at Site Access 1 (unsignalized)
Under 2024 and 2025 build conditions, the southbound approach is expected to operate at LOS A in the AM and PM peak hours. The need for left- and right-turn lanes was reviewed based on the NCDOT Policy on Street and Driveway Access to North Carolina Highways. Based on
projected volumes, the nomograph plots below the lines where a turn lane would be warranted due to the very low opposing volumes. Due to the high volume of left-turns, it is recommended to install a two-way left-turn lane between this site access and the westbound approach to the intersection of US 421 and S Seabreeze Road. The site access should be designed in accordance with applicable NCDOT standards. This improvement is recommended for Phase I. No additional improvements are recommended at full build.
Table 5.6 - LOS and Queueing S Seabreeze Road and Site Access 1
Scenario LOS of Worst Approach Eastbound Westbound Southbound
AM Peak Hour
2024 Future Build
A (9.4) SB Approach
LT TR LR
A (6.4) A (0.0) A (9.4)
B (19.2) A (0.0)
Available Storage (ft) FULL FULL FULL
95th% Queue (ft) 18 0 20
Max Queue (ft) 76 0 96
2024 Future Build with Improvement
A (9.4) SB Approach
LT TR LR
A (6.4) A (0.0) A (9.4)
C (22.1) A (0.0)
Available Storage (ft) TWLTL FULL FULL
95th% Queue (ft) 15 0 18
Max Queue (ft) 31 0 97
2025 Future Build
A (9.5) SB Approach
LT TR LR
A (6.5) A (0.0) A (9.5)
C (22.1) A (0.0)
Available Storage (ft) FULL FULL FULL
95th% Queue (ft) 16 0 18
Max Queue (ft) 56 0 137
2025 Future Build with Improvement
A (9.5) SB Approach
LT TR LR
A (6.5) A (0.0) A (9.5)
C (22.1) A (0.0)
Available Storage (ft) TWLTL FULL FULL
95th% Queue (ft) 16 0 18
Max Queue (ft) 74 0 72
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 31
Table 5.7 - LOS and Queueing S Seabreeze Road and Site Access 1
Scenario LOS of Worst Approach Eastbound Westbound Southbound
PM Peak Hour
2024 Future Build
A (9.2) SB Approach
LT TR LR
A (5.5) A (0.0) A (9.2)
C (22.1) A (0.0)
Available Storage (ft) FULL FULL FULL
95th% Queue (ft) 13 0 17
Max Queue (ft) 31 0 76
2024 Future Build with Improvement
A (9.2) SB Approach
LT TR LR
A (5.5) A (0.0) A (9.4)
C (22.1) A (0.0)
Available Storage (ft) TWLTL FULL FULL
95th% Queue (ft) 13 0 18
Max Queue (ft) 0 0 56
2025 Future Build
A (9.2) SB Approach
TR TR T
A (5.5) A (0.0) A (9.2)
C (23.2) A (0.0)
Available Storage (ft) FULL FULL FULL
95th% Queue (ft) 13 0 18
Max Queue (ft) 127 0 78
2025 Future Build with Improvement
A (9.2) SB Approach
TR TR T
A (5.5) A (0.0) A (9.2)
C (23.2) A (0.0)
Available Storage (ft) TWLTL FULL FULL
95th% Queue (ft) 13 0 18
Max Queue (ft) 94 0 74
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 32
N Seabreeze Road at Site Access 2 (unsignalized)
Under 2024 and 2025 build conditions, the northbound approach is expected to operate at LOS A in the AM and PM peak hours. The need for left- and right-turn lanes was reviewed based on
the NCDOT Policy on Street and Driveway Access to North Carolina Highways. Based on projected volumes, auxiliary lanes were not warranted. No turn lanes are warranted since this road is expected to have less than 4,000 vehicles per day. The site access should be designed in accordance with applicable NCDOT standards. No other improvements are recommended.
Table 5.8 - LOS and Queueing N Seabreeze Road and Site Access 2
Scenario LOS of Worst Approach Eastbound Westbound Northbound
AM Peak Hour
2024 Future Build
A (9.4) NB Approach
LT TR LR
A (0.0) A (0.0) A (9.4)
B (19.2) A (0.0)
Available Storage (ft) FULL FULL FULL
95th% Queue (ft) 0 0 13
Max Queue (ft) 0 24 78
2025 Future Build
A (9.4) NB Approach
LT TR LR
A (0.0) A (3.3) A (9.4)
C (22.1) A (0.0)
Available Storage (ft) FULL FULL FULL
95th% Queue (ft) 0 0 13
Max Queue (ft) 0 0 78
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 33
Table 5.9 - LOS and Queueing N Seabreeze Road and Site Access 2
Scenario LOS of Worst Approach Eastbound Westbound Northbound
PM Peak Hour
2024 Future Build
A (9.3) NB Approach
LT TR LR
A (0.0) A (3.7) A (9.3)
C (22.1) A (0.0)
Available Storage (ft) FULL FULL FULL
95th% Queue (ft) 0 0 10
Max Queue (ft) 0 0 55
2025 Future Build
A (9.3) NB Approach
TR TR T
A (0.0) A (3.7) A (9.3)
C (23.2) A (0.0)
Available Storage (ft) FULL FULL FULL
95th% Queue (ft) 0 0 13
Max Queue (ft) 0 0 78
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
.
6/15/2023 220284 Seabreeze Village 34
6.0 Summary and Conclusion The proposed Seabreeze Village development is located east of US 421 (Carolina Beach Road) between S Seabreeze Road and N Seabreeze Road in New Hanover County, NC. The proposed project is expected to be built in two phases. Phase 1 will consist of up to 6,100 square feet of convenience store with 12 vehicle fuel pumps and a 5,000-square foot fast food restaurant with drive-thru. Phase 2 is currently assumed to consist of up to 7,200 square feet of retail space, 5,000 square feet of small office, and 5,000 square feet of medical office. Two full movement
access points are proposed, one on S Seabreeze Road and one on N Seabreeze Road. The expected build-out year for this development is 2024 for Phase 1 and 2025 for Phase 2. Information regarding the property was provided by SOCOL, LLC.
The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with the Wilmington Metropolitan Planning Organization (WMPO) and North Carolina Department of
Transportation (NCDOT). This site has a full build trip generation potential of 7,323 daily trips, 389 net trips in the AM peak hour, and 284 net trips in the PM peak hour.
In conclusion, this study has determined the potential traffic impacts of this development. Improvements are recommended to accommodate the impacts of new development traffic. Table 6.1 summarizes the recommended improvements, which are also reflected in Figure 10. With the recommended improvements in place, the anticipated transportation impacts of the proposed development can be accommodated.
Table 6.1 – Recommended Improvements
INTERSECTION RECOMMENDATIONS
US 421 and S Seabreeze Road
• Install a two-way left-turn lane from the
westbound approach to US 421 and S Seabreeze
Road to Site Access 1 on S Seabreeze Road.
(Phase I)
• Optimize signal timing. (Phase I)
US 421 and N Seabreeze Road • No improvements recommended.
S Seabreeze Road and Site Access 1
• Install a two-way left-turn lane from the
westbound approach to US 421 and S Seabreeze
Road to Site Access 1 on S Seabreeze Road.
(Phase I)
• Design site access to NCDOT and local
standards.
N Seabreeze Road and Site Access 2
• Design site access to NCDOT and local
standards.
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended onlyfor the specific purpose and client for which it was prepared. Reuse of, or improper relianceon, this document by others without written authorization and adaptation by DAVENPORT,
shall be without liability to DAVENPORT, and shall be a violation of the agreement betweenDAVENPORT and the client.
FIGURE 10 RECOMMENDED IMPROVEMENTS
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
15
0
'
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
30
0
'
10
0
'
30
0
'
30
0
'
25'
SIGNAL
TWLTLTWLTL
Design site accesses and
connections in accordance with
NCDOT and local standards
Si
t
e
A
c
c
e
s
s
2
Si
t
e
A
c
c
e
s
s
1
Add two-way left-turn lane from
site access to US 421 signal
TWLTL
Opitimize signal
timing