HomeMy WebLinkAboutTIA - 12-16-2025 - with NoteTRANSPORTATION
IMPACT ANALYSIS
Prepared for:
Copper Builders
Project # 232029
Castle Hayne, New Hanover Co., NC
Original Submittal: October 15, 2025
Revision 1: November 11, 2025 Revision 2: December 16, 2025
Hilton Bluffs
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
Home Office: Serving the Southeast since 2002
119 Brookstown Ave. Suite PH1 NC License: C-2522
Winston-Salem, NC 27101
Main: 336.744.1636; Fax: 336.458.9377
Transportation Impact Analysis
Hilton Bluffs
Castle Hayne, New Hanover County, NC
Prepared for Copper Builders
Original Submittal: October 15, 2025
LOS Tables Updated: November 11, 2025
Phase 3 Improvement Update at Roundabout: December 16, 2025
Analysis and Graphics by: Erin M. Govea, PE
John Davenport, III, EI
Clayton Cole
Reviewed by: Donald R. Bennett, PE
Erin M. Govea, PE
Sealed by: Erin M. Govea, PE
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.
SEAL
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025
12/16/2025 232029 Hilton Bluffs i
EXECUTIVE SUMMARY
Introduction
The Hilton Bluffs proposed development is located on over 4,000 acres of land west of Castle Hayne
Road off Sledge Road in Castle Hayne, New Hanover County, NC. DAVENPORT was retained to
determine the potential traffic impact of this development and to identify transportation improvements
that may be required to accommodate the new traffic. Information regarding the property was provided
by Copper Builders.
TIA Methodology
This Transportation Impact Analysis (TIA) was developed and prepared based on the scope agreed
upon with the Wilmington Metropolitan Planning Organization (WMPO) and North Carolina Department
of Transportation (NCDOT). It complies with all NCDOT and WMPO technical requirements and
supplementary guidance. In accordance with the local process, all parameters requiring the exercise
of engineering judgement were submitted for concurrence from the reviewing agencies.
Mitigation measures have been proposed to address impacts attributable to the development, as
required by the NCDOT Policy on Street and Driveway Access to North Carolina Highways.
Any revisions made to the proposed land use or site driveway(s) may require a revised Traffic Impact
Analysis to be submitted for review by the NCDOT, WMPO, and New Hanover County. Any previous
approvals would become null and void.
Site Description and Trip Generation
Hilton Bluffs will consist of single-family detached homes, some of which will be age restricted. This
development site is zoned as Rural Agricultural (RA). Based on New Hanover County zoning, this site
can be developed at one residential unit per acre, which creates a “by-right” land use and associated
trips. Current zoning and total available acreage allows for the by-right development of the site, with
up to 4,085 units, absent environmental factors that limit buildable area, such as wetlands or
topography. Two access points to Castle Hayne Road are proposed – one via Sledge Road and one
via Marathon Avenue.
The analysis is divided into four phases, as summarized in Table A. Phase 1 has 98 units with a build
out year of 2026, Phase 2 has 700 units with a build out year of 2029, Phase 3 has 2,100 units with a
build out year of 2034, and Phase 4 (Full Build) has up to 4,085 units with a build out year of 2044.
Table A - ITE 11th Edition Trip Generation for Hilton Bluffs Development
Average Weekday Site Volumes Daily AM Peak Hour PM Peak Hour ITE Land Use Code Homes
Phase 1 (2026)
210, Single-Family Detached
Housing 98 990 73 98
Phase 1 + Phase 2 (2029)
210, Single-Family Detached
Housing 490 4,354 316 443
251, Senior Adult Housing –
Single Family 210 1,113 68 79
Phases 1+2 Subtotal 700 5,467 384 522
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs ii
Phase 1 + Phase 2 + Phase 3 (2034)
210, Single-Family Detached
Housing 1,470 11,963 860 1,243
251, Senior Adult Housing –
Single Family 630 2,832 157 186
Phases 1+2+3 Subtotal 2,100 14,795 1,017 1,429
Full Build (By-Right Development) (2044)
210, Single-Family Detached
Housing 2,860 22,068 1,575 2,324
251, Senior Adult Housing –
Single Family 1,225 4,985 261 313
Full Build Subtotal 4,085 27,053 1,836 2,637
Total Trips 27,053 1,836 2,637
Analysis Summary
Phase 1, with only 98 dwelling units, will generate fewer than 100 peak hour trips or 1,000 daily trips,
which is the threshold for requiring a TIA. Based on the subsequent analysis, Phase 1 can be
constructed with turn lanes at Sledge Road (the site drive) and no further immediate improvements,
as shown in Table B.
Phase 2 is analyzed with a total of 700 dwelling units and a secondary access point that will connect
the development to Castle Hayne Road via Marathon Avenue. The analysis shows that two of the
study intersections will require turn lane improvements to accommodate the increase in traffic, as
shown in Table C.
The 2,100 dwelling units analyzed in Phase 3 reflect the estimated maximum development density for
the site based on a current understanding of the site’s environmental constraints, including topography
and wetland areas. Mitigations required to return intersection delays to NCDOT-acceptable levels are
shown in Table D. The improvements on Castle Hayne Road include installing a clustered traffic
control signal at Sledge Road and McDougald Drive, installing a traffic control signal at Marathon
Avenue, and constructing additional lanes and a northbound bypass road at the existing roundabout
at North College Road.
Phase 4, or Full Build, represents the maximum 4,085 dwelling units based on the “by-right” density
allowable for this site under current zoning regulations. This analysis does not indicate that
constructing over 4,000 units is feasible but focuses on the capacity demand of the development at
full build. The mitigations to bring traffic delays within required levels are shown in Table E.
Recommendations
For any project undergoing the TIA process, whether by-right or requesting zoning modifications, the
project is required to address deficiencies in capacity. Improvements are recommended that will return
intersections to a capacity matching the prior level within acceptable levels of impact as allowed by
NCDOT standards. It should be noted that some mitigation measures proposed by the TIA may over
address project impacts.
This TIA provides mitigations that address the increase in traffic delay caused by the Hilton Bluffs
development as compared to the future no build conditions. The results of the Future Build with
Improvements analyses reduce intersection delays to within required levels. Should the identified
improvements prove unfeasible or encounter restrictions beyond the control of the owner, the design
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs iii
team must coordinate with NCDOT to provide alternative improvements that ensure safe and
reasonable access to the property per NCDOT requirements.
Required improvements should be constructed to comply with applicable NCDOT Policy on Street and
Driveway Access to North Carolina Highways and local standards. Appropriate full width deceleration
and taper should be provided for each storage lane; receiving lanes should be constructed of sufficient
length for merging. The phase colors listed in each table match those in Figures A-D with green
representing improvements committed by others.
Conclusion
This TIA was performed according to state and local standards. It provides the results of the analysis
for each future phase of the Hilton Bluffs development. Improvements have been proposed that will
mitigate the impact of future traffic in accordance with NCDOT and WMPO policies. While effort has
been made to ensure that these improvements are constructable, influences like available right-of-
way or other physical restrictions may impact the opportunity for these improvements to be built as
proposed.
Final unit count and intensity will be determined after a full site survey and environmental assessment
is conducted during the civil design stage that considers multiple other requirements in addition to
traffic capacity and operations, such as open space requirements, roadway design, stormwater
management, utilities, setbacks, and other zoning and permitting restrictions. Should the final site
design indicate a change in trips from those represented in the approved TIA, the NCDOT and the
WMPO will review the change and determine if a TIA update is required prior to issuing final permits.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs iv
Table B – Phase 1 Recommended Improvements
INTERSECTION 2026 RECOMMENDATIONS (blue)
2 Eastbound I-140 Ramps
and Castle Hayne Road
Committed improvements will be adequate to
accommodate future traffic volumes. No developer
improvements recommended.
3 Westbound I-140 Ramps
and Castle Hayne Road
Committed improvements will be adequate to
accommodate future traffic volumes. No developer
improvements recommended.
4 Castle Hayne Road and
Sledge Road (Site Access)
Construct a northbound left turn lane with 100 feet of
storage.
Construct an eastbound approach with a full-length
left turn lane and an exclusive right turn lane with 100
feet of storage.
Provide stop control for eastbound approach.
8
Castle Hayne Road and
Holly Shelter Road/
Gas Station Driveway
Committed improvements will be adequate to
accommodate future traffic volumes. No developer
improvements recommended.
Table C – Phase 2 Recommended Improvements
INTERSECTION 2029 RECOMMENDATIONS (orange)
1
Castle Hayne Road and
Riverside Drive/
N Kerr Avenue
Restripe the westbound full length left turn lane as a
storage bay with 450 feet.
Realign and extend the right turn lane to provide full
storage.
6
Castle Hayne Road and
Marathon Avenue
(Secondary Site Access)
Construct an exclusive eastbound right turn lane with
75 feet of storage.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs v
Table D – Phase 3 Recommended Improvements
INTERSECTION 2034 RECOMMENDATIONS (pink)
1
Castle Hayne Road and
Riverside Drive/
N Kerr Avenue
Construct an exclusive northbound right turn lane
with 100 feet of storage.
Add overlap phase and adjust signal timing.
2 Eastbound I-140 Ramps
and Castle Hayne Road
Committed improvements will be adequate to
accommodate future traffic volumes. No developer
improvements recommended.
3
Westbound I-140 Ramps/
Centennial Drive and
Castle Hayne Road
Committed improvements will be adequate to
accommodate future traffic volumes. No developer
improvements recommended.
4 Castle Hayne Road and
Sledge Road (Site Access)
Install a traffic control signal.
Construct a full-length southbound right turn lane.
Construct dual northbound left turns with 425 feet of
storage with a westbound receiving lane.
Construct the eastbound approach to consist of a
175-foot left turn lane, a full-length right turn lane,
and a second right turn lane with 225 feet of storage
with a southbound receiving lane.
5 Castle Hayne Road and
McDougald Drive
Install a traffic control signal.
Construct a northbound left turn lane with full-length
storage.
6
Castle Hayne Road and
Marathon Avenue
(Secondary Site Access)
Install a traffic control signal.
7
Castle Hayne Road and
N College Road and
Garden Place Drive
Construct northbound Castle Hayne Road right turn
slip lane to exit onto N College Road with 100 feet of
storage and receiving lane on N College Road.
Construct second lane on southbound Castle Hayne
Road with 100 feet of storage.
Provide second circulating lane on the west side of
the roundabout.
Redirect N College Road traffic to northbound Castle
Hayne Road via the proposed bypass lane.
8
Castle Hayne Road and
Holly Shelter Road/
Gas Station Driveway
Restripe the east leg to allow for a 75-foot westbound
left turn lane and a shared through/right-turn lane.
Remove split phasing and adjust signal timing.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs vi
Table E – Full Build (Phase 4) Recommended Improvements
INTERSECTION 2044 RECOMMENDATIONS (purple)
1
Castle Hayne Road and
Riverside Drive/
N Kerr Avenue
Construct second westbound right turn lane with 350
feet of storage.
Construct northbound receiving lane.
2 Eastbound I-140 Ramps
and Castle Hayne Road
Adjust signal timing in conjunction with coordinated
westbound ramps.
3
Westbound I-140 Ramps/
Centennial Drive and
Castle Hayne Road
Construct second southbound left turn lane with 400
feet of storage for each lane.
Construct an eastbound receiving lane.
Adjust signal timing.
4 Castle Hayne Road and
Sledge Road (Site Access)
Extend the eastbound right turn lane to 325 feet of
storage.
Extend the northbound dual left turn lanes to 650 feet
of storage.
Construct a second northbound and southbound
through lane.
5 Castle Hayne Road and
McDougald Drive
Construct a second northbound and southbound
through lane.
8
Castle Hayne Road and
Holly Shelter Road/
Gas Station Driveway
Construct second westbound left turn lane with 400
feet of storage for each lane.
Construct a southbound receiving lane.
Adjust signal timing.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED BY OTHERS
BLUE = PHASE 1 PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document, together with the concepts and designs presented herein, is intended only for the
specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this
document by others without written authorization and adaptation by DAVENPORT, shall be without
liability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE A
2026 PHASE 1
RECOMMENDED
IMPROVEMENTS
** A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB
On Ramp
I-140 WB
Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
North Kerr AvenueRiverside Drive
ROUNDABOUT
Garden Place Drive Exit to N College Road
Holly Shelter RoadCircle K Gas Station
10
0
'
125'
125''
175'
20
0
'
20
0
'
TWO-WAY LEFT-TURN
LANE
17
5
'
25
0
'
225'
350'
17
5
'
300'
175'
25
0
'
17
5
'
20
0
'
15
0
'
17
5
'
10
0
'
FULL
SPEED
LIMIT
45
SPEED
LIMIT
25
9,
8
7
5
'
(1
.
9
m
i
)
1,
1
5
0
'
2,
7
5
0
'
(0
.
5
m
i
)
7,
7
2
5
'
(1
.
5
m
i
)
2,
6
0
0
'
(0
.
5
m
i
)
2,
0
7
5
'
(0
.
4
m
i
)
Future Development
Access
LEFT-IN / RIGHT-IN /
RIGHT-OUT
FULL
10
0
'
FULL
150'
200'
20
0
'
100' IPS
IPS = INTERNAL
PROTECTED STEM
Sledge Road
(Main Site Access)
Marathon Avenue
(Future Secondary Site Access)
Parmele Road
Chair Road
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
125'
100'
10
0
'
50'
15
0
'
FULL
Background Development: Circle K, 2026
Background Development: Moore's Crossing
2026 - adjust signal phasing and timing
McDougald Drive
75'
Background Development: Blue Clay Industrial, 2026
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED BY OTHERS
BLUE = PHASE 1 PROPOSED
ORANGE = PHASE 2 PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document, together with the concepts and designs presented herein, is intended only for the
specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this
document by others without written authorization and adaptation by DAVENPORT, shall be without
liability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE B
2029 PHASE 2
RECOMMENDED
IMPROVEMENTS
** A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB
On Ramp
I-140 WB
Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
North Kerr AvenueRiverside Drive
ROUNDABOUT
Garden Place Drive Exit to N College Road
Holly Shelter RoadCircle K Gas Station
10
0
'
FULL
200'
175'
20
0
'
20
0
'
TWO-WAY LEFT-TURN
LANE
17
5
'
25
0
'
225'
350'
17
5
'
300'
175'
25
0
'
17
5
'
20
0
'
15
0
'
17
5
'
10
0
'
FULL
SPEED
LIMIT
45
SPEED
LIMIT
25
9,
8
7
5
'
(1
.
9
m
i
)
1,
1
5
0
'
2,
7
5
0
'
(0
.
5
m
i
)
7,
7
2
5
'
(1
.
5
m
i
)
2,
6
0
0
'
(0
.
5
m
i
)
2,
0
7
5
'
(0
.
4
m
i
)
Future Development
Access
LEFT-IN / RIGHT-IN /
RIGHT-OUT
450'
10
0
'
FULL
150'
200'
20
0
'
100' IPS
IPS = INTERNAL
PROTECTED STEM
Sledge Road
(Main Site Access)
Marathon Avenue
(Secondary Site Access)
Parmele Road
Chair Road
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
125'
100'
10
0
'
50'
15
0
'
75'
FULL
Background Development: Circle K, 2026
Background Development: Blue Clay Industrial, 2026
Background Development: Moore's Crossing
2026 - adjust signal phasing and timing
McDougald Drive
75'
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED BY OTHERS
BLUE = PHASE 1 PROPOSED
ORANGE = PHASE 2 PROPOSED
PINK = PHASE 3 PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
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 agreementbetweenDAVENPORT and the client.
FIGURE C
2034 PHASE 3
RECOMMENDED
IMPROVEMENTS
** A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT
Congestion ManagementGuidelines.
I-140 EB
On Ramp
I-140 WB
Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
North Kerr AvenueRiverside Drive
ROUNDABOUT
Garden Place Drive
Bowman Drive
Holly Shelter RoadCircle K Gas Station
10
0
'
FULL
200'
175'
20
0
'
20
0
'
TWO-WAY LEFT-TURN
LANE
17
5
'
25
0
'
225'
350'
17
5
'
300'
175'
25
0
'
17
5
'
20
0
'
15
0
'
FU
L
L
10
0
'
FULL
SPEED
LIMIT
45
SPEED
LIMIT
25
9,
8
7
5
'
(1
.
9
m
i
)
1,
1
5
0
'
2,
7
5
0
'
(0
.
5
m
i
)
7,
7
2
5
'
(1
.
5
m
i
)
2,
6
0
0
'
(0
.
5
m
i
)
2,
0
7
5
'
(0
.
4
m
i
)
Future Development
Access
LEFT-IN / RIGHT-IN /
RIGHT-OUT
450'
10
0
'
FULL
150'
200'
20
0
'
100' IPS
IPS = INTERNAL
PROTECTED STEM
Sledge Road
(Main Site Access)
Marathon Avenue
(Secondary Site Access)
Parmele Road
Chair Road
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
125'
FULL
10
0
'
42
5
'
50'
15
0
'
75'
FULL
Adjust signal timing.
Background Development: Circle K, 2026
Background Development: Blue Clay Industrial
2034 - optimize signal
Background Development: Moore's Crossing
2026 - adjust signal phasing and timing
& Blue Clay Industrial
2034 - optimize signal
10
0
'
10
0
'
McDougald Drive
Background Development:
Blue Clay Industrial
2034 - optimize signal
Restripe approach. Remove split phase. Adjust signal timing.
75'
Slip lane
exits at N
College
Road
Sufficient receiving lane for merge
FU
L
L
175'
225'
42
5
'
FU
L
L
Extend existing roadway to connect to North College Road for northbound roundabout bypass.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED BY OTHERS
BLUE = PHASE 1 PROPOSED
ORANGE = PHASE 2 PROPOSED
PINK = PHASE 3 PROPOSED
PURPLE = FULL BUILD PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
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 agreementbetweenDAVENPORT and the client.
FIGURE D
FULL BUILD
RECOMMENDED
IMPROVEMENTS
** A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT
Congestion ManagementGuidelines.
I-140 EB
On Ramp
I-140 WB
Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
North Kerr AvenueRiverside Drive
ROUNDABOUT
Garden Place Drive
Holly Shelter RoadCircle K Gas Station
10
0
'
FULL
200'
175'
20
0
'
20
0
'
TWO-WAY LEFT-TURN
LANE
17
5
'
25
0
'
225'
350'
40
0
'
17
5
'
300'
175'
25
0
'
17
5
'
20
0
'
15
0
'
FU
L
L
400'
10
0
'
FULL
SPEED
LIMIT
45
SPEED
LIMIT
25
9,
8
7
5
'
(1
.
9
m
i
)
1,
1
5
0
'
2,
7
5
0
'
(0
.
5
m
i
)
7,
7
2
5
'
(1
.
5
m
i
)
2,
6
0
0
'
(0
.
5
m
i
)
2,
0
7
5
'
(0
.
4
m
i
)
Future Development
Access
LEFT-IN / RIGHT-IN /
RIGHT-OUT
450'
10
0
'
FULL
150'
200'
20
0
'
100' IPS
IPS = INTERNAL
PROTECTED STEM
Sledge Road
(Main Site Access)
Marathon Avenue
(Secondary Site Access)
Parmele Road
Chair Road
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
125'
10
0
'
50'
15
0
'
75'
FULL
350'
40
0
'
Adjust signal timing.
Background Development: Circle K, 2026
Background Development: Blue Clay Industrial
2034 - optimize signal
Background Development: Moore's Crossing
2026 - adjust signal phasing and timing
& Blue Clay Industrial
2034 - optimize signal
10
0
'
McDougald Drive
Background Development:
Blue Clay Industrial
2034 - optimize signal
Restripe approach. Remove split phase. Adjust signal timing.
Adjust signal timing.
400'
Adjust signal timing in conjunction with coordinated system.
Adjust signal timing.
Sufficient receiving lane for merge
Sufficient receiving lane for merge
Sufficient receiving lane for merge
10
0
'
Slip lane
exits at N
College
Road
FU
L
L
FULL
175'
325'65
0
'
65
0
'
FU
L
L
Bowman Drive
Sufficient receiving lane for merge
Extend existing roadway to connect to North College Road for northbound roundabout bypass.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs xi
Table of Contents
EXECUTIVE SUMMARY ............................................................................................................................... i
Figure A: 2026 Recommendations ...................................................................................... vii
Figure B: 2029 Recommendations .................................................................................... viii
Figure C: 2034 Recommendations ....................................................................................... ix
Figure D: 2044 Recommendations ........................................................................................ x
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 .................................................................................................... 6
2.3 Site Access Crash History Summary .............................................................................. 6
Figure 3 – Existing Lane Geometry ....................................................................................... 7
Figure 4 – Existing Traffic Volumes ....................................................................................... 8
4.0 Methodology ........................................................................................................................................ 9
4.1 Base Assumptions and Standards .................................................................................. 9
4.2 Level of Service Evaluation Criteria ................................................................................ 9
4.3 Queueing Evaluation ....................................................................................................... 10
4.4 Auxiliary Turn Lanes ........................................................................................................ 10
5.0 Future Conditions ............................................................................................................................. 11
5.1 Approved Developments ................................................................................................. 11
5.2 Committed Improvements ............................................................................................... 11
5.3 Future No Build Volumes ................................................................................................ 12
Figure 5A – 2026 Future No Build Volumes ....................................................................... 13
Figure 5B – 2029 Future No Build Volumes ....................................................................... 14
Figure 5C – 2034 Future No Build Volumes ....................................................................... 15
Figure 5D – 2044 Future No Build Volumes ....................................................................... 16
5.4 Trip Generation ................................................................................................................. 17
5.5 Trip Distribution and Assignment ................................................................................... 18
5.6 Future Build Volumes ...................................................................................................... 18
Figure 6A – Trip Distribution (Phase 1) ............................................................................... 19
Figure 6B – Trip Distribution (Phase 2) ............................................................................... 20
Figure 6C – Trip Distribution (Phase 3) ............................................................................... 21
Figure 6D – Trip Distribution (Full Build) ............................................................................. 22
Figure 7A – 2026 Site Trips (Phase 1) ................................................................................ 23
Figure 7B – 2029 Site Trips (Phase 2) ................................................................................ 24
Figure 7C – 2034 Site Trips (Phase 3) ................................................................................ 25
Figure 7D – 2044 Site Trips (Full Build) .............................................................................. 26
Figure 8A – 2026 Future Phase 1 Build Volumes ............................................................. 27
Figure 8B – 2029 Future Phase 2 Build Volumes ............................................................. 28
Figure 8C – 2034 Future Phase 3 Build Volumes ............................................................. 29
Figure 8D – 2044 Future Full Build Volumes ..................................................................... 30
6.0 Capacity Analysis ............................................................................................................................. 31
6.1 Existing and Phase 1 Level of Service and Queueing Results ................................. 31
6.2 Phase 2 Level of Service and Queueing Results ........................................................ 40
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12/16/2025 232029 Hilton Bluffs xii
6.3 Phase 3 Level of Service and Queueing Results ........................................................ 48
6.4 Full Build (Phase 4) Level of Service and Queueing Results ................................... 57
7.0 Internal Protected Stem.................................................................................................................... 65
8.0 Summary and Conclusion ............................................................................................................... 66
Figure 9A – 2026 Recommended Improvements .............................................................. 70
Figure 9B – 2029 Recommended Improvements .............................................................. 71
Figure 9C – 2034 Recommended Improvements ............................................................. 72
Figure 9D – 2035 Recommended Improvements ............................................................. 73
Appendix .................................................................................................................................................... 74
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 1
1.0 Introduction
The Hilton Bluffs proposed development is located west of Castle Hayne Road off Sledge Road in
Castle Hayne, New Hanover County, NC. It will consist of single-family detached homes, some of
which will be age restricted. The TIA will study four phases. Two access points to Castle Hayne Road
are proposed - one via Sledge Road and one via Marathon Avenue. The expected full build-out year
for this development is 2044. Information regarding the property was provided by Copper Builders.
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. NC 133 (Castle Hayne Road) and SR 1175 (Riverside Drive/North Kerr Avenue)
2. Eastbound I-140 Ramps and NC 133 (Castle Hayne Road)
3. Westbound I-140 Ramps/Centennial Drive and NC 133 (Castle Hayne Road)
4. NC 133 (Castle Hayne Road) and Sledge Road (Future Site Access 1)
5. NC 133 (Castle Hayne Road) and SR 2106 (McDougald Drive)
6. NC 133 (Castle Hayne Road) and SR 1337 (Marathon Avenue), (Future Site Access 2)
7. NC 133 (Castle Hayne Road) and US 117/NC 132 (North College Road)
8. NC 133 (Castle Hayne Road) and SR 1002 (Holly Shelter Road)
These intersections were analyzed during the AM and PM peaks for the following conditions:
i. 2024 Existing
ii. 2026 Future No Build
iii. 2026 Future Phase 1 Build
iv. 2026 Future Phase 1 Build + Improvements
v. 2029 Future No Build
vi. 2029 Future Phase 2 Build
vii. 2029 Future Phase 2 Build + Improvements
viii. 2034 Future No Build
ix. 2034 Future Phase 3 Build
x. 2034 Future Phase 3 Build + Improvements
xi. 2044 Future No Build
xii. 2044 Future Full Build
xiii. 2044 Future Full Build + Improvements
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.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
FIGURE 1
CONCEPTUAL SITE PLAN
Hilton Bluffs Development
Project Number 232029
Note: Construction
phasing differs
from TIA phasing
SECONDARY ENTRANCE
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
FIGURE 2A
SITE LOCATION MAP
Hilton Bluffs Development
Project Number 232029
N
SECONDARY ENTRANCE
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
FIGURE 2B
VICINITY MAP
SITE INDICATOR
PROPOSED STUDY INTERSECTION
2
1
3
Holly Shelter Road
6
7
8
4
5
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 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. Assumed speed limits are included for purposes of the analysis.
Table 2.1 - Street Inventory
Facility Name Route #
2023
AADT
(vpd)
Typical
Cross
Section
Pavement
Width
Speed
Limit
(MPH)
Maintained
By
I-140 I-140 24,000 to
27,500
4-lane
divided
12-foot
lanes 70 NCDOT
I-140 EB Off Ramp 80005798065 4,200 Single lane
ramp
18-foot
lane 35^ NCDOT
I-140 EB On Ramp 80005799065 3,500 Single lane
ramp
16-foot
lane
Not posted
35
assumed
NCDOT
I-140 WB Off Ramp 80005796065 3,400 Single lane
ramp
18-foot
lane 35^ NCDOT
I-140 WB On Ramp 80005797065 3,900 Single lane
ramp
16-foot
lane 25 NCDOT
Castle Hayne Road NC 133
11,500
(north of
Sledge
Road)*
Varies 2-lane
undivided to
5-lane with
TWLTL
11- to 12-
foot lanes 45 NCDOT
North College Road US 117/
NC 132 9,100 2-lane
undivided
12-foot
lanes 45 NCDOT
Holly Shelter Road SR 1002 11,500 2-lane
undivided
12-foot
lanes 45 NCDOT
North Kerr Avenue SR 1322 9,600 2-lane
undivided
12-foot
lanes 45 NCDOT
Marathon Avenue SR 1337 1,000 2-lane
undivided
9-foot
lanes 45 NCDOT
Garden Place Drive SR 1382 Not
reported
2-lane
undivided
10-foot
lanes
Not posted
35
assumed
NCDOT
McDougald Drive SR 2106 Not
reported
2-lane
undivided
10- to 11-
foot lanes 35 NCDOT
Riverside Drive N/A Not
reported
2-lane
undivided 30 feet 25 Private
Centennial Drive N/A Not
reported
2-lane
undivided
12-foot
lanes 25^ Private
Sledge Road** N/A N/A 2-lane
undivided N/A 35
proposed Private
*16,500 vpd at north end of study area and 19,000 vpd at south end of study area
**Currently a gated dirt road, to be constructed during build years
^Speed taken from NCDOT signal plans
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 6
2.2 Existing Traffic Volumes
Turning movement counts for this project were collected by True Direction Traffic Services Inc. when
schools were in session and after the Cape Fear Memorial Bridge reopened to traffic. 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. 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. The study area peak hours started at 7:15 AM and at 4:15 PM. Traffic count data are
provided in the Appendix.
Table 2.2 - Traffic Volume Data
Intersection
# Count Location Date Taken Hours
1 NC 133 and SR 1175 (Riverside Drive/
North Kerr Ave) (signalized)
Thursday,
January 9, 2025 7-9 AM, 4-6 PM
2 NC 133 and EB I-140 Ramps (signalized) Wednesday,
May 15, 2024 7-9 AM, 4-6 PM
3 NC 133 and WB I-140 Ramps/ Centennial
Drive (signalized)
Wednesday,
May 15, 2024 7-9 AM, 4-6 PM
4 NC 133 and Sledge Road (unsignalized) Wednesday,
May 15, 2024 6 AM – 7 PM
5 NC 133 and SR 2106 (McDougald Drive)
(unsignalized)
Wednesday,
May 15, 2024 6 AM – 7 PM
6 NC 133 and SR 1337 (Marathon Avenue)
(unsignalized)
Thursday,
January 9, 2025 7-9 AM, 4-6 PM
7 NC 133 and US 117/NC 132 (North College
Road) (roundabout)
Thursday,
January 9, 2025 7-9 AM, 4-6 PM
8 NC 133 and SR 1002 (Holly Shelter Road)
(signalized)
*Thursday,
January 9, 2025 7-9 AM, 4-6 PM
8 NC 133 and Gas Station Driveway *Wednesday,
May 26, 2021 7-9 AM, 1:30-6 PM
*Gas Station Driveway counts used from earlier year, since it was closed during January 2025 count.
2.3 Site Access Crash History Summary
A summary of crashes along Castle Hayne Road between 2019 and 2023 was pulled from readily
available GIS-based information on NCDOT’s website. In the vicinity of the site access points, eight
property-damage only crashes occurred at the McDougald Drive intersection with six of those being
rear ends. No collisions are recorded at Sledge Road or Marathon Avenue. South of Sledge Road,
there was one alcohol-related serious injury crash in November 2019 with one unbelted, speeding
driver heading north in the rain who struck a fixed object.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document,together with the concepts and designs presented herein,is intended only for the
specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this
document by others without written authorization and adaptation by DAVENPORT,shall be without
liability to DAVENPORT,and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 3
EXISTING LANE
GEOMETRY
**A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB
On Ramp
Sledge Road
I-140 WB
Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
Marathon Avenue
North Kerr AvenueRiversideDrive
ROUNDABOUT
Garden Place Drive Exit to N College Road
Holly Shelter Road
McDougald Drive
Circle K Gas Station
10
0
'
125'125'20
0
'
20
0
'
TWO-WAY LEFT-TURN
LANE
2021 AADT
VOLUMESXXXX
16
,
0
0
0
17
5
'
25
0
'
225'
225'
27
5
'
17
5
'
300'
175'
25
0
'
17
5
'
20
0
'
15
0
'
17
5
'
75'
10
0
'
FULL
13
,
5
0
0
11
,
5
0
0
9,600
19
,
0
0
0
3,500
4,200
3,400
3,900
1,000
11
,
5
0
0
11,500
16
,
5
0
0
SPEED
LIMIT
45
SPEED
LIMIT
45
SPEED
LIMIT
35
SPEED
LIMIT
45
SPEED
LIMIT
25
SPEED
LIMIT
45
SPEED
LIMIT
45
SPEED
LIMIT
25
SPEED
LIMIT
45
SPEED
LIMIT
25
SPEED
LIMIT
45
SPEED
LIMIT
45
SPEED
LIMIT
45
9,
8
7
5
'
1,
1
5
0
'
2,
7
5
0
'
22
5
'
7,
5
0
0
'
2,
6
0
0
'
2,
0
7
5
'
FULL
Parmele Road
Chair Road
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
Figure 4 2024 Existing Traffic Volumes
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document,together with the concepts and designs presented herein,is intended only for the
specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this
document by others without written authorization and adaptation by DAVENPORT,shall be without
liability to DAVENPORT,and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 4 2024
EXISTING TRAFFIC
VOLUMES
AM / PM PEAKS
**A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
Marathon Avenue
North Kerr AvenueRiversideDrive
84
/
5
6
28
/
1
1
8
32
0
/
6
0
7
61 / 83
53 / 113
51 / 51
148 / 300
167 / 179
31 / 9229
/
3
4
19
7
/
1
4
6
65
6
/
5
7
1
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
17
2
/
1
8
8
40
8
/
6
0
9
220 / 134
207 / 158
79
/
1
3
2
52
1
/
5
8
5
12
9
/
1
7
4
96
/
8
40
3
/
5
6
1
12 / 133
12 / 20
4 / 30
68 / 59
184 / 202
117 / 417
/
4
22
1
/
2
1
0
40
4
/
3
8
2
0
/
0
38
2
/
6
5
5
0 / 0
0 / 0
0
/
0
58
6
/
4
7
4
4
/
1
6
37
8
/
6
3
9
16 / 12
5 / 4
4
/
1
2
57
0
/
4
6
2
McDougald Drive
8
/
4
2
26
6
/
5
5
1
32 / 26
20 / 16
11
/
1
3
50
1
/
3
3
7
99
/
6
7
24
0
/
4
2
5
4
/
4
4 / 4
4 / 4
4 / 4
4
/
9
43
7
/
2
4
5
36
1
/
3
8
7
Circle K Gas Station
27
5
/
1
3
0
4
/
4
22
9
/
6
6
2
7 / 4
4 / 10
20 / 21
101 / 321
288 / 216
14 / 1720
/
1
3
29
4
/
1
6
7
60
5
/
3
7
2
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
Parmele Road
Chair Road
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 9
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
SIDRA for multilane roundabouts
Lane Widths 12 feet
Peak Hour Factor 0.90
Truck Percentage 2%
For the roundabout at Castle Hayne Road, N College Road, and Garden Place Drive, the northeast
exit to N College Road (SR 3307) towards Bowman Drive was removed from the analysis in order to
proceed with only four legs that can be analyzed by HCM methodology. Because this movement is
exit-only and zero volumes were recorded during the four hours counted, no adverse results are
expected from this adjustment.
4.2 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 4.2. 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. Software is also used for roundabout analyses, which provides LOS, delay, and volume-
to-capacity (v/c) ratio: Synchro for the single-lane roundabouts and SimTraffic for multilane
roundabouts. Software analysis worksheet reports are provided in the Appendix.
Table 4.2 – Highway Capacity Manual, 6th Edition
Levels of Service and Control Delay Criteria
Signalized Intersection Unsignalized Intersection
and Roundabout
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
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 10
4.3 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. The 95th-percentile queues are converted from vehicles
to feet by assuming one vehicle equals 25 feet. Queues from the SIDRA roundabout analyses are
also included in the results.
4.4 Auxiliary Turn Lanes
The NCDOT Capacity Analysis Guidelines Standards published in March 2022 requires using the 95th
percentile queue from the analysis or the maximum observed queue from the simulation to determine
the storage lane length. Additionally, the need for auxiliary turn lanes was analyzed using the Division
3 methodology for the turn lane warrant nomograph from page 80 of the NCDOT Policy on Street and
Driveway Access to North Carolina Highways. In some situations, the nomograph provides required
storage results that are excessive. While it is common practice to use the Warrant for Left and Right-
Turn Lanes nomograph to determine turn lane storage, the Highway Capacity Manual (HCM) results
via Synchro and SimTraffic can provide more accurate results, especially when minimal delay and
queues are reported. Both results are presented in this TIA.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 11
5.0 Future Conditions
5.1 Approved Developments
Approved developments are projects that have been authorized in the area but are not yet constructed.
Per the approved scoping document, there are two approved developments to consider for this study
site: Blue Clay Road Industrial and Moore’s Crossing. A third project, TIP U-5863 to widen NC 133 to
multiple lanes south of I-140, was considered but excluded from this study since ROW/Construction
is not funded. Relevant information is provided in the Appendix.
Blue Clay Industrial. A TIA was completed by DAVENPORT dated November 18, 2022. The
development is approved for 892,000 square feet of industrial manufacturing space. The build
out year is 2032. It is located on Blue Clay Road between N Kerr Avenue and N College Road.
Moore’s Crossing. A TIA was completed by Ramey Kemp & Associates, Inc. dated March
2024. The development is approved for 115 multifamily units, an 85,000 square-foot shopping
plaza with a supermarket, a 6,000 square-foot restaurant, and a 3,500 square-foot
convenience store. The build out year is 2026. It is located between I-140 and Chair Road west
of Castle Hayne Road.
5.2 Committed Improvements
Committed improvements are projects planned by NCDOT or that are associated with a prior approved
development in the area but are not yet constructed. Relevant information is provided in the Appendix.
Per the approved scoping document, the following improvements described in the May 2, 2024,
WMPO Approval Letter are required as part of the 2026 build out for the Moore’s Crossing
development. These changes will be incorporated into the 2026 Future No Build and later analysis
scenarios.
2 Castle Hayne Road and Eastbound I-140 Ramps
Construct site access (eastbound approach across from I-140 Eastbound Ramps) with one
ingress lane and one egress lane. Construct the exiting maneuver as a channelized right-out-
only with stop controls.
Construct a westbound left-thru* lane on I-140 Eastbound Ramps with 200 feet of storage.
*Based on also having a westbound right turn lane, this is assumed to be a westbound left-
turn lane and not a shared left-thru lane.
Construct a westbound right turn lane on I-140 Eastbound Ramps with 150 feet of storage.
Restripe the gore area on the northbound approach at the I-140 Eastbound Ramps to provide
a dedicated northbound left turn lane on Castle Hayne Road with 200 feet of storage.
Construct a southbound right turn lane on Castle Hayne Road at the I-140 Eastbound Ramps
with 100 feet of storage.
Modify signal plan to provide overlap phasing for westbound right turn and serve the above
listed improvements at I-140 Eastbound Ramps.
3 Castle Hayne Road and Westbound I-140 Ramps
Extend the existing westbound left turn lane on I-140 Westbound Ramp to provide 350 feet of
storage.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 12
Per the approved scoping document, the following improvements described in the December 20,
2022, WMPO Approval Letter are required as part of the 2032 build out for the Blue Clay Industrial
development. These changes will be incorporated into the 2034 Future No Build and later analysis
scenarios.
1 Castle Hayne Road and N Kerr Avenue
Extend the existing westbound through lane on SR 1322 (N Kerr Ave) at Castle Hayne Road
to provide 550 feet of storage, 50 feet of full width deceleration, and 100 feet of taper.
For the Synchro analysis, the right and through storages cannot be entered separately; the
200-foot right turn lane plus the 600-foot through lane yields a 400-foot input value.
Provide signal timing optimization at Castle Hayne Road and SR 1322 (N Kerr Ave)/Riverside
Drive.
2 Castle Hayne Road and Eastbound I-140 Ramps
Optimize the existing signals at the I-140/NC 133 interchange (I-140 Eastbound Ramps)
3 Castle Hayne Road and Westbound I-140 Ramps
Optimize the existing signals at the I-140/NC 133 interchange (I-140 Westbound Ramps)
Additionally, but not included in the approved scoping document, are improvements located at the
intersection of Castle Hayne Road and Holly Shelter Road associated with the reconstruction of the
existing Circle K. December 2023 signal plans pulled from the NCDOT website indicate an eastbound
right turn slip lane and a southbound right turn lane will be provided with updated signal heads. These
changes will be incorporated into the 2026 Future No Build and later analysis scenarios:
8 Castle Hayne Road and Gas Station/Holly Shelter Road
Provide 50-foot eastbound right turn slip lane
Provide 150-foot southbound right turn lane
Update signal heads and timing
5.3 Future No Build Volumes
The future no build traffic volumes were computed by applying a one percent (1%) compounded
annual growth rate to the May 2024/January 2025 existing traffic volumes and adding approved
development trips.
All Moore’s Crossing trips, with a build year of 2026, were included starting with the 2026 analyses.
Site trips were distributed as in the TIA plus those to the north were split with half to/from Holly Shelter
Road and half to/from the north on Castle Hayne Road and those to the south were split with half
to/from N Kerr Road and half to/from the south on Castle Hayne Road.
All Blue Clay Industrial trips, with a build year of 2032, were included starting with the 2034 analyses.
Figures 5A, 5B, 5C, and 5D show the 2026, 2029, 2034, and 2044 future no build traffic volumes for
AM and PM peak hours, respectively.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
Figure 5A 2026 Future No Build Volumes
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document,together with the concepts and designs presented herein,is intended only for the
specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this
document by others without written authorization and adaptation by DAVENPORT,shall be without
liability to DAVENPORT,and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 5A 2026
FUTURE NO BUILD
VOLUMES
AM / PM PEAKS
**A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
Marathon Avenue
North Kerr AvenueRiversideDrive
86
/
5
7
29
/
1
2
0
37
3
/
6
9
9
62 / 85
76 / 151
52 / 52
198 / 386
170 / 183
32 / 9444
/
7
2
23
9
/
2
2
9
70
7
/
6
6
2
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
19
8
/
2
3
4
69
/
1
2
1
48
6
/
6
1
7
90 / 165
213 / 126
208 / 165
3 / 2079
/
1
2
2
81
/
1
3
5
52
2
/
5
9
4
15
8
/
2
2
2
98
/
8
44
5
/
6
4
9
12 / 136
12 / 20
4 / 31
69 / 60
213 / 249
119 / 417
/
4
22
5
/
2
1
4
45
7
/
4
6
6
0
/
0
42
4
/
7
4
5
0 / 0
0 / 0
0
/
0
64
3
/
5
6
0
4
/
1
6
42
0
/
7
2
9
16 / 12
5 / 4
4
/
1
2
62
6
/
5
4
7
McDougald Drive
8
/
4
3
30
5
/
6
3
9
33 / 27
20 / 16
11
/
1
3
55
6
/
4
2
0
10
1
/
6
8
27
9
/
5
1
1
4
/
4
4 / 4
4 / 4
4 / 4
4
/
9
44
6
/
2
5
0
41
3
/
4
7
1
Circle K Gas Station
29
8
/
1
7
2
4
/
4
25
1
/
7
1
3
7 / 4
4 / 10
20 / 21
103 / 327
316 / 257
14 / 1720
/
1
3
30
0
/
1
7
0
64
0
/
4
1
7
Parmele Road
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
Chair Road
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document, together with the concepts and designs presented herein, is intended only for the
specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this
document by others without written authorization and adaptation by DAVENPORT, shall be without
liability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 5B 2029
FUTURE NO BUILD
VOLUMES
AM / PM PEAKS
** A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
Marathon Avenue
North Kerr AvenueRiverside Drive
88
/
5
9
29
/
1
2
4
38
3
/
7
1
8
64 / 87
78 / 155
54 / 54
203 / 395
176 / 188
33 / 9744
/
7
3
24
5
/
2
3
3
72
7
/
6
8
0
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
20
4
/
2
4
0
69
/
1
2
1
49
9
/
6
3
6
90 / 165
220 / 130
215 / 170
3 / 2079
/
1
2
2
83
/
1
3
9
53
9
/
6
1
2
16
2
/
2
2
8
10
1
/
8
45
8
/
6
6
7
13 / 140
13 / 21
4 / 32
71 / 62
218 / 255
123 / 418
/
4
23
2
/
2
2
1
47
0
/
4
7
7
0
/
0
43
5
/
7
6
5
0 / 0
0 / 0
0
/
0
66
1
/
5
7
4
4
/
1
7
43
1
/
7
4
9
17 / 13
5 / 4
4
/
1
3
64
4
/
5
6
2
McDougald Drive
8
/
4
4
31
4
/
6
5
6
34 / 27
21 / 17
12
/
1
4
57
2
/
4
3
0
10
4
/
7
0
28
6
/
5
2
4
4
/
4
4 / 4
4 / 4
4 / 4
4
/
9
45
9
/
2
5
7
42
4
/
4
8
3
Circle K Gas Station
30
6
/
1
7
6
4
/
4
25
8
/
7
3
4
7 / 4
4 / 11
21 / 22
106 / 337
325 / 264
15 / 1821
/
1
4
30
9
/
1
7
6
65
9
/
4
2
9
Parmele Road
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
Chair Road
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document, together with the concepts and designs presented herein, is intended only for the
specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this
document by others without written authorization and adaptation by DAVENPORT, shall be without
liability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 5C 2034
FUTURE NO BUILD
VOLUMES
AM / PM PEAKS
** A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
Marathon Avenue
North Kerr AvenueRiverside Drive
15
5
/
1
0
0
31
/
1
3
0
40
0
/
7
5
1
67 / 92
81 / 161
56 / 56
251 / 494
208 / 248
34 / 10246
/
7
5
36
0
/
3
0
4
76
3
/
7
1
1
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
22
9
/
2
8
3
69
/
1
2
1
54
5
/
7
1
9
90 / 165
232 / 137
288 / 217
3 / 2079
/
1
2
2
87
/
1
4
6
60
9
/
6
6
8
19
2
/
2
8
7
10
6
/
9
47
9
/
6
9
7
13 / 147
13 / 22
4 / 33
75 / 65
270 / 291
129 / 419
/
4
24
4
/
2
3
2
49
1
/
4
9
8
0
/
0
45
6
/
8
0
1
0 / 0
0 / 0
0
/
0
69
2
/
6
0
0
4
/
1
8
45
2
/
7
8
3
18 / 13
6 / 4
4
/
1
3
67
5
/
5
8
6
McDougald Drive
9
/
4
6
32
8
/
6
8
6
35 / 29
22 / 18
12
/
1
4
59
8
/
4
4
8
10
9
/
7
4
29
9
/
5
4
6
4
/
4
4 / 4
4 / 4
4 / 4
4
/
1
0
64
9
/
3
7
1
44
4
/
5
0
3
Circle K Gas Station
36
2
/
2
6
6
4
/
4
29
4
/
8
1
9
8 / 4
4 / 11
22 / 23
112 / 355
444 / 339
15 / 1922
/
1
4
32
5
/
1
8
4
75
3
/
4
8
7
Parmele Road
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
Chair Road
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document, together with the concepts and designs presented herein, is intended only for the
specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this
document by others without written authorization and adaptation by DAVENPORT, shall be without
liability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 5D 2044
FUTURE NO BUILD
VOLUMES
AM / PM PEAKS
** A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
Marathon Avenue
North Kerr AvenueRiverside Drive
16
4
/
1
0
6
34
/
1
4
4
43
7
/
8
2
1
74 / 101
87 / 174
62 / 62
269 / 529
228 / 268
38 / 11249
/
7
8
38
2
/
3
2
1
83
8
/
7
7
7
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
24
9
/
3
0
4
69
/
1
2
1
59
2
/
7
8
9
90 / 165
257 / 153
312 / 235
3 / 2079
/
1
2
2
96
/
1
6
1
66
9
/
7
3
6
20
7
/
3
0
7
11
7
/
1
0
52
6
/
7
6
2
15 / 162
15 / 24
4 / 37
83 / 72
292 / 314
143 / 521
/
5
27
0
/
2
5
6
53
8
/
5
4
2
0
/
0
50
0
/
8
7
6
0 / 0
0 / 0
0
/
0
76
0
/
6
5
4
5
/
2
0
49
5
/
8
5
7
20 / 15
6 / 5
5
/
1
5
74
1
/
6
4
0
McDougald Drive
10
/
5
1
35
9
/
7
4
9
39 / 32
24 / 20
13
/
1
6
65
6
/
4
8
7
12
1
/
8
2
32
7
/
5
9
6
4
/
4
4 / 4
4 / 4
4 / 4
4
/
1
1
69
9
/
3
9
9
48
5
/
5
4
8
Circle K Gas Station
39
4
/
2
8
1
4
/
4
32
0
/
8
9
6
9 / 4
4 / 12
24 / 26
123 / 392
477 / 364
17 / 2124
/
1
6
35
9
/
2
0
4
82
3
/
5
3
0
Parmele Road
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
Chair Road
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 17
5.4 Trip Generation
The proposed development will contain single family homes with some as age-restricted. 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 5.1 presents the results.
2026 Phase 1 – 98 units
2029 Phase 2 – 700 units
2034 Phase 3 – 2,100 units
2044 Phase 4 (Full Build) – 4,085 units
Table 5.1 - ITE 11th Edition Trip Generation for Hilton Bluffs Development
Average Weekday Driveway Volumes Daily
Volume
AM Peak Hour PM Peak Hour
ITE Land Use Code Size Data
Source Enter Exit Total Enter Exit Total
Phase 1
210, Single-Family
Detached Housing 98 Dwelling
Units
Adjacent-
Equation 990 18 55 73 61 37 98
Phase 1 + Phase 2
210, Single-Family
Detached Housing 490 Dwelling
Units
Adjacent-
Equation 4,354 79 237 316 279 164 443
251, Senior Adult
Housing – Single Family 210 Dwelling
Units
Adjacent-
Equation 1,113 23 45 68 48 31 79
Phases 1+2 Subtotal 700 Dwelling Units 5,467 102 282 384 327 195 522
Phase 1 + Phase 2 + Phase 3
210, Single-Family
Detached Housing 1,470 Dwelling
Units
Adjacent-
Equation 11,963 215 645 860 783 460 1,243
251, Senior Adult
Housing – Single Family 630 Dwelling
Units
Adjacent-
Equation 2,832 52 105 157 114 72 186
Phases 1+2+3
Subtotal 2,100 Dwelling Units 14,795 267 750 1,017 897 532 1,429
Full Build (By-Right Development)
210, Single-Family
Detached Housing 2,860 Dwelling
Units
Adjacent-
Equation 22,068 394 1,181 1,575 1,464 860 2,324
251, Senior Adult
Housing – Single Family 1,225 Dwelling
Units
Adjacent-
Equation 4,985 86 175 261 191 122 313
Full Build Subtotal 4,085 Dwelling Units 27,053 480 1,356 1,836 1,655 982 2,637
Total Trips 27,053 480 1,356 1,836 1,655 982 2,637
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 18
5.5 Trip Distribution and Assignment
Site trips for this proposed development were distributed based on the existing traffic patterns, future
land use, and engineering judgment. The trip distribution model is shown in Figure 6A for Phase 1 and
in Figures 6B, 6C, and 6D for the remaining phases. Overall, it is assumed to be the same for each
phase year with the exception that the secondary site access point is planned to be built by Phase 2
and will not have Phase 1 traffic assigned to Marathon Avenue.
The directional distribution for site trips is:
25% to/from the west on I-140
20% to/from the east on I-140
15% to/from the south on NC 133 (Castle Hayne Road)
15% to/from the east on Holly Shelter Road
10% to/from the east on North Kerr Avenue
5% to/from the north on NC 133 (Castle Hayne Road)
5% to/from the east on Parmele Road
5% to/from the west on Future Moore’s Crossing Access across from I-140 Eastbound Ramps
5.6 Future Build Volumes
Site trip volumes were added to the future no build volumes to compute the 2026, 2029, 2034, and
2044 Future Build volumes. No trip reductions were applied. Site trips are shown in Figures 7A, 7B,
7C, and 7D for each analysis year. Future Build volumes are shown in Figures 8A, 8B, 8C, and 8D for
2026, 2029, 2034, and 2044, respectively.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
Figure 6A Phase 1 Trip Distribution
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document,together with the concepts and designs presented herein,is intended only for the
specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this
document by others without written authorization and adaptation by DAVENPORT,shall be without
liability to DAVENPORT,and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 6A PHASE 1
TRIP DISTRIBUTION
**A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
(Main Site Access)
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
Marathon Avenue
(Secondary Site Access)
North Kerr AvenueRiversideDrive
15
%
I
N
10% IN
10
%
O
U
T
15
%
O
U
T
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
30
%
I
N
25% IN
5%
O
U
T
20
%
O
U
T
25
%
O
U
T
55
%
I
N
20% IN
25
%
O
U
T
50
%
O
U
T
75
%
I
N
75% OUT
25% OUT
25
%
I
N
25
%
O
U
T
25
%
I
N
McDougald Drive
20
%
O
U
T
20
%
I
N
20
%
O
U
T
20
%
I
N
Circle K Gas Station
15
%
O
U
T
5%
O
U
T
15% IN
5%
I
N
Parmele Road
20
%
O
U
T
5% IN
20
%
I
N
ORIGIN/DESTINATION
NODE%
IN = ENTERING
OUT = EXITING
15%
10%
20%25%
5%
5%
15%
Chair Road
25
%
I
N
5% IN
25
%
O
U
T
5%
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
I-140 WB
I-140 EB
5%
O
U
T
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
Figure 6B Phase 2 Trip Distribution
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document,together with the concepts and designs presented herein,is intended only for the
specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this
document by others without written authorization and adaptation by DAVENPORT,shall be without
liability to DAVENPORT,and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 6B PHASE 2
TRIP DISTRIBUTION
**A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
(Main Site Access)
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
Marathon Avenue
(Secondary Site Access)
North Kerr AvenueRiversideDrive
15
%
I
N
10% IN
10
%
O
U
T
15
%
O
U
T
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
30
%
I
N
25% IN
5%
O
U
T
20
%
O
U
T
25
%
O
U
T
55
%
I
N
20% IN
25
%
O
U
T
50
%
O
U
T
75
%
I
N
75% OUT
10% OUT
10
%
I
N
10
%
O
U
T
10
%
I
N
McDougald Drive
5%
I
N
10
%
O
U
T
5% OUT
10% OUT
10
%
I
N
10
%
I
N
20
%
O
U
T
20
%
I
N
Circle K Gas Station
15
%
O
U
T
5%
O
U
T
15% IN
5%
I
N
Parmele Road
10
%
O
U
T
5%
O
U
T
5% IN
10
%
I
N
ORIGIN/DESTINATION
NODE%
IN = ENTERING
OUT = EXITING
15%
10%
20%25%
5%
5%
15%
Chair Road
25
%
I
N
5% IN
25
%
O
U
T
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
I-140 WB
I-140 EB
5%
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
Figure 6C Phase 3 Trip Distribution
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document,together with the concepts and designs presented herein,is intended only for the
specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this
document by others without written authorization and adaptation by DAVENPORT,shall be without
liability to DAVENPORT,and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 6C PHASE 3
TRIP DISTRIBUTION
**A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
(Main Site Access)
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
Marathon Avenue
(Secondary Site Access)
North Kerr AvenueRiversideDrive
15
%
I
N
10% IN
10
%
O
U
T
15
%
O
U
T
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
30
%
I
N
25% IN
5%
O
U
T
20
%
O
U
T
25
%
O
U
T
55
%
I
N
20% IN
25
%
O
U
T
50
%
O
U
T
75
%
I
N
75% OUT
10% OUT
10
%
I
N
5%
I
N
10
%
O
U
T
5% OUT
10% OUT
10
%
I
N
10
%
I
N
20
%
O
U
T
20
%
I
N
Circle K Gas Station
15
%
O
U
T
5%
O
U
T
15% IN
5%
I
N
Parmele Road
10
%
O
U
T
5%
O
U
T
5% IN
10
%
I
N
ORIGIN/DESTINATION
NODE%
IN = ENTERING
OUT = EXITING
15%
10%
20%25%
5%
5%
15%
Chair Road
25
%
I
N
5% IN
25
%
O
U
T
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
I-140 WB
I-140 EB
5%
McDougald Drive
10
%
O
U
T
10
%
I
N
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document,together with the concepts and designs presented herein,is intended only for the
specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this
document by others without written authorization and adaptation by DAVENPORT,shall be without
liability to DAVENPORT,and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 6D FULL BUILD
DISTRIBUTION
**A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
(Main Site Access)
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
Marathon Avenue
(Secondary Site Access)
North Kerr AvenueRiversideDrive
15
%
I
N
10% IN
10
%
O
U
T
15
%
O
U
T
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
30
%
I
N
25% IN
5%
O
U
T
20
%
O
U
T
25
%
O
U
T
55
%
I
N
20% IN
25
%
O
U
T
50
%
O
U
T
75
%
I
N
75% OUT
10% OUT
10
%
I
N
5%
I
N
10
%
O
U
T
5% OUT
10% OUT
10
%
I
N
10
%
I
N
20
%
O
U
T
20
%
I
N
Circle K Gas Station
15
%
O
U
T
5%
O
U
T
15% IN
5%
I
N
Parmele Road
10
%
O
U
T
5%
O
U
T
5% IN
10
%
I
N
ORIGIN/DESTINATION
NODE%
IN = ENTERING
OUT = EXITING
15%
10%
20%25%
5%
5%
15%
Chair Road
25
%
I
N
5% IN
25
%
O
U
T
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
I-140 WB
I-140 EB
5%
McDougald Drive
10
%
O
U
T
10
%
I
N
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document,together with the concepts and designs presented herein,is intended only for the
specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this
document by others without written authorization and adaptation by DAVENPORT,shall be without
liability to DAVENPORT,and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 7A PHASE 1
SITE TRIPS
AM / PM PEAKS
**A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
(Main Site Access)
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
Ca
s
t
l
e
Ha
y
n
e
Ro
a
d
I-140 WB
I-140 EB
Marathon Avenue
(Secondary Site Access)
North Kerr AvenueRiversideDrive
0
/
0
0
/
0
3
/
90 / 0
0 / 0
0 / 0
2 / 6
0 / 0
0 / 00
/
0
6
/
4
8
/
6
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
0
/
0
0
/
0
5
/
1
8
0 / 0
5 / 15
0 / 0
0 / 03
/
2
11
/
7
14
/
9
0
/
0
0
/
0
10
/
3
4
0 / 0
0 / 0
0 / 0
4 / 12
0 / 0
0 / 00
/
0
14
/
9
28
/
1
9
14
/
4
6
0
/
0
41 / 28
14 / 9
5
/
1
5
0
/
0
0
/
0
14
/
9
0 / 0
0 / 0
0
/
0
5
/
1
5
McDougald Drive
0
/
0
11
/
7
0 / 0
0 / 0
0
/
0
4
/
1
2
0
/
0
11
/
7
0
/
0
0 / 0
0 / 00 / 0
0
/
0
0
/
0
4
/
1
2
Circle K Gas Station
8
/
6
0
/
0
3
/
2
0 / 0
0 / 0
0 / 0
0 / 0
3 / 9
0 / 00
/
0
0
/
0
1
/
3
Parmele Road
11
/
7
1 / 3
4
/
1
2
3
/
2
Chair Road
5
/
1
5
1 / 3
14
/
9
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document,together with the concepts and designs presented herein,is intended only for the
specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this
document by others without written authorization and adaptation by DAVENPORT,shall be without
liability to DAVENPORT,and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 7B PHASE 2
SITE TRIPS
AM / PM PEAKS
**A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
(Main Site Access)
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
Ca
s
t
l
e
Ha
y
n
e
Ro
a
d
I-140 WB
I-140 EB
Marathon Avenue
(Secondary Site Access)
North Kerr AvenueRiversideDrive
0
/
0
0
/
0
15
/
4
9
0 / 0
0 / 0
0 / 0
10 / 33
0 / 0
0 / 00
/
0
28
/
2
0
42
/
2
9
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
0
/
0
0
/
0
31
/
9
8
0 / 0
26 / 82
0 / 0
0 / 014
/
1
0
56
/
3
9
71
/
4
9
0
/
0
0
/
0
56
/
1
8
0
0 / 0
0 / 0
0 / 0
20 / 65
0 / 0
0 / 00
/
0
71
/
4
9
14
1
/
9
8
77
/
2
4
5
0
/
0
212 / 146
28 / 20
10
/
3
3
0
/
0
0
/
0
28
/
2
0
0 / 0
0 / 0
0
/
0
10
/
3
3
McDougald Drive
5
/
1
6
28
/
2
0
14 / 10
28 / 20
10
/
3
3
10
/
3
3
0
/
0
56
/
3
9
0
/
0
0 / 0
0 / 0
0 / 0
0
/
0
0
/
0
20
/
6
5
Circle K Gas Station
42
/
2
9
0
/
0
14
/
1
0
0 / 0
0 / 0
0 / 0
0 / 0
15 / 49
0 / 00
/
0
0
/
0
5
/
1
6
Parmele Road
Chair Road
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document,together with the concepts and designs presented herein,is intended only for the
specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this
document by others without written authorization and adaptation by DAVENPORT,shall be without
liability to DAVENPORT,and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 7C PHASE 3
SITE TRIPS
AM / PM PEAKS
**A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
(Main Site Access)
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
Ca
s
t
l
e
Ha
y
n
e
Ro
a
d
I-140 WB
I-140 EB
Marathon Avenue
(Secondary Site Access)
North Kerr AvenueRiversideDrive
0
/
0
0
/
0
40
/
1
3
5
0 / 0
0 / 0
0 / 0
27 / 90
0 / 0
0 / 00
/
0
75
/
5
3
11
3
/
8
0
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
0
/
0
0
/
0
80
/
2
6
9
0 / 0
67 / 224
0 / 0
0 / 038
/
2
7
15
0
/
1
0
6
18
8
/
1
3
3
0
/
0
0
/
0
14
7
/
4
9
3
0 / 0
0 / 0
0 / 0
53 / 179
0 / 0
0 / 00
/
0
18
8
/
1
3
3
37
5
/
2
6
6
20
0
/
6
7
3
0
/
0
563 / 399
75 / 53
27
/
9
0
0
/
0
13
/
4
5
75
/
5
3
38 / 27
75 / 53
27
/
9
0
27
/
9
0
0
/
0
15
0
/
1
0
6
0
/
0
0 / 0
0 / 00 / 0
0
/
0
0
/
0
53
/
1
7
9
Circle K Gas Station
11
3
/
8
0
0
/
0
38
/
2
7
0 / 0
0 / 0
0 / 0
0 / 0
40 / 135
0 / 00
/
0
0
/
0
13
/
4
5
Parmele Road
75
/
5
3
0 / 0
27
/
9
0
0
/
0
Chair Road
67
/
2
2
4
13 / 45
18
8
/
1
3
3
McDougald Drive
0 / 0
0 / 0
0
/
0
27
/
9
0
0
/
0
75
/
5
3
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document,together with the concepts and designs presented herein,is intended only for the
specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this
document by others without written authorization and adaptation by DAVENPORT,shall be without
liability to DAVENPORT,and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 7D FULL BUILD
SITE TRIPS
AM / PM PEAKS
**A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
(Main Site Access)
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
Ca
s
t
l
e
Ha
y
n
e
Ro
a
d
I-140 WB
I-140 EB
Marathon Avenue
(Secondary Site Access)
North Kerr AvenueRiversideDrive
0
/
0
0
/
0
72
/
2
4
8
0 / 0
0 / 0
0 / 0
48 / 166
0 / 0
0 / 00
/
0
13
6
/
9
8
20
3
/
1
4
7
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
0
/
0
0
/
0
14
4
/
4
9
7
0 / 0
120 / 414
0 / 0
0 / 068
/
4
9
27
1
/
1
9
6
33
9
/
2
4
6
0
/
0
0
/
0
26
4
/
9
1
0
0 / 0
0 / 0
0 / 0
96 / 331
0 / 0
0 / 00
/
0
33
9
/
2
4
6
67
8
/
4
9
1
36
0
/
1
2
4
1
0
/
0
1017 / 737
136 / 98
48
/
1
6
6
0
/
0
0
/
0
13
6
/
9
8
0 / 0
0 / 0
0
/
0
48
/
1
6
6
McDougald Drive
24
/
8
3
13
6
/
9
8
68 / 49
136 / 98
48
/
1
6
6
48
/
1
6
6
0
/
0
27
1
/
1
9
6
0
/
0
0 / 0
0 / 00 / 0
0
/
0
0
/
0
96
/
3
3
1
Circle K Gas Station
20
3
/
1
4
7
0
/
0
68
/
4
9
0 / 0
0 / 0
0 / 0
0 / 0
72 / 248
0 / 00
/
0
0
/
0
24
/
8
3
Parmele Road
Chair Road
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
Figure 8A 2026 Future Build Volumes
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document,together with the concepts and designs presented herein,is intended only for the
specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this
document by others without written authorization and adaptation by DAVENPORT,shall be without
liability to DAVENPORT,and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 8A 2026
FUTURE BUILD
VOLUMES
AM / PM PEAKS
**A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
(Main Site Access)
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
Ca
s
t
l
e
Ha
y
n
e
Ro
a
d
I-140 WB
I-140 EB
Marathon Avenue
(Secondary Site Access)
North Kerr AvenueRiversideDrive
86
/
5
7
29
/
1
2
0
37
6
/
7
0
8
62 / 85
76 / 151
52 / 52
200 / 392
170 / 183
32 / 9444
/
7
2
24
5
/
2
3
3
71
5
/
6
6
8
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
19
8
/
2
3
4
69
/
1
2
1
49
1
/
6
3
5
90 / 165
218 / 141
208 / 165
3 / 2082
/
1
2
4
92
/
1
4
2
53
6
/
6
0
3
15
8
/
2
2
2
98
/
8
45
5
/
6
8
3
12 / 136
12 / 20
4 / 31
73 / 72
213 / 249
119 / 417
/
4
23
9
/
2
2
3
48
5
/
4
8
5
14
/
4
6
42
4
/
7
4
5
41 / 28
14 / 9
5
/
1
5
64
3
/
5
6
0
4
/
1
6
43
4
/
7
3
8
16 / 12
5 / 4
4
/
1
2
63
1
/
5
6
2
McDougald Drive
8
/
4
3
31
6
/
6
4
6
33 / 27
20 / 16
11
/
1
3
56
0
/
4
3
2
10
1
/
6
8
29
0
/
5
1
8
4
/
4
4 / 4
4 / 44 / 4
4
/
9
44
6
/
2
5
0
41
7
/
4
8
3
Circle K Gas Station
30
6
/
1
7
8
4
/
4
25
4
/
7
1
5
7 / 4
4 / 10
20 / 21
103 / 327
319 / 266
14 / 1720
/
1
3
30
0
/
1
7
0
64
1
/
4
2
0
Parmele Road
45
/
8
4
1 / 3
49
/
8
8
3
/
2
Chair Road
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
Figure 8B 2029 Future Build Volumes
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document,together with the concepts and designs presented herein,is intended only for the
specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this
document by others without written authorization and adaptation by DAVENPORT,shall be without
liability to DAVENPORT,and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 8B 2029
FUTURE BUILD
VOLUMES
AM / PM PEAKS
**A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
(Main Site Access)
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
Ca
s
t
l
e
Ha
y
n
e
Ro
a
d
I-140 WB
I-140 EB
Marathon Avenue
(Secondary Site Access)
North Kerr AvenueRiversideDrive
88
/
5
9
29
/
1
2
4
39
8
/
7
6
7
64 / 87
78 / 155
54 / 54
213 / 428
176 / 188
33 / 9744
/
7
3
27
3
/
2
5
3
76
9
/
7
0
9
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
20
4
/
2
4
0
69
/
1
2
1
53
0
/
7
3
4
90 / 165
246 / 212
215 / 170
3 / 2093
/
1
3
2
13
9
/
1
7
8
61
0
/
6
6
1
16
2
/
2
2
8
10
1
/
8
51
4
/
8
4
7
13 / 140
13 / 21
4 / 32
91 / 127
218 / 255
123 / 418
/
4
30
3
/
2
7
0
61
1
/
5
7
5
77
/
2
4
5
43
5
/
7
6
5
212 / 146
28 / 20
10
/
3
3
66
1
/
5
7
4
4
/
1
7
45
9
/
7
6
9
17 / 13
5 / 4
4
/
1
3
65
4
/
5
9
5
McDougald Drive
13
/
6
0
34
2
/
6
7
6
48 / 37
49 / 37
22
/
4
7
58
2
/
4
6
3
10
4
/
7
0
34
2
/
5
6
3
4
/
4
4 / 4
4 / 44 / 4
4
/
9
45
9
/
2
5
7
44
4
/
5
4
8
Circle K Gas Station
34
8
/
2
0
5
4
/
4
27
2
/
7
4
4
7 / 4
4 / 11
21 / 22
106 / 337
340 / 313
15 / 1821
/
1
4
30
9
/
1
7
6
66
4
/
4
4
5
Parmele Road
62
/
9
7
0 / 0
55
/
1
0
9
0
/
0
Chair Road
26
/
8
2
5 / 16
71
/
4
9
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
Figure 8C 2034 Future Build Volumes
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document,together with the concepts and designs presented herein,is intended only for the
specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this
document by others without written authorization and adaptation by DAVENPORT,shall be without
liability to DAVENPORT,and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 8C 2034
FUTURE BUILD
VOLUMES
AM / PM PEAKS
**A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
(Main Site Access)
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
Ca
s
t
l
e
Ha
y
n
e
Ro
a
d
I-140 WB
I-140 EB
Marathon Avenue
(Secondary Site Access)
North Kerr AvenueRiversideDrive
15
5
/
1
0
0
31
/
1
3
0
44
0
/
8
8
6
67 / 92
81 / 161
56 / 56
278 / 584
208 / 248
34 / 10246
/
7
5
43
5
/
3
5
7
87
6
/
7
9
1
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
22
9
/
2
8
3
69
/
1
2
1
62
5
/
9
8
8
90 / 165
299 / 361
288 / 217
3 / 2011
7
/
1
4
9
23
7
/
2
5
2
79
7
/
8
0
1
19
2
/
2
8
7
10
6
/
9
62
6
/
1
1
9
0
13 / 147
13 / 22
4 / 33
128 / 244
270 / 291
129 / 419
/
4
43
2
/
3
6
5
86
6
/
7
6
4
22
/
9
1
40
3
/
7
3
9
73 / 56
97 / 71
39
/
1
0
4
62
5
/
5
3
8
10
9
/
7
4
44
9
/
6
5
2
4
/
4
4 / 4
4 / 44 / 4
4
/
1
0
64
9
/
3
7
1
49
7
/
6
8
2
Circle K Gas Station
47
5
/
3
4
6
4
/
4
33
2
/
8
4
6
8 / 4
4 / 11
22 / 23
112 / 355
484 / 474
15 / 1922
/
1
4
32
5
/
1
8
4
76
6
/
5
3
2
Parmele Road
Chair Road
McDougald Drive
4
/
1
3
70
2
/
6
7
6
18 / 13
6 / 4
4
/
1
8
52
7
/
8
3
6
563 / 399
75 / 53
20
0
/
6
7
3
45
6
/
8
0
1
27
/
9
0
69
2
/
6
0
0
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document,together with the concepts and designs presented herein,is intended only for the
specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this
document by others without written authorization and adaptation by DAVENPORT,shall be without
liability to DAVENPORT,and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE 8D FULL BUILD
VOLUMES
AM / PM PEAKS
**A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
(Main Site Access)
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
Ca
s
t
l
e
Ha
y
n
e
Ro
a
d
I-140 WB
I-140 EB
Marathon Avenue
(Secondary Site Access)
North Kerr AvenueRiversideDrive
16
4
/
1
0
6
34
/
1
4
4
50
9
/
1
0
6
9
74 / 101
87 / 174
62 / 62
317 / 695
228 / 268
38 / 11249
/
7
8
51
8
/
4
1
9
10
4
1
/
9
2
4
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
24
9
/
3
0
4
69
/
1
2
1
73
6
/
1
2
8
6
90 / 165
377 / 567
312 / 235
3 / 2014
7
/
1
7
1
36
7
/
3
5
7
10
0
8
/
9
8
2
20
7
/
3
0
7
11
7
/
1
0
79
0
/
1
6
7
2
15 / 162
15 / 24
4 / 37
179 / 403
292 / 314
143 / 521
/
5
60
9
/
5
0
2
12
1
6
/
1
0
3
3
36
0
/
1
2
4
1
50
0
/
8
7
6
1017 / 737
136 / 98
48
/
1
6
6
76
0
/
6
5
4
5
/
2
0
63
1
/
9
5
5
20 / 15
6 / 5
5
/
1
5
78
9
/
8
0
6
McDougald Drive
34
/
1
3
4
49
5
/
8
4
7
107 / 81
160 / 118
61
/
1
8
2
70
4
/
6
5
3
12
1
/
8
2
59
8
/
7
9
2
4
/
4
4 / 4
4 / 44 / 4
4
/
1
1
69
9
/
3
9
9
58
1
/
8
7
9
Circle K Gas Station
59
7
/
4
2
8
4
/
4
38
8
/
9
4
5
9 / 4
4 / 12
24 / 26
123 / 392
549 / 612
17 / 2124
/
1
6
35
9
/
2
0
4
84
7
/
6
1
3
Parmele Road
Chair Road
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 31
6.0 Capacity Analysis
The capacity analyses are discussed in the following paragraphs by phase. The first phase is intended
to minimize the need for improvements while the development begins construction. The second phase
contains a more significant number of units and additional improvements are anticipated. The third
phase is the expected full build of the development based on available dry land, wetlands, site plan
layout, etc. The full build final analysis considers the by-right development if one unit per acre were
achievable to build a trip bank. This fourth phase indicates the maximum number of trips expected if
this development were built to its full by-right potential. The number of units and build year for each
phase is repeated here:
2026 Phase 1 – 98 units
2029 Phase 2 – 700 units
2034 Phase 3 – 2,100 units
2044 Phase 4 (Full Build) – 4,085 units
6.1 Existing and Phase 1 Level of Service and Queueing Results
The results of the Existing Conditions and Phase 1 (2026) Conditions capacity and queue analyses
are discussed by intersection in the following paragraphs. The LOS, delay, and queue results are
summarized in Tables 6.1 to 6.8. The Moore’s Crossing development is assumed to be in place by
2026.
Queues are shown to be contained by available storage during the AM and PM peak hours under
each scenario unless otherwise highlighted in the tables.
Other notes for all tables, as applicable, include:
# 95th percentile volume exceeds capacity; queue may be longer.
m Volume for 95th percentile queue is metered by upstream signal.
HCM 95th-percentile queue converted from vehicles to feet; assumes 1 vehicle = 25 feet.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 32
1 Castle Hayne Road and Riverside Drive/N Kerr Avenue (signalized)
The overall intersection operates at LOS C in the AM peak hour and at LOS D in the PM peak hour in
existing conditions. Under 2026 future no build conditions, the intersection drops one letter LOS. Under
future build conditions, the intersection will continue to operate at LOS D during the AM and LOS E
during the PM peak hours. No improvements are recommended at this intersection due to this
development.
Table 6.1 - LOS and Queueing for Castle Hayne Road and Riverside Drive/N Kerr Avenue
Scenario Overall
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2024
Existing
C (28.8)
L T R L T R L TR L T R
C (30.6) D (47.9) C (24.0) D (36.2) D (42.4) B (19.7) B (10.3) C (32.6) B (19.1) C (29.2) B (14.9)
C (33.5) C (29.7) C (31.2) C (26.5)
Available Storage (ft) 175 Full 175 Full 200 200 100 Full 200 Full 350
95th% Queue (ft) 73 88 67 198 58 117 20 398 101 623 29
Max Queue (ft) 81 92 92 197 122 151 162 406 283 534 167
2026
Future
No Build
D (38.7)
L T R L T R L TR L T R
D (51.7) E (55.4) C (28.2) E (63.3) D (52.0) C (25.6) D (54.6) D (35.1) E (59.0) C (30.6) B (15.0)
D (45.0) D (43.7) D (36.3) D (36.7)
Available Storage (ft) 175 Full 175 Full 200 200 100 Full 200 Full 350
95th% Queue (ft) 132 98 77 #345 68 180 63 484 337 719 41
Max Queue (ft) 128 102 94 232 172 190 200 600 300 750 370
2026
Future
Build
D (39.1)
L T R L T R L TR L T R
D (52.3) E (56.1) C (28.6) E (64.1) D (52.7) C (25.8) D (55.1) D (35.4) E (60.0) C (30.7) B (14.8)
D (45.6) D (44.2) D (36.5) D (37.1)
Available Storage (ft) 175 Full 175 Full 200 200 100 Full 200 Full 350
95th% Queue (ft) 133 99 78 #349 69 182 64 498 345 731 41
Max Queue (ft) 91 67 52 161 49 136 88 393 238 424 33
PM Peak Hour
2024
Existing
D (40.1)
L T R L T R L TR L T R
D (38.8) D (54.7) C (23.5) D (42.0) E (56.7) D (47.4) C (21.9) D (41.5) D (39.2) D (37.9) B (19.4)
D (37.0) D (47.2) D (38.5) D (37.3)
Available Storage (ft) 175 Full 175 Full 200 200 100 Full 200 Full 350
95th% Queue (ft) 154 95 91 236 153 #414 69 715 138 593 39
Max Queue (ft) 172 129 115 480 298 249 200 741 300 790 298
2026
Future
No Build
E (74.8)
L T R L T R L TR L T R
F (86.3) E (61.4) C (29.0) E (78.9) E (67.5) F (148.7) E (62.6) D (45.2) F (181.9) D (40.9) B (19.4)
E (64.9) F (118.0) D (47.6) E (72.7)
Available Storage (ft) 175 Full 175 Full 200 200 100 Full 200 Full 350
95th% Queue (ft) #333 101 100 #417 164 #745 205 899 #538 758 71
Max Queue (ft) 250 278 180 1812 300 250 200 1064 300 2162 450
2026
Future
Build
E (78.1)
L T R L T R L TR L T R
F (88.0) E (62.0) C (29.1) F (80.4) E (68.3) F (160.7) E (62.4) D (45.3) F (195.1) D (41.5) B (19.6)
E (66.0) F (125.8) D (47.6) E (76.6)
Available Storage (ft) 175 Full 175 Full 200 200 100 Full 200 Full 350
95th% Queue (ft) #333 101 100 #417 164 #760 205 919 #551 768 71
Max Queue (ft) 181 146 84 359 326 379 188 684 286 763 250
Notes: Queues exceed available storage. Queues into TWLTL for additional storage.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 33
2 Eastbound I-140 Ramps and Castle Hayne Road (signalized)
The overall intersection operates at LOS B in existing conditions in both peak hours. Under future no
build and future build conditions, the intersection is expected to operate at LOS B in the AM and PM
peak hour. No improvements are recommended.
Table 6.2 - LOS and Queueing for Castle Hayne Road and I-140 EB Ramps/Moore’s Crossing Driveway
Scenario Overall
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2024
Existing
B (17.8)
R LR T L T R L T R
C (30.6) C (29.4) D (42.4) B (10.3) C (21.5) A (2.3) B (13.8) B (11.1) B (14.9)
C (33.5) C (29.4) B (15.8) B (11.4)
Available Storage (ft) 175 Full Full 100 Full 175 250 Full 350
95th% Queue (ft) 73 257 58 20 150 31 m47 147 29
Max Queue (ft) 82 759 85 182 156 79 107 185 47
2026
Future
No Build
B (12.1)
R L T R L T R L T R
A (0.7) D (35.3) C (21.8) B (14.2) A (7.1) B (18.3) A (5.2) B (15.1) A (2.5) A (2.4)
A (0.7) C (24.6) B (13.8) A (4.0)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 0 159 8 94 37 163 66 m37 18 m8
Max Queue (ft) 54 232 204 219 82 175 154 120 152 43
2026
Future
Build
B (12.3)
R L T R L T R L T R
A (0.7) D (35.3) C (21.8) B (14.2) A (7.2) B (18.4) A (5.3) B (16.7) A (2.8) A (2.7)
A (0.7) C (24.5) B (14.0) A (4.6)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 0 159 8 97 37 164 66 m40 20 m8
Max Queue (ft) 8 182 45 132 46 117 60 81 85 22
PM Peak Hour
2024
Existing
B (14.9)
R LR T L T R L T R
C (30.6) D (40.7) D (42.4) B (10.3) B (16.1) A (2.8) A (9.1) A (6.1) B (14.9)
C (33.5) D (40.7) B (13.0) A (6.6)
Available Storage (ft) 175 Full Full 100 Full 175 250 Full 350
95th% Queue (ft) 73 218 58 20 186 39 m49 88 29
Max Queue (ft) 82 550 85 182 193 69 124 202 47
2026
Future
No Build
B (11.5)
R L T R L T R L T R
A (1.7) D (35.8) C (25.1) B (14.3) A (7.3) B (16.9) A (5.1) C (24.1) A (3.1) A (3.0)
A (1.7) C (26.4) B (12.8) A (6.4)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 0 134 26 62 59 200 79 m77 40 m19
Max Queue (ft) 69 229 151 146 88 198 112 242 204 70
2026
Future
Build
B (12.9)
R L T R L T R L T R
A (1.7) D (35.6) C (25.0) D (35.6) A (7.4) B (17.3) A (5.3) C (24.3) A (2.9) A (2.9)
A (1.7) C (34.9) B (13.3) A (6.4)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 0 135 26 120 58 207 81 m89 44 m21
Max Queue (ft) 23 143 40 120 76 123 40 232 224 64
Notes: Queues exceed available storage.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 34
3 Westbound I-140 Ramps/Centennial Drive and Castle Hayne Road (signalized)
The overall intersection operates at LOS B in existing conditions in both peak hours. Under future no
build conditions, the intersection is expected to operate at LOS C in the AM and PM peaks. Under
future build conditions, the intersection will operate similarly. No improvements are recommended.
Table 6.3 - LOS and Queueing for Castle Hayne Road and I-140 WB Ramps/Centennial Drive
Scenario Overall
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2024
Existing
B (14.1)
L T R L T R L T R L T R
C (22.8) C (32.8) C (23.4) D (37.9) C (29.0) B (13.4) A (6.1) A (6.3) A (1.4) A (10.0) B (14.2) B (15.7)
C (24.4) C (30.5) A (5.3) B (12.8)
Available Storage (ft) 300 Full 175 225 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 17 11 16 131 87 33 m34 63 m24 100 136 22
Max Queue (ft) 41 24 48 175 143 88 93 106 80 163 121 28
2026
Future
No Build
C (22.6)
L T R L T R L T R L T R
C (34.8) C (32.0) C (22.5) D (39.6) C (29.2) A (9.7) C (27.9) B (13.7) A (5.7) D (42.6) B (18.3) B (18.4)
C (29.1) C (31.4) B (13.9) C (26.1)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 23 11 17 183 102 26 99 76 50 #197 156 22
Max Queue (ft) 41 26 36 228 133 74 180 154 117 271 166 44
2026
Future
Build
C (22.9)
L T R L T R L T R L T R
C (34.9) C (32.0) C (24.7) D (39.6) C (29.2) A (9.8) C (31.9) B (14.3) A (5.9) D (45.1) B (16.8) B (16.8)
C (30.1) C (31.2) B (14.8) C (25.9)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 23 11 17 183 102 26 100 81 53 #225 165 22
Max Queue (ft) 23 9 20 190 102 40 101 116 69 195 122 15
PM Peak Hour
2024
Existing
B (15.2)
L T R L T R L T R L T R
C (20.8) C (34.8) C (27.7) C (34.8) B (18.8) B (11.3) A (4.4) A (6.8) A (1.8) B (14.5) B (18.1) B (20.0)
C (28.1) C (29.3) A (5.6) B (16.8)
Available Storage (ft) 300 Full 175 225 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 22 41 94 137 7 30 m2 54 m21 101 134 9
Max Queue (ft) 49 101 161 212 22 73 32 145 112 177 149 10
2026
Future
No Build
C (26.5)
L T R L T R L T R L T R
D (36.0) C (34.2) C (22.9) D (50.0) C (20.8) A (8.1) C (21.0) B (19.4) A (7.4) D (50.8) C (24.5) C (21.8)
C (26.1) D (41.6) B (16.3) C (32.7)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 32 42 102 #251 9 27 m12 116 74 #224 161 8
Max Queue (ft) 62 68 153 271 19 92 32 238 164 265 235 20
2026
Future
Build
C (26.0)
L T R L T R L T R L T R
D (36.0) C (34.2) C (26.0) D (50.0) C (20.8) A (7.9) C (25.9) C (20.2) A (6.4) D (49.7) C (21.9) B (18.8)
C (28.4) D (40.4) B (16.9) C (30.6)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 32 42 109 #251 9 30 m12 #262 66 #226 157 8
Max Queue (ft) 34 42 100 215 5 58 17 160 97 162 131 9
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 35
4 Castle Hayne Road and Sledge Road (Site Access) (unsignalized)
Under existing conditions, the eastbound approach is gated and experienced no turning movements
during the counts. With the future build traffic added, the eastbound approach during the AM and PM
peak hours is expected to operate at LOS C with the mainline at LOS A.
This intersection was analyzed using the Division 3 methodology for the turn lane warrant nomograph
from page 80 of the NCDOT Policy on Street and Driveway Access to North Carolina Highways.
For the northbound left turn, the volumes in the PM peak hour plot just over the 50-foot curve on the
nomograph while the AM does not. The southbound right turn plotted below the curve for storage or
taper for the AM and PM peaks; therefore, the nomograph does not advise a right turn lane. A
northbound left turn lane is recommended with 100 feet of storage. Additionally, separate eastbound
egress lanes are recommended with the construction of the development to provide the best egress
between Phases 1 and 3 when more extensive improvements are proposed. The eastbound right turn
lane should have a minimum of 100 feet of storage.
Table 6.4 - LOS and Queueing for Castle Hayne Road and Sledge Road (Site Access)
Scenario Worst Approach
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Northbound Southbound
AM Peak Hour
2026
Future Build
C (18.5)
EB Approach
LR LT TR
C (18.5) A (9.2) A (0.0)
Available Storage (ft) Full Full Full
95th% Queue (ft) 18 3 0
Max Queue (ft) 43 55 0
2026
Future Build
with
Improvements
C (17.1)
EB Approach
L R L T TR
D (25.1) B (14.4) A (9.2) A (0.0) A (0.0)
C (17.1) A (0.3) A (0.0)
Available Storage (ft) Full 100 100 Full Full
95th% Queue (ft) 8 10 3 0 0
Max Queue (ft) 32 34 19 0 0
PM Peak Hour
2026
Future Build
C (21.0)
EB Approach
LR LT TR
C (21.0) A (9.0) A (0.0)
Available Storage (ft) Full Full Full
95th% Queue (ft) 13 5 0
Max Queue (ft) 37 57 0
2026
Future Build
with
Improvements
C (19.3)
EB Approach
L R L T TR
E (38.9) B (13.0) A (9.0) A (0.0) A (0.0)
C (19.3) A (0.5) A (0.0)
Available Storage (ft) Full 100 100 Full Full
95th% Queue (ft) 8 5 5 0 0
Max Queue (ft) 26 32 22 0 0
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 36
5 Castle Hayne Road and McDougald Drive (unsignalized)
The eastbound approach operates at LOS B in the AM peak and LOS C during the PM peak hour in
existing conditions. The eastbound approach operates at LOS C in the future no build and future build
scenarios for AM and PM peak hours. No improvements are recommended.
Table 6.5 - LOS and Queueing for Castle Hayne Road and McDougald Drive (Site Access)
Scenario Worst Approach
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Northbound Southbound
AM Peak Hour
2024
Existing
B (14.8)
EB Approach
LR LT TR
B (14.8) A (8.8) A (0.0)
Available Storage (ft) Full Full Full
95th% Queue (ft) 5 0 0
Max Queue (ft) 36 32 0
2026
Future No
Build
C (16.0)
EB Approach
LR LT TR
C (16.0) A (0.0) A (0.0)
Available Storage (ft) Full Full Full
95th% Queue (ft) 5 0 0
Max Queue (ft) 36 24 0
2026
Future
Build
C (16.2)
EB Approach
LR LT TR
C (16.2) A (9.1) A (0.0)
Available Storage (ft) Full Full Full
95th% Queue (ft) 5 0 0
Max Queue (ft) 28 14 0
PM Peak Hour
2024
Existing
C (15.3)
EB Approach
LR LT TR
C (15.3) A (8.5) A (0.0)
Available Storage (ft) Full Full Full
95th% Queue (ft) 5 3 0
Max Queue (ft) 30 75 0
2026
Future No
Build
C (17.8)
EB Approach
LR LT TR
C (17.8) A (8.8) A (0.0)
Available Storage (ft) Full Full Full
95th% Queue (ft) 5 3 0
Max Queue (ft) 34 114 0
2026
Future
Build
C (18.2)
EB Approach
LR LT TR
C (18.2) A (8.9) A (0.0)
Available Storage (ft) Full Full Full
95th% Queue (ft) 5 3 0
Max Queue (ft) 22 25 0
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 37
6 Castle Hayne Road and Marathon Avenue (unsignalized)
Site traffic is not added to Marathon Avenue in Phase 1. The approaches operate at LOS C in existing,
future no build, and future build scenarios for AM and PM peak hours. No improvements are
recommended.
Table 6.6 - LOS and Queueing for Castle Hayne Road and Marathon Avenue
Scenario Worst Approach
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Northbound Southbound
AM Peak Hour
2024
Existing
C (15.0)
EB Approach
LR L T TR
C (15.0) A (8.6) A (0.0) A (0.0)
C (15.0) A (0.3) A (0.0)
Available Storage (ft) Full 200 Full Full
95th% Queue (ft) 13 0 0 0
Max Queue (ft) 59 28 0 0
2026
Future No
Build
C (16.3)
EB Approach
LR L T TR
C (16.3) A (8.8) A (0.0) A (0.0)
C (16.3) A (0.2) A (0.0)
Available Storage (ft) Full 200 Full Full
95th% Queue (ft) 13 0 0 0
Max Queue (ft) 53 30 0 0
2026
Future
Build
C (16.5)
EB Approach
LR L T TR
C (16.5) A (8.8) A (0.0) A (0.0)
C (16.5) A (0.2) A (0.0)
Available Storage (ft) Full 200 Full Full
95th% Queue (ft) 15 0 0 0
Max Queue (ft) 33 11 0 0
PM Peak Hour
2024
Existing
C (15.6)
EB Approach
LR L T TR
C (15.6) A (8.2) A (0.0) A (0.0)
C (15.6) A (0.6) A (0.0)
Available Storage (ft) Full 200 Full Full
95th% Queue (ft) 10 3 0 0
Max Queue (ft) 52 45 0 0
2026
Future No
Build
C (18.6)
EB Approach
LR L T TR
C (18.6) A (8.5) A (0.0) A (0.0)
C (18.6) A (0.5) A (0.0)
Available Storage (ft) Full 200 Full Full
95th% Queue (ft) 13 3 0 0
Max Queue (ft) 62 47 0 0
2026
Future
Build
C (18.9)
EB Approach
LR LT TR
C (18.9) A (8.5) A (0.0) A (0.0)
C (18.9) A (0.5) A (0.0)
Available Storage (ft) Full 200 Full Full
95th% Queue (ft) 13 3 0 0
Max Queue (ft) 28 30 0 0
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 38
7 Castle Hayne Road and N College Road and Garden Place Drive (roundabout)
As shown in Table 6.7, this roundabout currently operates at LOS B in the AM peak and LOS A during
the PM peak hours under existing conditions. This roundabout is expected to operate at LOS B in the
AM & PM peak hours under future 2026 scenarios. No improvements are recommended.
Table 6.7 – Roundabout at Castle Hayne Road and N College Road and Garden Place Drive
Scenario Overall
Intersection
Approach LOS (Delay), v/c Ratio, Queues
Eastbound Westbound Northbound Southbound
AM Peak Hour
2024
Existing
B (10.8) A (7.1), 0.023 A (8.0), 0.407 B (10.7), 0.470 B (12.2), 0.690
Queues (feet) 0 50 75 150
2026
Future No-Build
B (12.3) A (7.7), 0.024 A (8.7), 0.436 B (12.1), 0.531 B (14.1), 0.744
Queues (feet) 0 50 75 175
2026
Future Build
B (12.5) A (7.7), 0.025 A (8.9), 0.441 B (12.5), 0.546 B (14.2), 0.747
Queues (feet) 0 50 75 175
PM Peak Hour
2024
Existing
A (9.7) A (5.8), 0.018 B (10.8), 0.483 B (10.4), 0.543 A (8.7), 0.544
Queues (feet) 0 75 75 75
2026
Future No-Build
B (11.8) A (6.4), 0.020 B (13.2), 0.546 B (13.1), 0.645 B (10.2), 0.619
Queues (feet) 0 75 125 125
2026
Future Build
B (12.1) A (6.5), 0.021 B (13.5), 0.551 B (13.4), 0.654 B (10.5), 0.630
Queues (feet) 0 75 125 125
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 39
8 Castle Hayne Road and Holly Shelter Road/Gas Station Driveway (signalized)
The overall intersection operates at LOS C during the AM and LOS D during the PM peak hours for
existing, future no build, and future build conditions. No improvements are recommended.
Table 6.8 - LOS and Queueing for Castle Hayne Road and Holly Shelter Road/Gas Station Driveway
Scenario Overall
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2024
Existing
C (25.1)
LTR LT R L T R L TR
D (42.6) D (39.8) B (12.8) B (12.0) C (33.3) A (9.4) C (20.3) C (25.5)
D (42.6) C (33.0) C (20.2) C (23.8)
Available Storage (ft) Full 75 Full 150 Full 175 100 Full
95th% Queue (ft) 57 #475 73 5 250 163 160 549
Max Queue (ft) 62 174 260 37 191 161 200 397
2026
Future
No Build
C (31.9)
LT R LT R L T R L T R
D (48.1) D (48.4) D (48.0) B (13.6) D (48.8) D (37.5) B (10.6) D (52.7) C (24.3) B (13.2)
D (48.2) D (39.8) C (23.1) C (32.9)
Available Storage (ft) Full 50 75 Full 150 Full 175 100 Full 150
95th% Queue (ft) 51 24 #555 81 15 286 183 341 596 23
Max Queue (ft) 53 33 174 340 33 222 188 200 816 159
2026
Future
Build
C (32.0)
LT R LT R L T R L T R
D (48.2) D (48.6) D (48.6) B (13.7) D (48.8) D (37.5) B (10.7) D (53.0) C (24.3) B (13.2)
D (48.3) D (40.4) C (23.0) C (33.0)
Available Storage (ft) Full 50 75 Full 150 Full 175 100 Full 150
95th% Queue (ft) 51 24 #561 81 15 287 188 342 598 23
Max Queue (ft) 31 10 158 143 13 109 99 191 371 54
PM Peak Hour
2024
Existing
D (41.1)
LTR LT R L T R L TR
E (73.3) F (122.6) E (79.7) A (7.5) C (22.7) A (3.1) B (18.1) B (11.2)
E (73.3) F (97.8) B (19.5) B (13.3)
Available Storage (ft) Full 75 Full 150 Full 175 100 Full
95th% Queue (ft) 75 #449 #529 5 602 25 86 283
Max Queue (ft) 102 175 2124 48 431 275 182 206
2026
Future
No Build
D (44.2)
LT R LT R L T R L T R
E (71.9) E (65.0) F (85.2) D (44.0) E (64.8) D (44.6) A (5.0) F (83.7) B (14.9) B (12.3)
E (71.1) E (62.8) D (37.1) C (34.4)
Available Storage (ft) Full 50 75 Full 150 Full 175 100 Full 150
95th% Queue (ft) 70 16 #453 400 16 #936 53 #306 346 18
Max Queue (ft) 83 27 175 1013 140 637 275 199 623 118
2026
Future
Build
D (44.7)
LT R LT R L T R L T R
E (71.9) E (65.0) F (88.0) D (43.9) E (64.8) D (45.2) A (5.1) F (84.0) B (15.1) A (12.3)
E (71.2) E (64.4) D (37.3) C (34.5)
Available Storage (ft) Full 50 75 Full 150 Full 175 100 Full 150
95th% Queue (ft) 70 16 #475 400 16 #940 55 #306 351 18
Max Queue (ft) 59 12 175 499 3 336 205 165 229 8
Notes:
Queues exceed available storage.
Queues contained within full width taper.
Queues into TWLTL for additional storage.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 40
6.2 Phase 2 Level of Service and Queueing Results
The results of the Phase 2 (2029) capacity and queue analyses are discussed by intersection in the
following paragraphs. The LOS, delay, and queue results are summarized in Tables 6.9 to 6.16.
1 Castle Hayne Road and Riverside Drive/N Kerr Avenue (signalized)
Under 2029 future no build conditions, the overall intersection operates at LOS D in the AM and at
LOS F in the PM peak hour. Under 2029 future build conditions, the intersection remains at LOS D in
the AM peak, but the PM peak hour delay increases by about 24 percent. To better accommodate site
trips making the southbound left turn and the westbound right turn, update the westbound approach
and adjust signal timings. Restripe a westbound left turn bay with 450 feet of storage and realign the
right turn lane to have full storage; the through lane should maintain 200 feet of storage.
Table 6.9 - LOS and Queueing for Castle Hayne Road and Riverside Drive/N Kerr Avenue
Scenario Overall
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2029
Future No
Build
D (39.9)
L T R L T R L TR L T R
D (53.7) E (57.5) C (29.6) E (68.0) D (54.1) C (26.4) E (56.4) D (35.9) E (60.3) C (30.9) B (14.8)
D (46.9) D (46.4) D (37.1) D (37.3)
Available Storage (ft) 175 Full 175 Full 200 200 100 Full 200 Full 350
95th% Queue (ft) 141 104 83 #376 71 187 64 525 347 757 41
Max Queue (ft) 138 138 106 300 208 187 200 614 300 659 330
2029
Future
Build
D (41.9)
L T R L T R L TR L T R
E (56.8) E (60.7) C (32.0) E (74.7) E (57.1) C (27.8) E (59.1) D (36.6) E (65.8) C (31.5) B (14.3)
D (49.8) D (49.7) D (37.9) D (39.4)
Available Storage (ft) 175 Full 175 Full 200 200 100 Full 200 Full 350
95th% Queue (ft) 142 105 84 #382 72 199 65 549 #410 839 41
Max Queue (ft) 68 67 66 154 45 128 109 430 256 436 29
2029
Future
Build with
Imp.
D (41.4)
L T R L T R L TR L T R
E (64.0) E (57.1) D (39.6) E (62.0) D (45.1) B (18.4) D (52.1) D (42.8) D (54.3) D (35.3) B (15.7)
D (54.2) D (38.7) D (43.3) D (39.2)
Available Storage (ft) 175 Full 175 450* 200* Full 100 Full 200 Full 350
95th% Queue (ft) #129 90 87 #253 58 158 56 485 #394 #869 40
Max Queue (ft) 139 120 104 222 100 192 200 627 300 1057 450
PM Peak Hour
2029
Future No
Build
F (80.9)
L T R L T R L TR L T R
F (94.4) E (62.9) C (29.7) F (85.9) E (69.7) F (168.0) E (63.6) D (45.7) F (206.1) D (42.6) B (19.8)
E (69.6) F (131.3) D (48.1) E (79.5)
Available Storage (ft) 175 Full 175 Full 200 200 100 Full 200 Full 350
95th% Queue (ft) #342 104 103 #433 169 #767 213 953 #551 793 72
Max Queue (ft) 247 323 156 1945 300 250 200 1057 300 2606 450
2029
Future
Build
F (100.5)
L T R L T R L TR L T R
F (107.5) E (65.4) C (31.6) F (97.5) E (73.4) F (239.0) E (64.3) D (46.5) F (282.7) D (43.5) B (19.4)
E (77.5) F (179.2) D (48.9) F (100.2)
Available Storage (ft) 175 Full 175 Full 200 200 100 Full 200 Full 350
95th% Queue (ft) #342 104 108 #433 169 #849 #258 #1134 #605 796 67
Max Queue (ft) 180 96 73 683 442 441 200 728 299 823 218
2029
Future
Build with
Imp.
E (71.6)
L T R L T R L TR L T R
F (122.3) E (78.4) C (31.9) F (95.3) F (93.2) F (91.2) E (57.8) F (82.5) E (67.1) D (40.6) B (17.5)
F (87.6) F (92.6) E (79.3) D (45.4)
Available Storage (ft) 175 Full 175 450* 200* Full 100 Full 200 Full 350
95th% Queue (ft) #311 104 101 #370 #194 #568 194 #1171 #370 720 61
Max Queue (ft) 269 465 180 357 425 1609 200 2192 300 1179 450
Notes: Queues exceed available storage. Queues into TWLTL for additional storage.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane.
*Left turn and through storage lengths are unequal. Queues are contained within available storage.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 41
2 Eastbound I-140 Ramps and Castle Hayne Road (signalized)
Under 2029 future no build and future build conditions, the overall intersection operates at LOS B in
the AM peak and PM peak hours. No improvements are recommended.
Table 6.10 - LOS and Queueing for Castle Hayne Road and I-140 EB Ramps/Moore’s Crossing Driveway
Scenario Overall
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2029
Future No
Build
B (12.3)
R L T R L T R L T R
A (0.7) D (35.3) C (21.5) B (13.9) A (7.4) B (18.8) A (5.4) B (15.2) A (2.4) A (2.3)
A (0.7) C (24.5) B (14.2) A (3.9)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 0 163 8 95 38 169 69 m37 18 m7
Max Queue (ft) 39 250 244 216 75 190 109 120 159 40
2029
Future
Build
B (13.0)
R L T R L T R L T R
A (0.7) D (35.7) C (21.8) B (14.2) A (7.5) B (19.4) A (5.6) C (20.5) A (3.5) A (3.5)
A (0.7) C (24.2) B (14.8) A (6.3)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 0 165 8 111 38 177 67 m58 36 m15
Max Queue (ft) 8 167 46 145 57 130 81 107 105 52
PM Peak Hour
2029
Future No
Build
B (11.6)
R L T R L T R L T R
A (1.8) D (36.2) C (25.1) B (14.3) A (7.4) B (17.2) A (5.3) C (23.9) A (3.0) A (2.9)
A (1.8) C (26.6) B (13.1) A (6.3)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 0 139 26 63 59 207 82 m82 m40 m19
Max Queue (ft) 82 222 157 156 102 195 124 206 165 51
2029
Future
Build
B (15.1)
R L T R L T R L T R
A (2.0) C (32.1) C (24.1) D (40.6) A (8.7) C (20.7) A (5.7) C (26.3) A (3.3) A (3.1)
A (2.0) D (36.2) B (16.1) A (7.5)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 3 145 27 #190 56 231 79 m126 41 m20
Max Queue (ft) 48 139 75 142 64 120 64 314 467 48
Notes: Queues exceed available storage.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 42
3 Westbound I-140 Ramps/Centennial Drive and Castle Hayne Road (signalized)
Under 2029 future no build and future build conditions, the overall intersection operates at LOS C in
the AM peak and PM peak hours. No improvements are recommended.
Table 6.11 - LOS and Queueing for Castle Hayne Road and I-140 WB Ramps/Centennial Drive
Scenario Overall
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2029
Future No
Build
C (23.1)
L T R L T R L T R L T R
C (34.8) C (32.0) C (22.8) C (39.8) C (29.2) A (9.5) C (27.6) B (14.8) A (6.5) D (43.1) B (18.4) B (18.3)
C (29.2) C (31.4) B (14.7) C (26.4)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 24 11 18 187 105 26 103 91 61 #215 160 23
Max Queue (ft) 45 29 37 232 136 84 159 173 122 254 167 38
2029
Future
Build
C (26.0)
L T R L T R L T R L T R
D (35.1) C (32.0) C (25.3) D (39.8) C (29.2) A (10.0) C (34.0) B (17.0) A (7.2) E (60.0) B (17.1) B (16.5)
C (30.4) C (30.5) B (17.2) C (31.1)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 24 11 18 187 105 32 105 112 70 #315 212 23
Max Queue (ft) 25 13 17 192 103 52 105 127 60 227 164 13
PM Peak Hour
2029
Future No
Build
C (27.4)
L T R L T R L T R L T R
D (36.1) C (34.4) C (22.8) D (50.7) C (20.8) A (7.7) C (20.5) C (21.9) A (8.6) D (48.7) C (24.9) C (21.5)
C (26.2) D (42.1) B (18.5) C (32.4)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 33 44 106 #259 9 27 m12 #155 92 #223 164 8
Max Queue (ft) 50 105 164 276 26 80 37 240 187 258 189 15
2029
Future
Build
C (30.1)
L T R L T R L T R L T R
D (36.2) C (34.4) C (27.4) D (50.7) C (20.8) A (8.9) C (23.2) C (27.7) A (8.1) E (64.9) C (22.1) B (18.5)
C (29.5) D (36.7) C (23.6) D (35.7)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 33 44 113 #259 9 48 m9 #375 75 #292 188 8
Max Queue (ft) 30 69 142 228 13 90 25 190 88 211 171 4
Notes: Queues exceed available storage. Queues into TWLTL for additional storage.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 43
4 Castle Hayne Road and Sledge Road (Site Access) (unsignalized)
Under 2029 future build scenarios, with the 2026 build improvements in place (eastbound right and
northbound left turn lanes), the eastbound approach operates at LOS D in the AM and PM peak hours.
Though the eastbound left operates at LOS F in the PM, this is typical for side streets entering a major
roadway and queues are contained on site. No additional improvements are recommended.
Table 6.12 - LOS and Queueing for Castle Hayne Road and Sledge Road (Site Access)
Scenario Worst Approach
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Northbound Southbound
AM Peak Hour
2029
Future
Build
D (25.9)
EB Approach
L R L T TR
E (37.9) C (24.3) A (9.6) A (0.0) A (0.0)
D (25.9) A (1.4) A (0.0)
Available Storage (ft) Full 100 100 Full Full
95th% Queue (ft) 20 85 8 0 0
Max Queue (ft) 34 114 36 0 0
PM Peak Hour
2029
Future
Build
D (33.7)
EB Approach
L R L T TR
F (156.9) C (16.8) B (10.6) A (0.0) A (0.0)
D (33.7) A (2.6) A (0.0)
Available Storage (ft) Full 100 100 Full Full
95th% Queue (ft) 48 38 30 0 0
Max Queue (ft) 32 73 70 3 7
Notes: Queues exceed available storage.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 44
5 Castle Hayne Road and McDougald Drive (unsignalized)
Under 2029 future no build and build conditions, the eastbound approach operates at LOS C during
the AM and PM peak hours. No improvements are recommended.
Table 6.13 - LOS and Queueing for Castle Hayne Road and McDougald Drive (Site Access)
Scenario Worst Approach
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Northbound Southbound
AM Peak Hour
2029
Future No
Build
C (16.3)
EB Approach
LR LT TR
C (16.3) A (9.1) A (0.0)
Available Storage (ft) Full Full Full
95th% Queue (ft) 5 0 0
Max Queue (ft) 36 28 0
2029
Future
Build
C (16.7)
EB Approach
LR LT TR
C (16.7) A (9.1) A (0.0)
Available Storage (ft) Full Full Full
95th% Queue (ft) 5 0 0
Max Queue (ft) 26 6 0
PM Peak Hour
2029
Future No
Build
C (18.1)
EB Approach
LR LT TR
C (18.1) A (8.9) A (0.0)
Available Storage (ft) Full Full Full
95th% Queue (ft) 5 3 0
Max Queue (ft) 30 106 0
2029
Future
Build
C (19.2)
EB Approach
LR LT TR
C (19.2) A (9.0) A (0.0)
Available Storage (ft) Full Full Full
95th% Queue (ft) 5 3 0
Max Queue (ft) 24 52 0
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 45
6 Castle Hayne Road and Marathon Avenue (Secondary Site Access) (unsignalized)
By Phase 2, the connection to the development via Marathon Avenue is expected to be open to site
traffic. Under 2029 future no build conditions, the eastbound approach operates at LOS C during the
AM and PM peak hours. With the addition of site traffic, it continues to operate acceptably at LOS C
in the AM peak and at LOS D in the PM peak hour. Because the delay changed letters and increased
by more than 25 percent, an improvement is proposed. Installing a 75-foot eastbound right turn lane
reduces delay slightly for the Marathon Avenue approach.
Table 6.14 - LOS and Queueing for Castle Hayne Road and Marathon Avenue
Scenario Worst Approach
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Northbound Southbound
AM Peak Hour
2029
Future No
Build
C (17.0)
EB Approach
LR L T TR
C (17.0) A (8.9) A (0.0) A (0.0)
C (17.0) A (0.2) A (0.0)
Available Storage (ft) Full 200 Full Full
95th% Queue (ft) 15 0 0 0
Max Queue (ft) 64 28 0 0
2029
Future
Build
C (22.1)
EB Approach
LR L T TR
C (22.1) A (9.0) A (0.0) A (0.0)
C (22.1) A (0.3) A (0.0)
Available Storage (ft) Full 200 Full Full
95th% Queue (ft) 38 0 0 0
Max Queue (ft) 55 16 0 0
2029
Future
Build with
Imp.
C (19.0)
EB Approach
L R L T TR
C (24.1) B (13.8) A (9.0) A (0.0) A (0.0)
C (19.0) A (0.3) A (0.0)
Available Storage (ft) Full 75 200 Full Full
95th% Queue (ft) 20 10 0 0 0
Max Queue (ft) 58 59 28 0 2
PM Peak Hour
2029
Future No
Build
C (19.5)
EB Approach
LR L T TR
C (19.5) A (8.5) A (0.0) A (0.0)
C (19.5) A (0.5) A (0.0)
Available Storage (ft) Full 200 Full Full
95th% Queue (ft) 15 3 0 0
Max Queue (ft) 55 44 0 0
2029
Future
Build
D (30.6)
EB Approach
LR L T TR
D (30.6) A (8.8) A (0.0) A (0.0)
D (30.6) A (0.7) A (0.0)
Available Storage (ft) Full 200 Full Full
95th% Queue (ft) 40 5 0 0
Max Queue (ft) 47 24 0 8
2029
Future
Build with
Imp.
D (26.8)
EB Approach
L R L T TR
E (41.4) B (12.2) A (8.8) A (0.0) A (0.0)
D (26.8) A (0.7) A (0.0)
Available Storage (ft) Full 75 200 Full Full
95th% Queue (ft) 30 5 5 0 0
Max Queue (ft) 55 55 56 0 2
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 46
7 Castle Hayne Road and N College Road and Garden Place Drive (roundabout)
In 2029, the roundabout will operate at overall LOS B in the AM and PM peak hours under no build
and build conditions. No improvements are recommended.
Table 6.15 – Roundabout at Castle Hayne Road and N College Road and Garden Place Drive
Scenario Overall
Intersection
Approach LOS (Delay), v/c Ratio
Eastbound Westbound Northbound Southbound
AM Peak Hour
2029
Future No-Build
B (13.1) A (7.9), 0.025 A (9.0), 0.451 B (12.8), 0.554 C (15.0), 0.764
Queues (feet) 0 50 75 200
2029
Future Build
B (14.4) A (8.1), 0.026 B (10.1), 0.482 C (15.2), 0.633 C (15.9), 0.782
Queues (feet) 0 75 125 225
PM Peak Hour
2029
Future No-Build
B (12.5) A (6.6), 0.021 B (14.1), 0.570 B (13.9), 0.667 B (10.6), 0.637
Queues (feet) 0 100 125 125
2029
Future Build
B (14.0) A (7.1), 0.023 C (15.5), 0.597 C (15.5), 0.712 B (12.1), 0.692
Queues (feet) 0 100 150 150
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 47
8 Castle Hayne Road and Holly Shelter Road/Gas Station Driveway (signalized)
In 2029, the overall intersection operates at LOS C in the AM peak and LOS D during the PM peak
under no build and build conditions. No improvements are recommended.
Table 6.16 - LOS and Queueing for Castle Hayne Road and Holly Shelter Road/Gas Station Driveway
Scenario Overall
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2029
Future
No Build
C (33.0)
LT R LT R L T R L T R
D (49.0) D (49.6) D (50.9) B (13.9) D (49.5) D (37.7) B (10.9) E (55.3) C (24.7) B (13.0)
D (49.1) D (42.1) C (23.3) C (34.0)
Available Storage (ft) Full 50 75 Full 150 Full 175 100 Full 150
95th% Queue (ft) 54 24 #593 85 16 298 197 356 623 23
Max Queue (ft) 57 33 175 392 28 231 194 200 908 165
2029
Future
Build
C (33.9)
LT R LT R L T R L T R
D (49.5) D (50.1) E (55.4) B (14.4) D (50.0) D (37.7) B (11.6) E (57.3) C (24.6) B (12.9)
D (49.7) D (46.0) C (23.2) C (34.5)
Available Storage (ft) Full 50 75 Full 150 Full 175 100 Full 150
95th% Queue (ft) 55 24 #632 87 16 312 227 361 629 23
Max Queue (ft) 36 14 171 246 13 141 124 199 466 112
PM Peak Hour
2029
Future
No Build
D (46.0)
LT R LT R L T R L T R
E (72.5) E (65.0) F (87.6) D (44.7) E (64.2) D (47.7) A (5.1) F (87.2) B (15.4) B (12.5)
E (71.8) E (64.3) D (39.5) D (35.7)
Available Storage (ft) Full 50 75 Full 150 Full 175 100 Full 150
95th% Queue (ft) 73 16 #471 416 16 #983 54 #321 366 19
Max Queue (ft) 80 21 175 1167 73 677 275 199 509 95
2029
Future
Build
D (51.2)
LT R LT R L T R L T R
E (72.6) E (65.0) F (116.1) D (44.4) E (64.2) D (50.2) A (5.2) F (88.2) B (15.8) B (12.5)
E (71.9) E (80.0) D (40.6) D (35.8)
Available Storage (ft) Full 50 75 Full 150 Full 175 100 Full 150
95th% Queue (ft) 73 16 #590 416 16 #1006 63 #321 382 19
Max Queue (ft) 53 10 175 806 9 360 181 186 279 33
Notes: Queues exceed available storage.
Queues contained within full width taper.
Queues into TWLTL for additional storage.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 48
6.3 Phase 3 Level of Service and Queueing Results
The Phase 3 (2034) capacity and queue analyses results are discussed by intersection and summarized
in Tables 6.17 to 6.22, 6.24, and 6.25. The Blue Clay Industrial development is assumed by 2034.
1 Castle Hayne Road and Riverside Drive/N Kerr Avenue (signalized)
In 2034, the intersection operates at LOS D in the AM and LOS F in the PM future no build conditions.
Under build conditions, with 2029 improvements in place, the intersection operates at LOS F during
the AM and PM peak hours. A northbound right turn lane with 100 feet of storage and an overlap
phase is recommended to reduce overall intersection delay. With this improvement, the AM peak hour
operates at LOS D, and the PM peak hour delay decreases about half a minute per vehicle.
Table 6.17 - LOS and Queueing for Castle Hayne Road and Riverside Drive/N Kerr Avenue
Scenario Overall Level of Service per Movement & by Approach (delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2034
Future No
Build
D (47.2)
L T R L T R L TR L T R
D (54.0) E (62.1) C (31.1) E (79.3) D (50.4) C (24.3) E (55.3) E (56.5) E (69.3) C (30.0) B (13.8)
D (48.7) D (49.3) E (56.4) D (41.5)
Available Storage (ft) 175 Full 175 Full 400 400 100 Full 200 Full 350
95th% Queue (ft) 123 94 72 #331 62 174 60 #679 #497 733 38
Max Queue (ft) 127 123 113 345 153 268 200 851 300 1478 449
2034
Future
Build
F (80.9)
L T R L T R L TR L T R
E (70.3) E (59.9) D (40.3) E (79.5) D (45.6) C (23.9) E (53.0) E (56.1) F
(223.2) E (56.7) B (15.8)
E (57.6) D (47.6) E (55.9) F (108.7)
Available Storage (ft) 175 Full 175 450 200 Full 100 Full 200 Full 350
95th% Queue (ft) #136 93 91 #320 59 211 58 #707 #715 #1069 42
Max Queue (ft) 162 144 129 291 112 236 200 873 300 5831 450
2034
Future
Build with
Imp.
D (43.7)
L T R L T R L T R L T R
E (55.6) E (61.9) C (32.7) F (86.3) D (50.4) B (19.9) E (56.8) D (52.0) B (12.4) D (54.8) D (36.6) B (12.8)
D (49.8) D (48.4) D (42.4) D (41.7)
Available Storage (ft) 175 Full 175 450 200 Full 100 Full 100 200 Full 350
95th% Queue (ft) 124 94 73 #343 62 183 60 464 80 #596 #994 37
Max Queue (ft) 128 117 114 327 345 580 200 675 200 300 2317 450
PM Peak Hour
2034
Future No
Build
F (89.4)
L T R L T R L TR L T R
F (118.4) F (87.8) D (35.8) F (127.1) F (92.7) F (139.2) E (64.6) F (100.9) F (88.8) D (40.3) B (18.0)
F (88.3) F (130.1) F (96.1) E (52.3)
Available Storage (ft) 175 Full 175 Full 400 400 100 Full 200 Full 350
95th% Queue (ft) #332 #114 114 #509 #199 #730 #249 #1313 #515 737 63
Max Queue (ft) 252 323 158 2136 500 450 200 2201 300 1746 450
2034
Future
Build
F (129.7)
L T R L T R L TR L T R
F (131.9) E (79.4) D (34.8) F (162.4) F (96.4) F (238.0) E (63.8) F (161.5) F
(122.5) D (43.0) B (16.2)
F (93.5) F (202.5) F (150.1) E (64.6)
Available Storage (ft) 175 Full 175 450 200 Full 100 Full 200 Full 350
95th% Queue (ft) #328 106 105 #516 #206 #913 203 #1514 #612 879 62
Max Queue (ft) 256 468 193 439 600 2135 200 2202 300 2284 450
2034
Future
Build with
Imp.
F (100.8)
L T R L T R L T R L T R
F (179.6) F (87.5) D (40.5) F (147.9) F (82.7) F (119.0) E (73.6) F (159.9) B (10.2) E (71.1) D (37.9) B (15.1)
F (121.6) F (122.8) F (136.4) D (46.2)
Available Storage (ft) 175 Full 175 450 200 Full 100 Full 100 200 Full 350
95th% Queue (ft) #368 #114 118 #521 177 #814 #273 #1464 59 #552 851 60
Max Queue (ft) 271 692 227 371 425 2125 200 204 200 300 1890 450
Notes: Queues exceed available storage. Queues into TWLTL for additional storage.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane.
*Left turn and through storage lengths are unequal. Queues are contained within available storage.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 49
2 Eastbound I-140 Ramps and Castle Hayne Road (signalized)
The overall intersection operates at LOS B in the AM and PM peak hours under 2034 future no build
and future build conditions. No improvements are recommended.
Table 6.18 - LOS and Queueing for Castle Hayne Road and I-140 EB Ramps/Moore’s Crossing Driveway
Scenario Overall
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2034
Future No
Build
B (16.5)
R L T R L T R L T R
A (0.9) D (36.3) B (19.8) B (12.5) A (9.0) C (21.3) A (5.4) C (29.7) B (10.6) B (11.2)
A (0.9) C (25.6) B (16.0) B (12.8)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 0 217 8 98 40 189 77 m56 113 m40
Max Queue (ft) 39 267 227 204 77 191 144 129 210 74
2034
Future
Build
B (15.6)
R L T R L T R L T R
A (0.9) D (38.0) C (20.8) B (12.4) A (9.8) C (24.2) A (6.5) C (32.2) A (3.7) A (3.0)
A (0.9) C (24.9) B (18.7) A (9.5)
Available Storage (ft) Full 200 Full 150 200 Full 175 275 Full 100
95th% Queue (ft) 0 224 8 129 42 220 82 m175 m73 m27
Max Queue (ft) 43 278 363 239 99 225 156 263 148 43
PM Peak Hour
2034
Future No
Build
B (13.6)
R L T R L T R L T R
A (4.4) D (40.5) C (21.5) B (10.8) A (6.8) B (17.1) A (5.8) C (28.0) A (6.3) A (5.6)
A (4.4) C (28.6) B (13.2) A (9.6)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 28 #193 24 63 40 167 78 m100 149 m63
Max Queue (ft) 58 279 297 184 113 178 134 252 246 66
2034
Future
Build
B (17.6)
R L T R L T R L T R
A (5.8) D (48.1) C (21.9) B (16.0) A (7.7) C (22.6) A (6.0) D (49.2) A (4.6) A (3.6)
A (5.8) C (27.9) B (17.9) B (13.8)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 38 #193 24 #177 45 #256 78 m#262 m101 m38
Max Queue (ft) 70 285 395 247 92 188 114 254 249 63
Notes: Queues exceed available storage.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 50
3 Westbound I-140 Ramps/Centennial Drive and Castle Hayne Road (signalized)
In 2034, the overall intersection operates at LOS C in the AM peak and LOS D during the PM peak
hours under no build and build conditions. No improvements are recommended.
Table 6.19 - LOS and Queueing for Castle Hayne Road and I-140 WB Ramps/Centennial Drive
Scenario Overall
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2034
Future No
Build
C (24.2)
L T R L T R L T R L T R
C (34.8) C (32.0) C (22.3) C (37.0) C (26.2) A (7.3) C (32.2) C (20.6) A (6.3) D (37.9) C (21.2) B (19.4)
C (29.0) C (29.4) B (18.6) C (26.6)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 24 11 17 #300 115 25 114 #204 52 195 165 23
Max Queue (ft) 45 26 39 247 146 84 163 167 111 243 164 32
2034
Future
Build
C (29.7)
L T R L T R L T R L T R
C (34.3) C (31.5) C (21.8) F (88.6) C (33.7) A (6.8) C (33.1) C (30.6) A (8.0) C (33.2) B (16.4) B (13.8)
C (28.5) E (55.3) C (26.2) C (21.9)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 24 10 11 #310 115 40 m90 #292 68 #441 302 22
Max Queue (ft) 45 24 36 332 224 139 169 145 143 301 235 29
PM Peak Hour
2034
Future No
Build
D (36.2)
L T R L T R L T R L T R
D (46.0) E (56.1) C (28.8) D (52.1) D (42.0) B (19.4) C (31.9) C (32.2) B (10.4) E (57.6) D (40.0) C (34.8)
D (35.1) D (46.1) C (25.9) D (45.5)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 46 62 121 #479 13 44 m12 374 187 263 261 12
Max Queue (ft) 53 147 187 349 22 99 68 285 192 304 272 23
2034
Future
Build
D (52.1)
L T R L T R L T R L T R
D (43.7) E (57.6) C (31.2) E (74.7) D (49.2) C (27.1) D (36.1) E (63.9) A (5.6) F (86.5) D (38.6) C (23.5)
D (36.9) D (52.9) E (52.5) D (54.0)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 42 63 155 #479 15 165 m9 #719 m62 #520 341 9
Max Queue (ft) 64 79 176 401 427 284 97 439 275 340 460 18
Notes: Queues exceed available storage. Queues into TWLTL for additional storage.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 51
4 Castle Hayne Road and Sledge Road (Site Access) (signalized)
By 2034, the unsignalized site access will operate at LOS F during the AM and PM peak hours.
Installation of a traffic signal and a roundabout were both considered. The analysis for a clustered
signal is provided here for the signalized option. Preliminary discussion with NCDOT indicated that
the roundabout option is not preferred; analysis results for the roundabout were included in the initial
submission but are omitted from this revised submittal.
With improvements, the signalized intersection will operate at LOS B in the morning and LOS C in the
evening. The required improvements include installing a traffic control signal, adding 175 feet of
storage for the eastbound left turn lane, and constructing a second eastbound right turn lane (225
feet), a second northbound left turn lane (425 feet), and a southbound right turn lane (full length to
McDougald Drive). Receiving lanes in the southbound and westbound directions are also required.
Table 6.20 - LOS and Queueing for Castle Hayne Road and Sledge Road (Site Access)
Scenario Worst Approach or
Overall
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Northbound Southbound
AM Peak Hour
2034
Future
Build
F (299.4)
EB Approach
Unsignalized
L R L T TR
F (270.7) F (303.2) B (11.0) A (0.0) A (0.0)
F (299.4) A (3.3) A (0.0)
Available Storage (ft) Full 100 100 Full Full
95th% Queue (ft) 163 890 28 0 0
Max Queue (ft) 2245 200 113 55 32
2034
Future
Build with
Imp
B (19.2)
Signalized
L RR LL T T R
E (55.9) D (37.9) D (37.9) A (3.2) A (5.8) A (1.3)
D (40.0) B (13.7) A (5.6)
Available Storage (ft) 175 Full 225 425 Full Full Full (175)
95th% Queue (ft) 101 #223 100 92 m45 m2
Max Queue (ft) 139 213 136 160 113 42
PM Peak Hour
2034
Future
Build
F ($1979.4)
EB Approach
Unsignalized
L R L T TR
F ($16255.5) F (83.1) D (31.7) A (0.0) A (0.0)
F ($1979.4) B (14.5) A (0.0)
Available Storage (ft) Full Full 100 100 Full Full
95th% Queue (ft) 235 345 293 0 0
Max Queue (ft) 2837 200 200 738 47
2034
Future
Build with
Imp
C (24.4)
Signalized
L RR LL T T R
E (64.4) C (27.6) E (64.7) A (4.6) A (3.2) A (1.1)
C (31.9) C (32.0) A (3.0)
Available Storage (ft) 175 Full 225 425 Full Full Full (175)
95th% Queue (ft) 90 161 #410 215 m39 m0
Max Queue (ft) 111 187 329 216 89 41
Notes: Queues exceed available storage.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 52
5 Castle Hayne Road and McDougald Drive (signalized)
With a signal installed at Sledge Road in 2034, one would also be required at McDougald Drive. These
signals would be clustered to operate together off a single controller. A northbound left turn lane onto
McDougald Drive is required along with the traffic control signal. With these improvements, the
intersection operates at LOS C.
Table 6.21 – Castle Hayne Road and McDougald Road
(clustered signalized intersection)
Scenario Overall
Intersection
Approach LOS (Delay), v/c Ratio
Eastbound Northbound Southbound
AM Peak Hour
2034 Future
Build
C (18.8) EB
Approach
LR L T TR
C (18.8) A (0.1) A (0.0)
C (18.8) A (9.3) A (0.0) A (0.0)
Storage (ft) Full Full (175) Full Full
95th% Queue (ft) 8 0 0 0
Max Queue (ft) 43 52 0
2034 Future
Build with
Imp.
C (31.6)
Signalized
LR L T TR
D (45.6) A (4.9) D (51.2)
D (45.6) A (2.5) A (4.9) D (51.2)
Storage (ft) Full Full (175) Full Full
95th% Queue (ft) 43 m1 200 #726
Max Queue (ft) 61 18 184 594
PM Peak Hour
2034 Future
Build
C (22.5) EB
Approach
LR L T TR
C (22.5) A (0.2) A (0.0)
C (22.5) A (9.3) A (0.0) A (0.0)
Storage (ft) Full Full (175) Full Full
95th% Queue (ft) 8 3 0 0
Max Queue (ft) 40 127 0
2034 Future
Build with
Imp.
C (26.6)
Signalized
LR L T TR
D (53.4) A (6.2) D (51.2)
D (53.4) A (3.9) A (6.2) D (51.2)
Storage (ft) Full Full (175) Full Full
95th% Queue (ft) 37 m3 416 #810
Max Queue (ft) 52 39 186 527
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 53
6 Castle Hayne Road and Marathon Avenue (Secondary Site Access) (unsignalized)
In 2034, the eastbound approach operates at LOS C during the AM and PM peak hours under future
no build conditions. Under build conditions, it operates at LOS D during the AM and at LOS F during
the PM peak hour. It is recommended to install a signal and maintain the separate eastbound left and
right turn lanes. With a signal installed, the intersection operates at a LOS A during the AM and PM
peak hours.
Table 6.22 - LOS and Queueing for Castle Hayne Road and Marathon Avenue
Scenario Overall or
Worst Approach
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Northbound Southbound
AM Peak Hour
2034 Future
No Build
C (17.8)
EB Approach
Stop Control
LR L T TR
C (17.8) A (9.0) A (0.0) A (0.0)
C (17.8) A (0.2) A (0.0)
Available Storage (ft) Full 200 Full Full
95th% Queue (ft) 18 0 0 0
Max Queue (ft) 57 32 0 0
2034 Future
Build
D (31.7)
EB Approach
Stop Control
L R L T TR
E (44.1) C (15.3) A (9.3) A (0.0) A (0.0)
D (31.7) A (0.5) A (0.0)
Available Storage (ft) Full 75 200 Full Full
95th% Queue (ft) 73 18 3 0 0
Max Queue (ft) 99 59 33 0 0
2034 Future
Build with
Imp
A (9.8)
Signalized
L R L T TR
C (20.8) C (20.6) A (5.3) A (6.4) A (9.3)
C (20.7) A (6.3) A (9.3)
Available Storage (ft) Full 75 200 Full Full
95th% Queue (ft) 78 63 11 123 256
Max Queue (ft) 110 84 51 196 208
PM Peak Hour
2034 Future
No Build
C (20.9)
EB Approach
Stop Control
LR L T TR
C (20.9) A (8.6) A (0.0) A (0.0)
C (20.9) A (0.5) A (0.0)
Available Storage (ft) Full 200 Full Full
95th% Queue (ft) 18 5 0 0
Max Queue (ft) 65 46 0 0
2034 Future
Build
F (83.9)
EB Approach
Stop Control
L R R L T
F (139.1) B (13.9) A (9.6) A (0.0) A (0.0)
F (83.9) A (1.1) A (0.0)
Available Storage (ft) Full 75 200 Full Full
95th% Queue (ft) 118 13 10 0 0
Max Queue (ft) 98 60 72 0 9
2034 Future
Build with
Imp
A (9.1)
Signalized
L R L T TR
C (23.0) C (22.9) A (6.1) A (8.5) A (7.4)
C (22.9) A (8.2) A (7.4)
Available Storage (ft) Full 75 200 Full Full
95th% Queue (ft) 64 53 31 252 199
Max Queue (ft) 93 69 91 174 168
Notes: Queues exceed available storage.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 54
A traffic signal warrant was conducted to determine if a traffic control signal would be warranted at the
intersection of Castle Hayne Road and Marathon Avenue. The Federal Highway Administration
(FHWA) criteria presented in the 2009 Edition of the Manual on Uniform Traffic Control Devices
(MUTCD) were established to justify the installation of a traffic control signal.
Warrant 1, Eight-Hour Vehicular Volume
Warrant 2, Four-Hour Vehicular Volume
Warrant 3, Peak Hour
Warrant 4, Pedestrian Volume
Warrant 5, School Crossing
Warrant 6, Coordinated Signal System
Warrant 7, Crash Experience
Warrant 8, Roadway Network
Warrant 9, Intersection Near a Grade Crossing
The applicable warrants (1, 2, and 3) were examined for future build conditions. The other warrants
were not applied to this analysis. The satisfaction of a traffic signal warrant or warrants does not in
itself require the installation of a traffic signal.
Future build volumes were developed from the 13-hour traffic counts and generated site trips. Because
the posted speed limit exceeds 40 mph on Castle Hayne Road, the 70 percent factor was used. A
right turn reduction was applied to those warrants that met without it for comparison. The results of
the analysis show that a traffic control signal is warranted at the study intersection by 2034 with or
without the right turn reduction. Warrant information is included in the Appendix.
Table 6.23 – Signal Warrant Summary: Castle Hayne Road and Marathon Avenue
Intersection # Required Hours Met Status
2029 Analysis (2 Eastbound Lanes)
Warrant 1: Eight-Hour Vehicular Volume -- NOT MET
Warrant 1A – Minimum Vehicular Volume 0 of 8 NOT MET
Warrant 1B – Interruption of Continuous Traffic 0 of 8 NOT MET
Warrant 1C – Combination of A and B 0 of 8 NOT MET
Warrant 2: Four-Hour Vehicular Volume 2 of 4 NOT MET
Warrant 3: Peak Hour 0 of 1 N/A*
2034 Analysis (2 Eastbound Lanes)
Warrant 1: Eight-Hour Vehicular Volume -- MET
Warrant 1A – Minimum Vehicular Volume 0 of 8 NOT MET
Warrant 1B – Interruption of Continuous Traffic 2 of 8 NOT MET
Warrant 1C – Combination of A and B 8 of 8
(1 of 8 with RT reduction)
MET
(NOT MET)
Warrant 2: Four-Hour Vehicular Volume 12 of 4
(9 of 4 with RT reduction)
MET
(MET)
Warrant 3: Peak Hour 5 of 1
(1 of 1 with RT reduction) N/A*
*Warrant 3 shall be applied only in unusual cases at locations that attract or discharge large numbers of vehicles
over a short time. Volumes are high enough to meet this warrant; however, this site is not an unusual case.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 55
7 Castle Hayne Road and N College Road and Garden Place Drive (roundabout)
Under 2034 future no build conditions, the overall roundabout will operate at LOS D in the AM and
LOS C in the PM peak hours. Under build conditions, it drops to LOS E in the AM and LOS D in the
PM. Per NCDOT Congestion Management and WMPO standards, improvements must be shown to
reduce the delay back to the future no build conditions. To reduce delay, a 100-foot slip lane should
be constructed from northbound Castle Hayne Road to southbound N College Road and a
receiving lane on North College Road is necessary. Also, a second circulating lane on the west
side of the roundabout is required. A northbound bypass lane should be constructed to redirect
North College Road vehicles to northbound Castle Hayne Road. With these improvements in
place, the overall roundabout is expected to operate at LOS B in the AM and PM peak hours.
Table 6.24 – Roundabout at Castle Hayne Road and N College Road and Garden Place Drive
Scenario Overall
Intersection
Approach LOS (Delay), v/c Ratio
Eastbound
(Garden Place
Drive)
Westbound
(North College
Road)
Northbound
(Castle Hayne
Road)
Southbound
(Castle Hayne
Road)
AM Peak Hour
2034
Future No-
Build
D (25.2) B (10.4) B (11.3) C (22.7) D (32.3)
v/c Ratio 0.036 0.557 0.723 0.948
Queues (feet) 3 126 178 843
2034
Future Build
E (40.2) B (11.0) C (16.2) F (57.9) E (41.8)
v/c Ratio 0.039 0.663 0.986 0.994
Queues (feet) 3 179 592 2439
2034
Future Build
with
Improvements
B (10.4) A (8.5) A (5.1) C (16.3) A (7.8)
v/c Ratio 0.030 0.061 0.712 0.542
Queues (feet)2 6 174 105
PM Peak Hour
2034
Future No-
Build
C (20.2) A (7.8) D (28.2) C (21.9) B (14.4)
v/c Ratio 0.028 0.824 0.794 0.753
Queues (feet) 3 310 360 272
2034
Future Build
D (34.0) A (9.7) E (46.3) E (37.3) D (25.8)
v/c Ratio 0.034 0.932 0.929 0.906
Queues (feet) 3 445 705 654
2034
Future Build
with
Improvements
B (11.6) A (7.6) A (6.3) C (17.5) A (7.7)
v/c Ratio 0.027 0.056 0.774 0.571
Queues (feet)2 5 332 119
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 56
8 Castle Hayne Road and Holly Shelter Road/Gas Station Driveway (signalized)
Under 2034 future no build conditions, the overall intersection operates at LOS D in the AM and LOS
E during the PM. The LOS drops one letter in the AM and PM peak hours under build conditions. To
mitigate the increase in delay, it is recommended to restripe the east leg to allow the through
movement to be shared with the right turn movement instead of the left turn movement. Split phasing
should be removed, and signal timings should be adjusted.
Table 6.25 - LOS and Queueing for Castle Hayne Road and Holly Shelter Road/Gas Station Driveway
Scenario Overall
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2034
Future
No Build
D (50.7)
LT R LT R L T R L T R
D (52.8) D (53.4) F (130.2) B (15.4) D (53.2) D (38.0) B (12.4) E (60.9) C (27.3) B (12.2)
D (53.0) F (107.7) C (24.0) D (37.0)
Available Storage (ft) Full 50 75 Full 150 Full 175 100 Full 150
95th% Queue (ft) 58 27 #889 93 16 346 248 391 778 23
Max Queue (ft) 66 34 175 3537 56 341 275 200 2046 250
2034
Future
Build
E (61.3)
LT R LT R L T R L T R
D (53.5) D (53.9) F (179.0) B (17.0) D (53.5) D (37.0) B (14.3) E (73.1) C (27.3) B (12.0)
D (53.6) F (149.4) C (23.8) D (40.4)
Available Storage (ft) Full 50 75 Full 150 Full 175 100 Full 150
95th% Queue (ft) 58 27 #979 100 16 379 329 408 802 23
Max Queue (ft) 66 29 3260 3103 27 466 275 200 1998 250
2034
Future
Build
with Imp.
D (46.5)
LT R L TR L T R L T R
E (69.1) E (66.2) E (66.8) C (29.1) E (65.0) E (60.5) B (13.9) E (65.6) D (42.4) B (19.3)
E (68.4) E (59.0) C (33.2) D (48.7)
Available Storage (ft) Full 50 75 Full 150 Full Full 100 Full 150
95th% Queue (ft) 62 29 #798 147 17 430 262 #571 #1125 31
Max Queue (ft) 74 41 175 621 52 339 320 200 2120 227
PM Peak Hour
2034
Future
No Build
E (60.3)
LT R LT R L T R L T R
E (73.3) E (65.0) F (140.7) D (45.9) E (64.2) E (68.1) A (5.7) F (92.8) B (16.5) B (12.5)
E (72.5) F (93.5) D (52.8) D (36.9)
Available Storage (ft) Full 50 75 Full 150 Full 175 100 Full 150
95th% Queue (ft) 76 16 #655 443 16 #1171 84 #339 432 19
Max Queue (ft) 82 29 175 3559 73 1165 275 200 637 135
2034
Future
Build
F (93.6)
LT R LT R L T R L T R
E (73.3) E (65.0) F (304.8) D (45.9) E (64.2) E (76.7) A (6.3) F (92.8) B (17.3) B (12.5)
E (72.5) F (196.5) E (56.3) D (36.2)
Available Storage (ft) Full 50 75 Full 150 Full 175 100 Full 150
95th% Queue (ft) 76 16 #969 443 16 #1232 114 #339 488 19
Max Queue (ft) 90 27 3716 3701 94 1394 275 200 670 166
2034
Future
Build
with Imp.
E (76.6)
LT R L TR L T R L T R
F (85.8) E (67.8) F (128.1) D (53.6) E (67.2) F (96.4) A (4.8) F (191.2) C (23.8) B (16.6)
F (84.0) F (95.3) E (69.8) E (65.7)
Available Storage (ft) Full 50 75 Full 150 Full Full 100 Full 150
95th% Queue (ft) 79 17 #834 489 17 #310 88 #415 563 22
Max Queue (ft) 114 35 175 3741 162 1201 936 200 2034 249
Notes: Queues exceed available storage. Queues contained within full width taper.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 57
6.4 Full Build (Phase 4) Level of Service and Queueing Results
The results of the Full Build (2044) capacity and queue analyses are discussed by intersection in the
following paragraphs. The LOS, delay, and queue results are summarized in Tables 6.26 to 6.33.
1 Castle Hayne Road and Riverside Drive/N Kerr Avenue (signalized)
Under 2044 future no build conditions, the intersection operates at LOS D in the AM and at LOS F in
the PM. Under build conditions, it operates at LOS E in the AM and remains LOS F with an increased
delay during the PM. A second westbound right turn lane with 350 feet of storage and a northbound
receiving lane on Castle Hayne Road are recommended. With these improvements, the overall AM
LOS remains LOS E, and the overall delay in the PM peak is reduced by 22 percent.
Table 6.26 - LOS and Queueing for Castle Hayne Road and Riverside Drive/N Kerr Avenue
Scenario Overall Level of Service per Movement & by Approach (delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2044
Future
No Build
D (54.4)
L T R L T R L TR L T R
D (53.6) E (65.1) C (33.8) F (103.9) D (51.6) C (29.2) E (58.0) E (65.1) F (80.4) C (32.9) B (13.4)
D (50.3) E (62.6) E (64.7) D (46.5)
Available Storage (ft) 175 Full 175 Full 400 400 100 Full 200 Full 350
95th% Queue (ft) 131 102 78 #372 66 188 65 #767 #540 #936 40
Max Queue (ft) 141 13 124 387 138 274 200 1116 300 2158 450
2044
Future
Build
E (68.0)
L T R L T R L T R L T R
E (72.7) F (90.6) D (42.3) F (149.9) E (65.4) C (26.6) E (68.9) E (58.5) B (14.2) F (88.0) E (68.5) B (13.1)
E (67.6) E (77.4) D (48.7) E (73.1)
Available Storage (ft) 175 Full 175 450 200 400 100 Full 100 200 Full 350
95th% Queue (ft) #165 #134 98 #468 80 295 75 606 94 #937 #1504 42
Max Queue (ft) 161 155 122 364 402 984 200 844 200 300 1945 450
2044
Future
Build
with Imp.
E (66.7)
L T R L T RR L T R L T R
E (67.3) E (64.2) C (33.8) F (110.6) D (50.1) B (14.8) E (57.8) E (57.4) B (11.6) F (104.5) E (73.0) B (12.9)
E (55.4) D (54.5) D (46.9) F (81.3)
Available Storage (ft) 175 Full 175 450 200 350 100 Full 100 200 Full 350
95th% Queue (ft) #138 102 79 #384 66 102 65 #606 85 #757 #1297 39
Max Queue (ft) 145 148 108 353 383 1067 199 866 200 300 1111 450
PM Peak Hour
2044
Future
No Build
F (112.1)
L T R L T R L TR L T R
F (136.5) F (92.5) D (37.2) F (197.9) F (96.1) F (168.0) E (74.0) F (139.7) F (100.3) D (41.3) B (16.6)
F (98.6) F (168.0) F (130.9) E (55.7)
Available Storage (ft) 175 Full 175 Full 400 400 100 Full 200 Full 350
95th% Queue (ft) #366 #134 123 #558 #228 #812 #287 #1486 #558 866 66
Max Queue (ft) 272 731 252 2136 500 450 200 2207 300 1876 4550
2044
Future
Build
F (157.2)
L T R L T R L T R L T R
F (211.9) F (92.5) D (43.4) F (224.0) F (83.0) F (200.4) F (114.5) F
(272.5) C (28.2) F (99.4) D (47.3) B (14.1)
F (139.4) F (194.1) F (235.6) E (60.9)
Available Storage (ft) 175 Full 175 450 200 400 100 Full 100 200 Full 350
95th% Queue (ft) #402 #134 127 #570 #203 #1069 #311 #1882 118 #702 #1238 63
Max Queue (ft) 275 930 257 340 425 2126 200 2208 200 300 1145 450
2044
Future
Build
with Imp.
F (122.1)
L T R L T RR L T R L T R
F (120.1) F (92.5) D (43.4) F (224.0) F
(124.2) E (71.5) F (114.5) F
(189.0) C (22.6) F (206.5) D (47.3) B (14.1)
F (92.0) F (115.0) F (167.4) F (92.5)
Available Storage (ft) 175 Full 175 450 200 350 100 Full 100 200 Full 350
95th% Queue (ft) #354 #134 127 #570 #253 #471 #311 #1769 105 #809 #1238 63
Max Queue (ft) 266 491 196 375 425 2120 200 2211 200 300 1117 450
Notes: Queues exceed available storage. Queues into TWLTL for additional storage.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 58
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane.
*Left turn and through storage lengths are unequal. Queues are contained within available storage.
2 Eastbound I-140 Ramps and Castle Hayne Road (signalized)
Under 2044 future no build conditions, the overall intersection operates at LOS B in the AM and PM
peak hours. Under build conditions, it operates at LOS C in the AM peak and LOS D during the PM
peak hour. Though the delay does increase, the signalized intersection remains at LOS D or better;
therefore, no geometric improvements are recommended. With the improvements recommended at
the adjacent ramp, this intersection’s signal timing was updated as part of the coordinated network.
Signal timing adjustments bring the AM back to LOS B and the PM to LOS C.
Table 6.27 - LOS and Queueing for Castle Hayne Road and I-140 EB Ramps/Moore’s Crossing Driveway
Scenario Overall
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2044
Future No
Build
B (17.9)
R L T R L T R L T R
A (1.0) D (38.0) B (20.0) B (12.2) A (9.4) C (22.9) A (5.9) C (30.8) B (12.6) B (11.6)
A (1.0) C (26.3) B (17.2) B (14.6)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 0 245 8 109 39 207 89 m59 115 m37
Max Queue (ft) 47 287 277 212 88 208 166 114 215 66
2044
Future
Build
C (29.8)
R L T R L T R L T R
A (0.8) F (137.1) C (21.2) B (14.7) A (7.2) B (19.7) A (6.5) E (66.9) A (9.8) A (4.5)
A (0.8) E (69.9) B (15.8) C (23.0)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 1 #295 8 187 28 172 68 m#408 316 m0
Max Queue (ft) 37 300 1613 249 87 206 152 279 278 79
2044
Future
Build with
Imp.
B (18.0)
R L T R L T R L T R
A (2.6) D (49.6) C (25.2) B (13.1) B (11.4) C (32.0) A (9.3) C (28.7) A (2.2) A (1.6)
A (2.6) C (29.6) C (25.3) A (8.5)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 17 #312 10 186 46 297 114 m193 m61 m13
Max Queue (ft) 56 292 769 245 167 394 275 339 628 70
PM Peak Hour
2044
Future No
Build
B (15.1)
R L T R L T R L T R
A (6.0) D (45.3) C (21.7) B (11.1) A (7.4) B (18.3) A (6.0) C (30.2) A (8.0) A (6.2)
A (6.0) C (31.3) B (14.2) B (11.3)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 38 #212 24 70 42 187 85 m110 167 m62
Max Queue (ft) 63 281 451 209 104 174 116 274 290 68
2044
Future
Build
D (39.0)
R L T R L T R L T R
A (5.8) E (58.4) C (21.9) C (32.8) B (11.3) E (61.2) A (6.3) F
(109.5) A (8.5) A (5.4)
A (5.8) D (39.9) D (47.9) C (32.1)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 38 #212 24 #388 60 #426 85 m#361 m259 m61
Max Queue (ft) 46 300 1614 250 300 1216 275 146 150 54
2044
Future
Build with
Imp.
C (28.6)
R L T R L T R L T R
A (10.0) E (76.5) D (42.1) D (39.1) B (10.1) D (42.0) B (10.2) D (43.7) A (3.3) A (2.9)
A (10.0) D (49.9) C (34.1) B (12.8)
Available Storage (ft) Full 200 Full 150 200 Full 175 250 Full 100
95th% Queue (ft) 75 #340 39 #635 73 #688 155 m#414 m80 m29
Max Queue (ft) 102 299 649 250 299 555 275 330 415 104
Notes: Queues exceed available storage.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 59
3 Westbound I-140 Ramps/Centennial Drive and Castle Hayne Road (signalized)
Under 2044 future no build conditions, the overall intersection operates at LOS C in the AM peak and
LOS D during the PM peak. The overall LOS drops to LOS F in both cases under build conditions. It
is recommended to provide dual southbound lefts with 400 feet of storage and adjust signal timing.
These improvements bring the AM to LOS C and the PM to LOS E.
Table 6.28 - LOS and Queueing for Castle Hayne Road and I-140 WB Ramps/Centennial Drive
Scenario Overall
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2044
Future No
Build
C (25.8)
L T R L T R L T R L T R
D (35.1) C (32.0) C (23.1) D (35.0) C (25.2) A (6.7) C (31.8) C (24.0) A (6.4) D (39.8) C (24.9) B (19.7)
C (29.4) C (27.8) C (20.8) C (29.6)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 27 11 19 #330 126 28 123 #230 56 217 181 24
Max Queue (ft) 47 22 44 282 150 90 173 181 131 241 195 44
2044
Future
Build
E (68.6)
L T R L T R L T R L T R
E (57.6) D (52.0) D (41.5) D (52.6) D (43.2) B (14.0) D (49.7) D (40.9) B (11.5) F
(228.1) C (34.4) B (17.2)
D (49.8) D (39.2) D (36.4) F (98.1)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 37 15 30 #479 183 120 164 388 135 #989 551 24
Max Queue (ft) 60 26 50 351 257 181 218 345 211 362 399 86
2044
Future
Build with
Imp.
C (30.1)
L T R L T R L TT R LL T R
D (39.3) D (36.5) C (26.5) E (56.1) D (37.0) B (12.1) D (45.7) C (23.1) A (6.7) D (42.1) C (26.8) B (16.0)
C (33.3) D (38.8) C (22.4) C (31.8)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 400 Full 175
95th% Queue (ft) 29 12 15 #354 137 77 m#118 #368 m107 #305 #565 24
Max Queue (ft) 51 26 40 327 227 160 208 294 178 353 458 83
PM Peak Hour
2044
Future No
Build
D (40.1)
L T R L T R L T R L T R
D (48.0) E (57.8) C (26.6) D (54.6) D (42.2) B (18.2) C (28.9) D (38.6) B (12.3) E (59.3) D (46.0) C (33.2)
C (34.1) D (47.8) C (31.0) D (50.2)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 52 68 141 #524 16 51 m12 407 196 293 274 14
Max Queue (ft) 68 148 204 381 117 106 45 291 205 306 301 22
2044
Future
Build
F (130.8)
L T R L T R L T R L T R
D (49.9) E (58.4) D (39.5) F
(122.1) D (43.2) C (29.6) D (43.2) F
(227.2) B (14.1) F
(210.0) C (33.8) B (17.8)
D (43.7) E (69.9) F (193.4) F (91.2)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 275 Full 175
95th% Queue (ft) 52 68 193 #524 16 301 m9 m#1040 m144 #786 432 10
Max Queue (ft) 68 171 200 450 1511 325 349 1077 275 190 192 13
2044
Future
Build with
Imp.
E (73.5)
L T R L T R L TT R LL T R
D (49.6) E (58.4) D (47.2) F
(107.6) D (42.6) D (44.7) E (60.1) F (93.2) A (5.2) F
(161.6) C (25.6) B (16.4)
D (49.3) E (72.0) E (79.4) E (69.9)
Available Storage (ft) 300 Full 175 350 Full 225 250 Full 175 400 Full 175
95th% Queue (ft) 52 68 139 #512 16 #458 m11 #1017 m70 #386 432 10
Max Queue (ft) 59 196 208 450 1397 325 129 694 275 489 1016 22
Notes: Queues exceed available storage. Queues into TWLTL for additional storage.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 60
4 Castle Hayne Road and Sledge Road (Site Access) (signalized)
Under 2044 build conditions, the signalized intersection is anticipated to operate at an overall LOS F
without additional improvements. To improve LOS and delay, northbound and southbound Castle
Hayne Road are required to have two through lanes. Dual northbound left turns should be extended
to 650 feet, and the eastbound right turn lane should be extended to 325 feet.
With these improvements in place, the signalized intersection is anticipated to operate at an overall
LOS C or better with each approach at LOS D or better during the AM and PM peak hours. While two
movements still experience LOS E during the PM peak hour, these delays are not unexpected along
a congested corridor.
Table 6.29 – Castle Hayne Road and Sledge Road
(clustered signalized intersection)
Scenario Overall
Intersection
Approach LOS (Delay), v/c Ratio
Eastbound Northbound Southbound
AM Peak Hour
2044 Future
Build
F (107.0)
L R L T T R
F (241.8) C (20.2) A (7.2)
F (106.4) F (259.8) D (43.6) A (3.4) A (7.6) A (0.0)
Storage (ft) 175 225 425 Full Full Full (175)
95th% Queue (ft) #221 #712 173 104 m44 m0
Max Queue (ft) 275 2844 201 148 101 28
2044 Future
Build with
Imp.
B (18.2)
L RR LL T T R
C (30.6) B (14.3) A (4.8)
D (41.1) C (29.2) C (28.2) A (4.4) A (5.0) A (1.4)
Storage (ft) 175 325 650 Full Full Full (175)
95th% Queue (ft) 140 #324 137 62 m31 m0
Max Queue (ft) 172 256 170 260 97 40
PM Peak Hour
2044 Future
Build
F (128.9)
L R L T T R
E (56.0) F (177.1) E (78.8)
F (158.8) D (42.3) F (297.0) A (7.2) E (79.3) E (76.6)
Storage (ft) 175 225 425 Full Full Full (175)
95th% Queue (ft) #188 #406 #949 260 4 1
Max Queue (ft) 272 2804 525 867 64 28
2044 Future
Build with
Imp.
C (30.5)
L RR LL T T R
C (22.6) D (43.9) A (3.9)
E (66.8) B (16.7) E (72.9) A (2.9) A (3.7) A (4.8)
Storage (ft) 175 325 650 Full Full Full (175)
95th% Queue (ft) #149 169 #631 81 m26 m0
Max Queue (ft) 150 204 427 317 103 84
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 61
5 Castle Hayne Road and McDougald Drive
In 2044, the signalized intersection would operate at LOS F without improvements. To improve LOS
and delay, northbound and southbound Castle Hayne Road are required to have two through lanes;
the signal will operate at a LOS D overall during the AM and PM peak hours.
Table 6.30 – Castle Hayne Road and McDougald Road
(clustered signalized intersection)
Scenario Overall
Intersection
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Northbound Southbound
AM Peak Hour
2044 Future
Build
D (52.2)
LR L T TR
D (46.0) A (6.9) F (88.7)
D (46.0) A (5.0) A (6.9) F (88.7)
Storage (ft) Full Full (175) Full Full
95th% Queue (ft) 46 m2 m251 #865
Max Queue (ft) 68 26 179 449
2044 Future
Build with
Imp.
D (35.1)
LR L T TR
D (44.0) A (3.6) E (60.0)
D (44.0) A (2.8) A (3.7) E (60.0)
Storage (ft) Full Full (175) Full Full
95th% Queue (ft) 43 m4 90 #390
Max Queue (ft) 69 24 124 309
PM Peak Hour
2044 Future
Build
F (>500)
LR L T TR
D (54.4) F (>500) F (>500)
D (54.4) C (31.7) F (>500) F (>500)
Storage (ft) Full Full (175) Full Full
95th% Queue (ft) 45 m20 #1641 #1702
Max Queue (ft) 79 37 184 3112
2044 Future
Build with
Imp.
D (44.5)
LR L T TR
D (44.8) A (4.7) F (91.7)
D (44.8) B (11.3) A (4.6) F (91.7)
Storage (ft) Full Full (175) Full Full
95th% Queue (ft) 39 m19 164 #467
Max Queue (ft) 54 37 133 362
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 62
6 Castle Hayne Road and Marathon Avenue (Secondary Site Access) (unsignalized)
Under 2044 future no build conditions, the unsignalized eastbound approach operates at LOS C during
the AM and PM peak hours. Under 2044 future build conditions, the signalized intersection operates
at LOS B in both peak hours. No improvements are recommended.
Table 6.31 - LOS and Queueing for Castle Hayne Road and Marathon Avenue
Scenario *Overall or
Worst Approach
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Northbound Southbound
AM Peak Hour
2044 Future
No Build
C (20.2)
EB Approach
Stop Control
LR L T TR
C (20.2) A (9.2) A (0.0) A (0.0)
C (20.2) A (0.2) A (0.0)
Available Storage (ft) Full 200 Full Full
95th% Queue (ft) 23 0 0 0
Max Queue (ft) 65 29 0 2
2044 Future
Build
B (13.1)
Signalized
L R L T TR
C (28.1) C (25.8) A (5.9) A (7.2) B (12.4)
C (27.2) A (7.1) B (12.4)
Available Storage (ft) Full 75 200 Full Full
95th% Queue (ft) #146 94 14 129 270
Max Queue (ft) 171 138 76 229 241
PM Peak Hour
2044 Future
No Build
C (24.8)
EB Approach
Stop Control
LR L T TR
C (24.8) A (8.8) A (0.0) A (0.0)
C (24.8) A (0.6) A (0.0)
Available Storage (ft) Full 200 Full Full
95th% Queue (ft) 23 5 0 0
Max Queue (ft) 60 44 0 0
2044 Future
Build
B (14.2)
Signalized
L R L T TR
C (31.2) C (29.9) B (19.3) B (11.5) B (12.1)
C (30.7) B (12.6) B (12.1)
Available Storage (ft) Full 75 200 Full Full
95th% Queue (ft) 117 87 93 314 319
Max Queue (ft) 2320 88 85 197 1776
Notes: Queues exceed available storage.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 63
7 Castle Hayne Road and N College Road and Garden Place Drive (roundabout)
Under 2044 future no build conditions, this roundabout will operate overall at LOS E in the AM and
LOS D in the PM peak hours. Under future build conditions, the overall delay decreases with the
geometric changes from Phase 3, though two of the approaches are anticipated to experience LOS E
or F. The worst delay is less than one minute per vehicle, which is common along congested roadways
during peak times.
If an improvement were required, due to the size of the roundabout by 2034, metering the southbound
approach during the AM peak period would be the next step suggested. This improvement would
slightly decrease overall delay in the AM peak and eliminate the LOS E for the northbound Castle
Hayne Road approach. Metering is not necessary during the PM peak period. While the northbound
approach does shift from LOS D to LOS E between the no build and build scenarios, it only increases
a few seconds and remains less than 40 seconds of delay. Metering causes additional delay on other
approaches and increases the overall delay for the roundabout.
Considering the limited peak hour delay, the cost to install and maintain a signal, and the rarity of
roundabout metering, no improvements are recommended for 2044.
Table 6.32 – Roundabout at Castle Hayne Road and N College Road and Garden Place Drive
Scenario Overall
Intersection
Approach LOS (Delay), v/c Ratio
Eastbound Westbound Northbound Southbound
AM Peak Hour
2044
Future
No-Build
E (38.1) B (11.1) B (13.4) D (31.5) F (51.7)
v/c Ratio 0.039 0.628 0.823 1.031
Queues (feet) 3 176 256 3540
2044
Future Build
C (22.6) A (9.7) A (6.2) E (48.7) A (8.7)
v/c Ratio 0.034 0.079 0.996 0.586
Queues (feet) 3 8 623 124
2044
Future Build with
Metering
(not
recommended)
C (19.0) B (10.4) A (3.0) C (24.0) C (17.1)
v/c Ratio 0.022 0.068 0.854 0.915
Queues (feet) 3 7 375 848
PM Peak Hour
2044
Future
No-Build
D (29.8) A (8.6) E (46.2) D (33.0) C (17.9)
v/c Ratio 0.030 0.941 0.897 0.819
Queues (feet) 3 506 564 372
2044
Future Build
C (22.2) A (9.5) A (7.6) E (39.3) B (11.0)
v/c Ratio 0.034 0.072 0.967 0.736
Queues (feet) 3 7 845 232
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 64
8 Castle Hayne Road and Holly Shelter Road/Gas Station Driveway (signalized)
Under 2044 future no build conditions, the intersection operates at LOS E in the AM and PM peak
hours. The LOS drops to F in the AM and PM peak hours under build conditions. Dual westbound left
turn lanes with 400 feet of storage each and an additional southbound receiving lane are
recommended to mitigate the increase in delay.
Table 6.33 - LOS and Queueing for Castle Hayne Road and Holly Shelter Road/Gas Station Driveway
Scenario Overall
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2044
Future
No Build
E (67.1)
LT R LT R L T R L T R
D (57.1) E (56.9) F (214.9) B (16.0) E (56.2) D (40.8) B (14.8) E (57.5) C (27.7) B (11.4)
E (57.0) F (175.2) C (26.6) D (36.2)
Available Storage (ft) Full 50 75 Full 150 Full 175 100 Full 150
95th% Queue (ft) 62 29 #966 107 16 369 261 453 #989 26
Max Queue (ft) 62 35 175 3723 53 368 275 200 2117 250
2044
Future
Build
F (136.2)
LT R L TR L T R L T R
E (75.1) E (69.3) F (192.3) D (36.8) E (67.2) C (30.8) A (7.4) F (660.7) D (39.3) B (16.5)
E (73.7) F (160.6) B (16.8) F (220.2)
Available Storage (ft) Full 50 75 Full 150 Full 175 100 Full 150
95th% Queue (ft) 66 31 #1010 170 17 399 195 #855 #1249 32
Max Queue (ft) 83 34 175 3696 28 300 186 200 2131 250
2044
Future
Build
with Imp.
D (43.6)
LT R LL TR L T R L T R
E (69.7) E (66.8) D (43.6) C (31.6) E (65.8) E (60.8) B (17.9) E (71.3) D (43.7) B (18.4)
E (69.0) D (41.2) C (34.9) D (51.3)
Available Storage (ft) Full 50 400 Full 150 Full 175 100 Full 150
95th% Queue (ft) 66 31 330 161 17 510 367 #663 #1312 34
Max Queue (ft) 76 56 456 508 70 353 291 200 2123 231
PM Peak Hour
2044
Future
No Build
E (75.6)
LT R LT R L T R L T R
E (74.6) E (65.0) F (168.7) D (49.8) E (64.2) F (96.6) A (5.8) F (110.5) B (17.3) B (12.4)
E (73.7) F (108.6) E (74.9) D (42.6)
Available Storage (ft) Full 50 75 Full 150 Full 175 100 Full 150
95th% Queue (ft) 81 16 #714 504 16 #1345 89 #390 485 21
Max Queue (ft) 103 21 175 3745 80 1462 275 200 964 181
2044
Future
Build
F (118.1)
LT R L TR L T R L T R
F (89.9) E (67.8) F (252.1) E (60.3) E (67.2) F (144.4) A (5.5) F (238.5) C (26.3) B (16.6)
F (87.9) F (174.8) F (101.0) E (78.2)
Available Storage (ft) Full 50 75 Full 150 Full 175 100 Full 150
95th% Queue (ft) #90 17 #1158 #565 17 #1537 117 #467 695 24
Max Queue (ft) 107 39 175 3748 94 529 125 200 2120 229
2044
Future
Build
with Imp.
E (78.9)
LT R LL TR L T R L T R
F (88.5) E (67.5) E (58.0) E (63.9) E (67.2) F (135.4) A (5.5) F (229.4) C (25.3) B (16.4)
F (86.7) E (60.4) F (94.8) E (75.2)
Available Storage (ft) Full 50 400 Full 150 Full 175 100 Full 150
95th% Queue (ft) #90 17 392 #565 17 #1537 117 #467 695 24
Max Queue (ft) 113 35 500 3749 140 572 530 200 2116 250
Notes: Queues exceed available storage.
Queues contained within full width taper.
Queues into TWLTL for additional storage.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 65
7.0 Internal Protected Stem
The NCDOT Policy on Street and Driveway Access to North Carolina Highways, or the Driveway
Manual, states that the length of the internal protected stem (IPS) will be determined from the
maximum vehicle storage required as measured from the right-of-way line to the nearest conflict point
with a minimum recommendation of 100 feet. For the purposes of this report, the IPS is estimated
from the edge of pavement as shown in the preliminary conceptual site plan.
Table 7.1 summarizes the maximum storage recorded in the analysis as compared to the estimated
IPS. The Site Access follows Sledge Road from Castle Hayne Road. Currently, the nearest cross
street or driveway within the development is approximately 5,000 feet from Castle Hayne Road. The
IPS for the site is anticipated to be adequate.
Table 7.1 – 2044 Queue Lengths on Site Driveway (Sledge Road)
Eastbound Site Drive Estimated
IPS (feet)
95th-%ile Queue (feet) Maximum Queue (feet)
AM PM AM PM
2026
Sledge Road Approach >2,000 10 8 34 32
2029
Sledge Road Approach >2,000 85 48 114 73
2034
Sledge Road Approach >2,000 #223 161 213 187
2044
Sledge Road Approach >2,000 #324 169 250 204
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 66
8.0 Summary and Conclusion
The Hilton Bluffs proposed development is located west of Castle Hayne Road off Sledge Road in
Castle Hayne, New Hanover County, NC. It will consist of single-family detached homes, some of
which will be age restricted. The TIA will study four phases. Two access points to Castle Hayne Road
are proposed - one via Sledge Road and one via Marathon Avenue. The expected full build-out year
for this development is 2044. Information regarding the property was provided by Copper Builders.
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 trip generation potential of 27,053 daily trips, 1,836 trips in
the AM peak hour, and 2,637 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 impact of new development traffic. Tables 8.1
to 8.4 summarize the recommended improvements, which are also reflected in Figures 9A to 9D. With
the recommended improvements in place, the anticipated transportation impact of the proposed
development can be accommodated.
Table 8.1 – Phase 1 Recommended Improvements
INTERSECTION 2026 RECOMMENDATIONS (blue)
2 Eastbound I-140 Ramps
and Castle Hayne Road
Committed improvements will be adequate to
accommodate future traffic volumes. No developer
improvements recommended.
3 Westbound I-140 Ramps
and Castle Hayne Road
Committed improvements will be adequate to
accommodate future traffic volumes. No developer
improvements recommended.
4 Castle Hayne Road and
Sledge Road (Site Access)
Construct a northbound left turn lane with 100 feet of
storage.
Construct an eastbound approach with a full-length
left turn lane and an exclusive right turn lane with 100
feet of storage.
Provide stop control for eastbound approach.
8
Castle Hayne Road and
Holly Shelter Road/
Gas Station Driveway
Committed improvements will be adequate to
accommodate future traffic volumes. No developer
improvements recommended.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 67
Table 8.2 – Phase 2 Recommended Improvements
INTERSECTION 2029 RECOMMENDATIONS (orange)
1
Castle Hayne Road and
Riverside Drive/
N Kerr Avenue
Restripe the westbound full length left turn lane as a
storage bay with 450 feet.
Realign and extend the right turn lane to provide full
storage.
6
Castle Hayne Road and
Marathon Avenue
(Secondary Site Access)
Construct an exclusive eastbound right turn lane with
75 feet of storage.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 68
Table 8.3 – Phase 3 Recommended Improvements
INTERSECTION 2034 RECOMMENDATIONS (pink)
1
Castle Hayne Road and
Riverside Drive/
N Kerr Avenue
Construct an exclusive northbound right turn lane
with 100 feet of storage.
Add overlap phase and adjust signal timing.
2 Eastbound I-140 Ramps
and Castle Hayne Road
Committed improvements will be adequate to
accommodate future traffic volumes. No developer
improvements recommended.
3
Westbound I-140 Ramps/
Centennial Drive and
Castle Hayne Road
Committed improvements will be adequate to
accommodate future traffic volumes. No developer
improvements recommended.
4 Castle Hayne Road and
Sledge Road (Site Access)
Install a traffic control signal.
Construct a full-length southbound right turn lane.
Construct dual northbound left turns with 425 feet of
storage with a westbound receiving lane.
Construct the eastbound approach to consist of a
175-foot left turn lane, a full-length right turn lane,
and a second right turn lane with 225 feet of storage
with a southbound receiving lane.
5 Castle Hayne Road and
McDougald Drive
Install a traffic control signal.
Construct a northbound left turn lane with full-length
storage.
6
Castle Hayne Road and
Marathon Avenue
(Secondary Site Access)
Install a traffic control signal.
7
Castle Hayne Road and
N College Road and
Garden Place Drive
Construct northbound Castle Hayne Road right turn
slip lane to exit onto N College Road with 100 feet of
storage and receiving lane on N College Road.
Construct second lane on southbound Castle Hayne
Road with 100 feet of storage.
Provide second circulating lane on the west side of
the roundabout.
Redirect N College Road traffic to northbound Castle
Hayne Road via the proposed bypass lane.
8
Castle Hayne Road and
Holly Shelter Road/
Gas Station Driveway
Restripe the east leg to allow for a 75-foot westbound
left turn lane and a shared through/right-turn lane.
Remove split phasing and adjust signal timing.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 69
Table 8.4 – Full Build (Phase 4) Recommended Improvements
INTERSECTION 2044 RECOMMENDATIONS (purple)
1
Castle Hayne Road and
Riverside Drive/
N Kerr Avenue
Construct second westbound right turn lane with 350
feet of storage.
Construct northbound receiving lane.
2 Eastbound I-140 Ramps
and Castle Hayne Road
Adjust signal timing in conjunction with coordinated
westbound ramps.
3
Westbound I-140 Ramps/
Centennial Drive and
Castle Hayne Road
Construct second southbound left turn lane with 400
feet of storage for each lane.
Construct an eastbound receiving lane.
Adjust signal timing.
4 Castle Hayne Road and
Sledge Road (Site Access)
Extend the eastbound right turn lane to 325 feet of
storage.
Extend the northbound dual left turn lanes to 650 feet
of storage.
Construct a second northbound and southbound
through lane.
5 Castle Hayne Road and
McDougald Drive
Construct a second northbound and southbound
through lane.
8
Castle Hayne Road and
Holly Shelter Road/
Gas Station Driveway
Construct second westbound left turn lane with 400
feet of storage for each lane.
Construct a southbound receiving lane.
Adjust signal timing.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED BY OTHERS
BLUE = PHASE 1 PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
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 agreementbetweenDAVENPORT and the client.
FIGURE 9A
2026 PHASE 1
RECOMMENDED
IMPROVEMENTS
** A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT
Congestion ManagementGuidelines.
I-140 EB
On Ramp
I-140 WB
Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
North Kerr AvenueRiverside Drive
ROUNDABOUT
Garden Place Drive Exit to N College Road
Holly Shelter RoadCircle K Gas Station
10
0
'
125'
125''
175'
20
0
'
20
0
'
TWO-WAY LEFT-TURN
LANE
17
5
'
25
0
'
225'
350'
17
5
'
300'
175'
25
0
'
17
5
'
20
0
'
15
0
'
17
5
'
10
0
'
FULL
SPEED
LIMIT
45
SPEED
LIMIT
25
9,
8
7
5
'
(1
.
9
m
i
)
1,
1
5
0
'
2,
7
5
0
'
(0
.
5
m
i
)
7,
7
2
5
'
(1
.
5
m
i
)
2,
6
0
0
'
(0
.
5
m
i
)
2,
0
7
5
'
(0
.
4
m
i
)
Future Development
Access
LEFT-IN / RIGHT-IN /
RIGHT-OUT
FULL
10
0
'
FULL
150'
200'
20
0
'
100' IPS
IPS = INTERNAL
PROTECTED STEM
Sledge Road
(Main Site Access)
Marathon Avenue
(Future Secondary Site Access)
Parmele Road
Chair Road
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
125'
100'
10
0
'
50'
15
0
'
FULL
Background Development: Circle K, 2026
Background Development: Moore's Crossing
2026 - adjust signal phasing and timing
McDougald Drive
75'
Background Development: Blue Clay Industrial, 2026
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED BY OTHERS
BLUE = PHASE 1 PROPOSED
ORANGE = PHASE 2 PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
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 agreementbetweenDAVENPORT and the client.
FIGURE 9B
2029 PHASE 2
RECOMMENDED
IMPROVEMENTS
** A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT
Congestion ManagementGuidelines.
I-140 EB
On Ramp
I-140 WB
Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
North Kerr AvenueRiverside Drive
ROUNDABOUT
Garden Place Drive Exit to N College Road
Holly Shelter RoadCircle K Gas Station
10
0
'
FULL
200'
175'
20
0
'
20
0
'
TWO-WAY LEFT-TURN
LANE
17
5
'
25
0
'
225'
350'
17
5
'
300'
175'
25
0
'
17
5
'
20
0
'
15
0
'
17
5
'
10
0
'
FULL
SPEED
LIMIT
45
SPEED
LIMIT
25
9,
8
7
5
'
(1
.
9
m
i
)
1,
1
5
0
'
2,
7
5
0
'
(0
.
5
m
i
)
7,
7
2
5
'
(1
.
5
m
i
)
2,
6
0
0
'
(0
.
5
m
i
)
2,
0
7
5
'
(0
.
4
m
i
)
Future Development
Access
LEFT-IN / RIGHT-IN /
RIGHT-OUT
450'
10
0
'
FULL
150'
200'
20
0
'
100' IPS
IPS = INTERNAL
PROTECTED STEM
Sledge Road
(Main Site Access)
Marathon Avenue
(Secondary Site Access)
Parmele Road
Chair Road
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
125'
100'
10
0
'
50'
15
0
'
75'
FULL
Background Development: Circle K, 2026
Background Development: Blue Clay Industrial, 2026
Background Development: Moore's Crossing
2026 - adjust signal phasing and timing
McDougald Drive
75'
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED BY OTHERS
BLUE = PHASE 1 PROPOSED
ORANGE = PHASE 2 PROPOSED
PINK = PHASE 3 PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
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 agreementbetweenDAVENPORT and the client.
FIGURE 9C
2034 PHASE 3
RECOMMENDED
IMPROVEMENTS
** A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT
Congestion ManagementGuidelines.
I-140 EB
On Ramp
I-140 WB
Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
North Kerr AvenueRiverside Drive
ROUNDABOUT
Garden Place Drive
Bowman Drive
Holly Shelter RoadCircle K Gas Station
10
0
'
FULL
200'
175'
20
0
'
20
0
'
TWO-WAY LEFT-TURN
LANE
17
5
'
25
0
'
225'
350'
17
5
'
300'
175'
25
0
'
17
5
'
20
0
'
15
0
'
FU
L
L
10
0
'
FULL
SPEED
LIMIT
45
SPEED
LIMIT
25
9,
8
7
5
'
(1
.
9
m
i
)
1,
1
5
0
'
2,
7
5
0
'
(0
.
5
m
i
)
7,
7
2
5
'
(1
.
5
m
i
)
2,
6
0
0
'
(0
.
5
m
i
)
2,
0
7
5
'
(0
.
4
m
i
)
Future Development
Access
LEFT-IN / RIGHT-IN /
RIGHT-OUT
450'
10
0
'
FULL
150'
200'
20
0
'
100' IPS
IPS = INTERNAL
PROTECTED STEM
Sledge Road
(Main Site Access)
Marathon Avenue
(Secondary Site Access)
Parmele Road
Chair Road
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
125'
FULL
10
0
'
42
5
'
50'
15
0
'
75'
FULL
Adjust signal timing.
Background Development: Circle K, 2026
Background Development: Blue Clay Industrial
2034 - optimize signal
Background Development: Moore's Crossing
2026 - adjust signal phasing and timing
& Blue Clay Industrial
2034 - optimize signal
10
0
'
10
0
'
McDougald Drive
Background Development:
Blue Clay Industrial
2034 - optimize signal
Restripe approach. Remove split phase. Adjust signal timing.
75'
Slip lane
exits at N
College
Road
Sufficient receiving lane for merge
FU
L
L
175'
225'
42
5
'
FU
L
L
Extend existing roadway to connect to North College Road for northbound roundabout bypass.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED BY OTHERS
BLUE = PHASE 1 PROPOSED
ORANGE = PHASE 2 PROPOSED
PINK = PHASE 3 PROPOSED
PURPLE = FULL BUILD PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
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 agreementbetweenDAVENPORT and the client.
FIGURE 9D
FULL BUILD
RECOMMENDED
IMPROVEMENTS
** A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT
Congestion ManagementGuidelines.
I-140 EB
On Ramp
I-140 WB
Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
North Kerr AvenueRiverside Drive
ROUNDABOUT
Garden Place Drive
Holly Shelter RoadCircle K Gas Station
10
0
'
FULL
200'
175'
20
0
'
20
0
'
TWO-WAY LEFT-TURN
LANE
17
5
'
25
0
'
225'
350'
40
0
'
17
5
'
300'
175'
25
0
'
17
5
'
20
0
'
15
0
'
FU
L
L
400'
10
0
'
FULL
SPEED
LIMIT
45
SPEED
LIMIT
25
9,
8
7
5
'
(1
.
9
m
i
)
1,
1
5
0
'
2,
7
5
0
'
(0
.
5
m
i
)
7,
7
2
5
'
(1
.
5
m
i
)
2,
6
0
0
'
(0
.
5
m
i
)
2,
0
7
5
'
(0
.
4
m
i
)
Future Development
Access
LEFT-IN / RIGHT-IN /
RIGHT-OUT
450'
10
0
'
FULL
150'
200'
20
0
'
100' IPS
IPS = INTERNAL
PROTECTED STEM
Sledge Road
(Main Site Access)
Marathon Avenue
(Secondary Site Access)
Parmele Road
Chair Road
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
125'
10
0
'
50'
15
0
'
75'
FULL
350'
40
0
'
Adjust signal timing.
Background Development: Circle K, 2026
Background Development: Blue Clay Industrial
2034 - optimize signal
Background Development: Moore's Crossing
2026 - adjust signal phasing and timing
& Blue Clay Industrial
2034 - optimize signal
10
0
'
McDougald Drive
Background Development:
Blue Clay Industrial
2034 - optimize signal
Restripe approach. Remove split phase. Adjust signal timing.
Adjust signal timing.
400'
Adjust signal timing in conjunction with coordinated system.
Adjust signal timing.
Sufficient receiving lane for merge
Sufficient receiving lane for merge
Sufficient receiving lane for merge
10
0
'
Slip lane
exits at N
College
Road
FU
L
L
FULL
175'
325'65
0
'
65
0
'
FU
L
L
Bowman Drive
Sufficient receiving lane for merge
Extend existing roadway to connect to North College Road for northbound roundabout bypass.
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
12/16/2025 232029 Hilton Bluffs 74
Appendix
Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
Figure A1 Phase 1 Approved Developments
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document,together with the concepts and designs presented herein,is intended only for the
specific purpose and client for which it was prepared.Reuse of,or improper reliance on,this
document by others without written authorization and adaptation by DAVENPORT,shall be without
liability to DAVENPORT,and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE A1 PHASE 1
APPROVED
DEVELOPMENTS
AM / PM PEAKS
**A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
(Main Site Access)
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
Ca
s
t
l
e
Ha
y
n
e
Ro
a
d
I-140 WB
I-140 EB
Marathon Avenue
(Secondary Site Access)
North Kerr AvenueRiversideDrive
0
/
0
0
/
0
47
/
8
0
0 / 0
22 / 36
0 / 0
47 / 80
0 / 0
0 / 014
/
3
7
38
/
8
0
38
/
8
0
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
23
/
4
2
69
/
1
2
1
70
/
-490 / 165
-11 / -11
-3 / 4
3 / 2079
/
1
2
2
0
/
0
-9
/
-3
26
/
4
5
0
/
0
34
/
7
7
0 / 0
0 / 0
0 / 0
0 / 0
25 / 43
0 / 00
/
0
0
/
0
45
/
7
6
0
/
0
34
/
7
7
0 / 0
0 / 0
0
/
0
45
/
7
6
0
/
0
34
/
7
7
0 / 0
0 / 0
0
/
0
45
/
7
6
McDougald Drive
0
/
0
34
/
7
7
0 / 0
0 / 0
0
/
0
45
/
7
6
0
/
0
34
/
7
7
0
/
0
0 / 0
0 / 0
0 / 0
0
/
0
0
/
0
45
/
7
6
Circle K Gas Station
17
/
3
9
0
/
0
17
/
3
8
0 / 0
0 / 0
0 / 0
0 / 0
22 / 37
0 / 00
/
0
0
/
0
23
/
3
8
Parmele Road
Chair Road
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
GREEN = COMMITTED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
HILTON BLUFFS DEVELOPMENT
CASTLE HAYNE, NC
PROJECT NUMBER 232029
N
This document, together with the concepts and designs presented herein, is intended only for the
specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this
document by others without written authorization and adaptation by DAVENPORT, shall be without
liability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the
client.
FIGURE A2 PHASE 3
APPROVED
DEVELOPMENT
TOTALS
AM / PM PEAKS
** A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
I-140 EB On Ramp
Sledge Road
I-140 WB Off Ramp
I-140 WB On Ramp
I-140 EB Off Ramp
Centennial Drive
I-140 WB
I-140 EB
Marathon Avenue
North Kerr AvenueRiverside Drive
62
/
3
8
0
/
0
47
/
8
0
0 / 0
22 / 36
0 / 0
88 / 163
24 / 50
0 / 014
/
3
7
14
2
/
1
4
3
38
/
8
0
ROUNDABOUT
Garden Place Drive
Holly Shelter Road
Future Development Access
39
/
7
5
69
/
1
2
1
94
/
4
6
90 / 165
-11 / -11
59 / 42
3 / 2079
/
1
2
2
0
/
0
33
/
2
2
50
/
9
5
0
/
0
34
/
7
7
0 / 0
0 / 0
0 / 0
0 / 0
67 / 68
0 / 00
/
0
0
/
0
45
/
7
6
0
/
0
34
/
7
7
0 / 0
0 / 0
0
/
0
45
/
7
6
0
/
0
34
/
7
7
0 / 0
0 / 0
0
/
0
45
/
7
6
McDougald Drive
0
/
0
34
/
7
7
0 / 0
0 / 0
0
/
0
45
/
7
6
0
/
0
34
/
7
7
0
/
0
0 / 0
0 / 0
0 / 0
0
/
0
16
6
/
1
0
0
45
/
7
6
Circle K Gas Station
58
/
1
2
2
0
/
0
41
/
8
8
0 / 0
0 / 0
0 / 0
0 / 0
126 / 100
0 / 00
/
0
0
/
0
85
/
7
6
Parmele Road
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
Chair Road
Docusign Envelope ID: 52332A85-1997-4F99-9927-97A18C064480Docusign Envelope ID: 144C3794-9835-49E0-9329-3DDAFEC74415