HomeMy WebLinkAboutTraffic Impact AnalysisTRANSPORTATION
IMPACT ANALYSIS
February 25, 2025
Project # 242034
New Hanover County, NC
Prepared For: Littlebird Properties, L.L.C.
Rainstorm Solutions
02/25/2025 242034 Rainstorm Solutions i
EXECUTIVE SUMMARY
The Rainstorm Solutions development is located west of Castle Hayne Road (NC 133), directly
across from Swartville Road in New Hanover County, NC. The proposed development will consist
of 20,650 square feet pf specialty trade contractor space, 13,500 square feet of retail space, and
up to 4,500 square feet of high-turnover restaurant space. The site’s current zoning limits
restaurant uses to 3,000 square feet; however, this Transportation Impact Analysis (TIA) studied
the development with 4,500 square feet of restaurant space to conservatively estimate the site’s
trip generation in the event that use restrictions are revised. One full movement access point is
proposed on Castle Hayne Road (NC 133), directly across from Swartville Road. The expected
build-out year for this development is 2026. Information regarding the property was provided by
Littlebird Properties, LLC.
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 development
traffic.
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 an unadjusted trip generation potential of 1,420 daily trips
with 120 trips in the AM peak hour and 120 trips in the PM peak hour.
In conclusion, this study has determined the potential traffic impacts of this development and has
provided recommendations to mitigate the impact of future traffic. The analysis indicates that with
the recommended improvements in place, the proposed site is not expected to have a detrimental
effect on transportation capacity and mobility within the study area. The recommendations
summarized in Figure A and in Table A should be constructed to comply with applicable NCDOT
Policy on Street and Driveway Access to North Carolina Highways and local standards.
02/25/2025 242034 Rainstorm Solutions ii
Table A – Recommended Improvements
INTERSECTION RECOMMENDATIONS
Castle Hayne Road (NC 133) and
Site Access / Swartville Road
•Construct a southbound right-turn lane with 75’ of
storage and appropriate deceleration and taper.
•Design the Site Access as a stop-controlled
approach with one ingress lane and two egress
lanes, a shared trough-left lane and an exclusive
right-turn lane with 75 feet of storage.
•Design the Site Access in accordance with
applicable NCDOT and local standards.
*** NOT TO SCALE ***
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 RECOMMENDED IMPROVEMENTS
RAINSTORM SOLUTIONS
NEW HANOVER COUNTY, NC
PROJECT NUMBER 242034
BLACK = EXISTING
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
IPS = INTERNAL
PROTECTED STEM
TWO-WAY LEFT-TURN
LANE
Ca
s
t
l
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H
a
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n
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R
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a
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(N
C
1
3
3
)
Swartville Road
Ca
s
t
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H
a
y
n
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R
o
a
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(N
C
1
3
3
)
TW
L
T
L
75
'
TW
L
T
L
75'
Site Access
IPS 65'
02/25/2025 242034 Rainstorm Solutions iv
Table of Contents
EXECUTIVE SUMMARY ................................................................................................. i
Figure A: Recommended Improvements ............................................................................. iii
1.0 Introduction ............................................................................................................. 1
Figure 2A – Site Location Map ............................................................................................... 3
Figure 2B – Vicinity Map ......................................................................................................... 4
2.0 Existing Conditions ................................................................................................ 5
2.1 Inventory .............................................................................................................................. 5
2.2 Existing Traffic Volumes ................................................................................................... 5
Figure 3 – Existing Lane Geometry ....................................................................................... 6
Figure 4 – Existing Traffic Volumes ...................................................................................... 7
3.0 Approved Development and Committed Improvements ..................................... 8
3.1 Approved Developments .................................................................................................. 8
3.2 Committed Improvements ................................................................................................ 8
4.0 Methodology ........................................................................................................... 8
4.1 Baseline Assumptions and Standards ........................................................................... 8
4.2 Future No Build Volumes.................................................................................................. 8
Figure 5 – Future No Build Volumes ..................................................................................... 9
4.3 Trip Generation ................................................................................................................ 10
4.4 Trip Distribution and Assignment .................................................................................. 11
4.5 Future Build Volumes ...................................................................................................... 11
Figure 6A – Primary Trip Distribution .................................................................................. 12
Figure 6B – Pass-By Trip Distribution ................................................................................. 13
Figure 7A – Primary Site Trips ............................................................................................. 14
Figure 7B – Pass-by Trips .................................................................................................... 15
Figure 8 – Future Build Volumes ......................................................................................... 16
5.0 Capacity Analysis ................................................................................................. 17
5.1 Level of Service Evaluation Criteria .............................................................................. 17
5.2 Queueing Evaluation ....................................................................................................... 17
5.3 Level of Service and Queueing Results ....................................................................... 18
6.0 Internal Protected Stem ....................................................................................... 20
7.0 Summary and Conclusion ................................................................................... 21
Figure 9 – Recommended Improvements .......................................................................... 22
Appendix ...................................................................................................................... 23
02/25/2025 242034 Rainstorm Solutions 1
1.0 Introduction
The Rainstorm Solutions development is located west of Castle Hayne Road (NC 133), directly
across from Swartville Road in New Hanover County, NC. The proposed development will consist
of 20,650 square feet pf specialty trade contractor space, 13,500 square feet of retail space, and
up to 4,500 square feet of high-turnover restaurant space. The site’s current zoning limits
restaurant uses to 3,000 square feet; however, this Transportation Impact Analysis (TIA) studied
the development with 4,500 square feet of restaurant space to conservatively estimate the site’s
trip generation in the event that use restrictions are revised. One full movement access point is
proposed on Castle Hayne Road (NC 133), directly across from Swartville Road. The expected
build-out year for this development is 2026. Information regarding the property was provided by
Littlebird Properties, LLC.
A conceptual site plan is shown in Figure 1, and a site location map and a vicinity map are
provided in Figures 2A and 2B, respectively.
DAVENPORT was retained to determine the potential traffic impact of this development and to
identify transportation improvements that may be required to accommodate the new development
traffic. The following intersections are included in the study:
•Castle Hayne Road (NC 133) and Site Access / Swartville Road (unsignalized)
These intersections were analyzed during the AM and PM peaks for the following conditions:
•2024 Existing Conditions
•2026 Future No Build Conditions
•2026 Future Build Conditions
•2026 Future Build Conditions + Improvements (as necessary)
The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with
the Wilmington Metropolitan Planning Organization (WMPO) and North Carolina Department of
Transportation (NCDOT). It was conducted according to the standards and best practices of the
transportation engineering profession.
FIGURE 1
CONCEPTUAL SITE PLAN
Rainstorm Solutions
Project Number 242034
FIGURE 2A
SITE LOCATION MAP SITE INDICATOR
SMITH
MOUNTAIN
LAKE
N
FIGURE 2B
VICINITY MAP
SITE INDICATOR
PROPOSED STUDY INTERSECTION
1
N
02/25/2025 242034 Rainstorm Solutions 5
2.0 Existing Conditions
2.1 Inventory
Table 2.1 presents a summary of the study area roadway conditions. Figure 3 shows the existing
lane geometry.
Table 2.1 - Street Inventory
Facility Name Route #
2023
AADT
(vpd)
Typical
Cross
Section
Roadway
Width
Speed
Limit
(MPH)
Maintained
By
Castle Hayne
Road NC 133 16,000
3-lane
undivided
(TWLTL)
36 feet 45 NCDOT
Swartville Road n/a Not
reported
2-lane
undivided
24 feet
(unpaved) 252 Local
1 Based on latest available NCDOT data
2No posted speed limit. Assumed speed of 25 mph based on roadway characteristics
2.2 Existing Traffic Volumes
Turning movement counts for this project were collected by True Direction Traffic Services Inc.
when local public schools were in session. Table 2.2 contains the location, dates, and times these
counts were conducted. Additionally, a minimum of four vehicles per hour were assigned to all
movements, per NCDOT Congestion Management standards. The existing AM and PM peak hour
volumes are shown in Figure 4. Traffic count data are provided in the Appendix.
Table 2.2 - Traffic Volume Data
Count Location Date Taken Hours
Castle Hayne Road (NC 133) at
Swartville Road Tuesday, November 19, 2024 7-9 AM
4-6 PM
*No posted speed limit, assumed
25 mph speed based on
roadway characteristics
*** NOT TO SCALE ***
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
RAINSTORM SOLUTIONS
NEW HANOVER COUNTY, NC
PROJECT NUMBER 242034
2023 AADT
VOLUMESXXXX
BLACK = EXISTING
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
Ca
s
t
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e
H
a
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n
e
R
o
a
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(N
C
1
3
3
)
Swartville Road
SPEED
LIMIT
45
16
,
0
0
0
SPEED
LIMIT
45
SPEED
LIMIT
25*
Ca
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a
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(N
C
1
3
3
)
TW
L
T
L
TWO-WAY LEFT-TURN
LANE
*** NOT TO SCALE ***
RAINSTORM SOLUTIONS
NEW HANOVER COUNTY, NC
PROJECT NUMBER 242034
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
** A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
0
/
0
55
5
/
9
3
8
0 / 0
0 / 0
0
/
1
87
5
/
7
4
4
LEGEND
AM / PM PEAKS
BLACK = EXISTING
TRAFFIC MOVEMENT
ROADWAY
SIGNAL
STOP
TWO-WAY LEFT-TURN
LANE
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
(N
C
1
3
3
)
Swartville Road
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
(N
C
1
3
3
)
02/25/2025 242034 Rainstorm Solutions 8
3.0 Approved Development and Committed Improvements
3.1 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 no approved developments to
consider for this study site.
3.2 Committed Improvements
Committed improvements are projects planned by NCDOT, New Hanover County, or that are
associated with a prior approved development(s) in the area but are not yet constructed. Per the
approved scoping document, there are no committed improvements to be included in this study.
4.0 Methodology
4.1 Baseline 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 baseline assumptions.
Table 4.1 - Assumptions
Annual Growth Rate 1%
Analysis Software Synchro/SimTraffic
Lane Widths 12 feet
Peak Hour Factor 0.90
Truck Percentage 2%
4.2 Future No Build Volumes
The 2024 Future No Build traffic volumes were computed by applying a one percent (1%) annual
background growth rate to the 2024 Existing traffic volumes. Figure 5 shows 2024 Future No Build
traffic volumes for AM and PM peaks.
*** NOT TO SCALE ***
RAINSTORM SOLUTIONS
NEW HANOVER COUNTY, NC
PROJECT NUMBER 242034
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 5
2026 FUTURE NO
BUILD VOLUMES
** A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
0
/
0
56
6
/
9
5
7
0 / 0
0 / 0
0
/
1
89
3
/
7
5
9
LEGEND
AM / PM PEAKS
BLACK = EXISTING
TRAFFIC MOVEMENT
ROADWAY
SIGNAL
STOP
TWO-WAY LEFT-TURN
LANE
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
(N
C
1
3
3
)
Swartville Road
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
(N
C
1
3
3
)
02/25/2025 242034 Rainstorm Solutions 10
4.3 Trip Generation
The proposed development will contain specialty trade contactor space, retail space, and high-
turnover restaurant space. The trip generation potential of this site was projected based on the
11th Edition of the Institute of Transportation Engineers (ITE) Trip Generation Manual and
guidance from NCDOT Congestion Management on the selection of appropriate variables. Table
4.2 presents the results.
Internal capture is defined as trips that visit different land uses while remaining within the site.
The NCHRP 684 Internal Trip Capture Estimation Tool was used to calculate the reduction in the
number of primary (external) trips. Primary trips are new trips on the external roadways.
Pass-by trips are defined as trips already on the adjacent street that will turn into the site, and
then exit to continue in the direction they were originally traveling. Pass-by rates were applied to
the restaurant land uses according to NCDOT Congestion Management guidance.
Table 4.2 - ITE Trip Generation 11th Edition
Average Weekday Driveway Volumes 24-Hour AM Peak Hour PM Peak Hour Two-Way
Land Use ITE Land
Use Code Size Method Volume Enter Exit Total Enter Exit Total
Rainstorm Solutions
Specialty
Trade
Contractor
180 7.15 kGFA Adjacent/
Rate* 70 9 3 12 4 10 14
Flex Space
Specialty
Trade
Contractor
180 13.5 kGFA Adjacent/
Rate* 133 17 5 22 8 18 26
Strip Retail
Plaza 822 13.5 kGLA Adjacent/
Rate 735 19 13 32 44 45 89
High-
Turnover
(Sit-Down)
Restaurant^
932 4.5 kGFA Generator/
Rate 482 35 27 62 38 36 74
Flex Space Subtotal 1,350 71 45 116 90 99 189
Total Unadjusted Trips 1,420 80 48 128 94 109 203
Internal Capture Reduction
LUC 822 - -2 -2 -4 -15 -11 -26
LUC 932 - -2 -2 -4 -11 -14 -25
Total Internal Capture Trips - -4 -4 -8 -26 -25 -51
Pass-By Reduction
LUC 932 (N/A AM, 43% PM) - - - - -16 -16 -32
Total Pass-By Trips - 0 0 0 -16 -16 -32
Total Adjusted (Primary) Trips 1,420 76 44 120 52 68 120
*Adjacent/Rate used in lieu of Adjacent/Local
^Note while the current zoning limits restaurant uses to 3,000-sf, the TIA considers 4,500-sf of
restaurant space to build a conservative trip generation in the event that use restrictions are revised
02/25/2025 242034 Rainstorm Solutions 11
4.4 Trip Distribution and Assignment
Site trips for this proposed development were distributed based on the existing traffic patterns
and engineering judgment. The primary trip distribution model is shown in Figure 6A. The
directional distribution for primary site trips is:
•50% to/from the north via Castle Hayne Road (NC 133)
•50% to/from the south via Castle Hayne Road (NC 133)
Pass-by trips are assumed to have the same directional distributions, as the site is easily
accessible from either direction. Pass-by trip distribution is shown in Figure 6B.
4.5 Future Build Volumes
Site trip volumes were added to the 2026 Future No Build volumes to compute the 2026 Future
Build volumes. Trip reductions for the AM peak period were applied only for internal capture,
whereas for the PM peak period trips both pass-by and internal capture reductions were applied.
Site trips are shown in Figure 7A, pass-by trips are shown in Figure 7B, and 2026 Future Build
volumes are shown in Figure 8.
*** NOT TO SCALE ***
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.
RAINSTORM SOLUTIONS
NEW HANOVER COUNTY, NC
PROJECT NUMBER 242034
50%
50%
Site Access
FIGURE 6A
PRIMARY TRIP
DISTRIBUTION
LEGEND
BLACK = EXISTING
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
SIGNAL
STOP
TWO-WAY LEFT-TURN
LANE
ORIGIN/DESTINATION
NODE%
IN = ENTERING
OUT = EXITING
Ca
s
t
l
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H
a
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n
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R
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a
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(N
C
1
3
3
)
Swartville Road
Ca
s
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H
a
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n
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R
o
a
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(N
C
1
3
3
)
50
%
I
N
50% OUT
50% OUT
50
%
I
N
*** NOT TO SCALE ***
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.
RAINSTORM SOLUTIONS
NEW HANOVER COUNTY, NC
PROJECT NUMBER 242034
Site Access
FIGURE 6B
PASS-BY TRIP
DISTRIBUTION
LEGEND
BLACK = EXISTING
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
SIGNAL
STOP
TWO-WAY LEFT-TURN
LANE
ORIGIN/DESTINATION
NODE%
IN = ENTERING
OUT = EXITING
Ca
s
t
l
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H
a
y
n
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R
o
a
d
(N
C
1
3
3
)
Swartville Road
Ca
s
t
l
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H
a
y
n
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R
o
a
d
(N
C
1
3
3
)
50
%
I
N
-5
0
%
I
N
50% OUT
50% OUT
50
%
I
N
-5
0
%
I
N
*** NOT TO SCALE ***
BLACK = EXISTING
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
RAINSTORM SOLUTIONS
NEW HANOVER COUNTY, NC
PROJECT NUMBER 242034
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
PRIMARY SITE TRIPS
AM / PM P EAKS
** A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
TWO-WAY LEFT-TURN
LANE
Site Access
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
(N
C
1
3
3
)
Swartville Road
Ca
s
t
l
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H
a
y
n
e
R
o
a
d
(N
C
1
3
3
)
0
/
0
38
/
2
6
0
/
022 / 34
22 / 34
0 / 0
0 / 0
0 / 0
0 / 038
/
2
6
0
/
0
0
/
0
*** NOT TO SCALE ***
BLACK = EXISTING
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
RAINSTORM SOLUTIONS
NEW HANOVER COUNTY, NC
PROJECT NUMBER 242034
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
PASS-BY TRIPS
AM / PM P EAKS
** A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
TWO-WAY LEFT-TURN
LANE
Site Access
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
(N
C
1
3
3
)
Swartville Road
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
(N
C
1
3
3
)
0
/
0
0
/
8
0
/
-
8
0 / 8
0 / 8
0 / 0
0 / 0
0 / 0
0 / 00
/
8
0
/
0
0
/
-
8
*** NOT TO SCALE ***
BLACK = EXISTING
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
RAINSTORM SOLUTIONS
NEW HANOVER COUNTY, NC
PROJECT NUMBER 242034
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 8
2026 FUTURE BUILD
VOLUMES
AM / PM P EAKS
** A minimum of 4 vehicles per hour is analyzed for each movement per
NCDOT Congestion Management Guidelines.
TWO-WAY LEFT-TURN
LANE
Site Access
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
(N
C
1
3
3
)
Swartville Road
Ca
s
t
l
e
H
a
y
n
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R
o
a
d
(N
C
1
3
3
)
0
/
0
38
/
3
4
56
6
/
9
4
9
22 / 42
22 / 42
0 / 0
0 / 0
0 / 0
0 / 038
/
3
4
0
/
1
89
3
/
7
5
1
02/25/2025 242034 Rainstorm Solutions 17
5.0 Capacity Analysis
5.1 Level of Service Evaluation Criteria
The Transportation Research Board’s Highway Capacity Manual (HCM) utilizes the term “level of
service” (LOS) to measure how traffic operates in intersections and on roadway segments. There
are six levels of service ranging from A to F as shown in Table 5.1. Level of service “A” represents
low-volume traffic operations and level of service “F” represents high-volume, oversaturated traffic
operations. Synchro traffic modeling software is used to determine the LOS and delay for study
intersections. Synchro analysis worksheet reports are provided in the Appendix.
5.2 Queueing Evaluation
A queueing analysis was performed using Synchro and SimTraffic simulation, based on a
minimum 10-minute seeding, a 60-minute recording period, and 10 runs. The maximum
SimTraffic queues and 95th-percentile Synchro queues are provided, along with the turn lane
lengths. Synchro and SimTraffic queue reports are provided in the Appendix.
Table 5.1 – Highway Capacity Manual
Levels of Service and Control Delay Criteria
Signalized Intersection Unsignalized Intersection
Level of Service Control Delay Per
vehicle (seconds) Level of Service Delay Range
(seconds)
A ≤ 10 A ≤ 10
B >10 and ≤ 20 B >10 and ≤ 15
C >20 and ≤ 35 C >15 and ≤ 25
D >35 and ≤ 55 D >25 and ≤ 35
E >55 and ≤ 80 E >35 and ≤ 50
F >80 F >50
02/25/2025 242034 Rainstorm Solutions 18
5.3 Level of Service and Queueing Results
The results of the capacity and queue analyses are discussed by intersection in the following
paragraphs. The LOS, delay, and queue results are summarized in Table 5.2.
Castle Hayne Road (NC 133) at Site Access / Swartville Road (unsignalized)
The westbound approach of the intersection operates at LOS C under Existing and Future No
Build conditions, and LOS F under Future Build conditions for both the AM and PM peak hours.
Under the Future Build conditions, the eastbound approach operates at LOS F with approximately
one minute of delay in the AM peak hour, and with approximately three minutes of delay in the
PM peak hour. These delays are common for minor street approaches at a major roadway such
as US 17 during peak hours and are not anticipated during typical off-peak times. It is
recommended that the Site Access be designed as a stop-controlled approach with one ingress
lane and two egress lanes, a shared through-left lane and an exclusive right-turn lane with 75’ of
storage. The Site Access should be designed in accordance with applicable NCDOT and local
standards.
This intersection was analyzed using the NCDOT turn warrant nomograph. Left- and right-turn
volumes each plotted high enough to warrant a turn lane with 75 feet of storage. The northbound
approach has an existing two-way left-turn lane (TWLTL) with sufficient storage length to
accommodate the warranted left-turn lane. It is recommended to install a southbound right-turn
lane with 75 feet of storage and appropriate deceleration and taper.
While a traffic signal warrant analysis was not part of the formal scope of study, the eastbound
peak hour volumes are sufficiently low to demonstrate that MUTCD Warrants 1 and 2 are not met.
MUTCD Warrant 3 is met for the PM peak hour only if the 70% reduction factor described
in MUTCD Section 4C.04 is applied. As a signal is not warranted outside of this period, it is
not recommended that a signal be installed.
In accordance with NCDOT Congestion Management guidelines, the analysis assumed a
minimum of 4 vehicles per hour for all possible movements. The collected traffic counts show that
there were zero eastbound vehicles during the AM and PM peak hours, and zero vehicles entering
Swartville Road during the AM peak and 1 during the PM peak. Additionally, no cross traffic
is anticipated between Swartville Road and the Site Access. As a result, the reported delay
for several movements is conservative. The results of a supplemental analysis without the 4
vehicles per hour minimum requirements are provided in the Appendix.
02/25/2025 242034 Rainstorm Solutions 19
Table 5.2 - LOS and Queueing Castle Hayne Road (NC 133) at Site Access / Swartville Road
Scenario Worst Approach
Level of Service per Movement & by Approach
(delay in seconds/vehicle)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2024
Existing
C (16.2)*
WB Approach
LR TR L T
C (16.2)* A (0.0) A (8.8)* A (0.0)
A (0.0)
Available Storage (ft) FULL FULL 450’
(TWLTL) FULL
95th% Queue (ft) 3 0 0 0
Max Queue (ft) 32 0 22 0
2026
Future
No Build
C (16.5)*
WB Approach
LR TR L T
C (16.5)* A (0.0) A (8.8)* A (0.0)
A (0.0)
Available Storage (ft) FULL FULL 450’
(TWLTL) FULL
95th% Queue (ft) 3 0 0 0
Max Queue (ft) 34 0 24 0
2026
Future
Build
F (60.7)*
EB Approach
LT R LTR L TR L T R
F (96.6)* C (18.2) F (50.7)* B (10.7) A (0.0) A (8.8)* A
(0.0)
A
(0.0)
F (60.7)* A (0.7) A (0.0)
Available Storage (ft) FULL 75 FULL 75
(TWLTL) FULL 450
(TWLTL) FULL 75
95th% Queue (ft) 43 8 13 5 0 0 0 0
Max Queue (ft) 62 34 34 40 0 20 2 0
PM Peak Hour
2024
Existing
C (20.8)*
WB Approach
LR TR L T
C (20.8)* A (0.0) B (10.4)* A (0.0)
A (0.1)
Available Storage (ft) FULL FULL 450’
(TWLTL) FULL
95th% Queue (ft) 3 0 0 0
Max Queue (ft) 30 0 24 0
2026
Future
No Build
C (21.3)*
WB Approach
LR TR L T
C (21.3)* A (0.0) B (10.6)* A (0.0)
A (0.1)
Available Storage (ft) FULL FULL 450’
(TWLTL) FULL
95th% Queue (ft) 3 0 0 0
Max Queue (ft) 34 0 21 0
2026
Future
Build
F (196.8)*
EB Approach
LT R LTR L TR L T R
F
(361.6)* C (16.2) F (83.0)* A (9.9) A (0.0) B (10.5)* A
(0.0)
A
(0.0)
F (196.8)* A (0.3) A (0.1)
Available Storage (ft) FULL 75 FULL 75
(TWLTL) FULL 450
(TWLTL) FULL 75
95th% Queue (ft) 125 10 20 5 0 0 0 0
Max Queue (ft) 114 58 49 34 0 25 0 5
*Delay is based on a minimum of 4 vehicles per hour at all movements per NCDOT Congestion Management standards. Existing traffic
counts and anticipated site traffic patterns indicate that fewer than 4 vehicles per hour are likely for any movement to or from Swartville
Road, making the reported delay values conservative. For reference, Synchro and SimTraffic results for a supplemental analysis without
the 4 vph minimum are provided in the Appendix.
02/25/2025 242034 Rainstorm Solutions 20
6.0 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 right-of-way as shown in Figure 1.
Table 6.1 summarizes the maximum storage recorded in the analysis as compared to the
estimated IPS. The Site Access as an IPS of approximately 65 feet. If measured to the edge of
existing pavement, the IPS is approximately 85 feet. The first conflict point in the site is a one-
way service lane leading further into the site. Based on the configuration shown in Figure 1, this
conflict point is not anticipated to create delays for traffic entering or exiting the Site Access.
Table 6.1 – Queue Lengths on Site Driveway
Site Drive Estimated
IPS (feet)
95th-%ile Queue (feet) Maximum Queue (feet)
AM PM AM PM
EB Site Access Approach 65 43 125 62 114
02/25/2025 242034 Rainstorm Solutions 21
7.0 Summary and Conclusion
The Rainstorm Solutions development is located west of Castle Hayne Road (NC 133), directly
across from Swartville Road in New Hanover County, NC. The proposed development will consist
of 20,650 square feet pf specialty trade contractor space, 13,500 square feet of retail space, and
up to 4,500 square feet of high-turnover restaurant space. The site’s current zoning limits
restaurant uses to 3,000 square feet; however, this Transportation Impact Analysis (TIA) studied
the development with 4,500 square feet of restaurant space to conservatively estimate the site’s
trip generation in the event that use restrictions are revised. One full movement access point is
proposed on Castle Hayne Road (NC 133), directly across from Swartville Road. The expected
build-out year for this development is 2026. Information regarding the property was provided by
Littlebird Properties, LLC.
The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with
the Wilmington Metropolitan Planning Organization (WMPO) and North Carolina Department of
Transportation (NCDOT). This site has an unadjusted trip generation potential of 1,420 daily trips
with 120 trips in the AM peak hour and 120 trips in the PM peak hour.
In conclusion, this study has determined the potential traffic impact of this development. Table
7.1 summarizes the recommended improvements, which are also reflected in Figure 9. With the
recommended improvements in place, the anticipated transportation impact of the proposed
development can be accommodated.
Table 7.1 – Recommended Improvements
INTERSECTION RECOMMENDATIONS
Castle Hayne Road (NC 133) and
Site Access / Swartville Road
•Construct a southbound right-turn lane with 75’ of
storage and appropriate deceleration and taper.
•Design the Site Access as a stop-controlled
approach with one ingress lane and two egress
lanes, a shared trough-left lane and an exclusive
right-turn lane with 75 feet of storage.
•Design the Site Access in accordance with
applicable NCDOT and local standards.
*** NOT TO SCALE ***
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 9 RECOMMENDED IMPROVEMENTS
RAINSTORM SOLUTIONS
NEW HANOVER COUNTY, NC
PROJECT NUMBER 242034
BLACK = EXISTING
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
IPS = INTERNAL
PROTECTED STEM
TWO-WAY LEFT-TURN
LANE
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
(N
C
1
3
3
)
Swartville Road
Ca
s
t
l
e
H
a
y
n
e
R
o
a
d
(N
C
1
3
3
)
TW
L
T
L
75
'
TW
L
T
L
75'
Site Access
IPS 65'
02/25/2025 242034 Rainstorm Solutions 23
Appendix
242034 Rainstorm Solutions
Approved Scoping Documents
November 7, 2024
Dylan Coley, PE
Davenport
4600 Marriott Drive, Suite 340
Raleigh, NC 27612
RE: Approved Scope for the Traffic Impact Analysis (TIA) associated with the proposed
Rainstorm Solutions Development in New Hanover County, NC
Dear Mr. Coley:
Based on the information provided, and conversations held to date, it is our understanding that the
proposed Rainstorm Solutions Development, to be located at 3121 NC 133 (Castle Hayne
Road) in New Hanover County, will be built in 2026 and consist of:
•ITE LUC 180 Specialty Trade Contractor – 20,650 square feet
•ITE LUC 822 Strip Retail Plaza – 13,500 square feet
•ITE LUC 932 High Turnover (sit down) Restaurant - 4,500 square feet
The site plan, provided October 31, 2024, by Davenport, proposes access at the following points:
•NC 133 (Castle Hayne Road) and Site Access 1/Swartville Road
Below please find the scope to be used for the Traffic Impact Analysis:
1.Data Collection - Analysis Parameters:
a.Study Intersections
i.NC 133 (Castle Hayne Road) and Site Access 1/Swartville Road
b.Traffic counts
i.For existing intersections, provide turning movement counts for weekday AM (7:00am-
9:00am) and PM (4:00 pm - 6:00pm) peak periods, signal timing (if applicable), and
lane geometry.
c.Site Trip Generation, Site Trip Distribution and Background Traffic Assumptions
i.Site Trip Generation Estimate
•Approved as submitted in scoping request (by Davenport, dated 10/31/24).
Page 2 of 3
ii. Site Trip Distribution
• To be submitted for approval and approved prior to use in the TIA.
iii. Adjacent Development (approved (but as of yet to be built)) development including but
limited to;
• N/A
iv. Planned Roadway Improvements
• N/A
v. Background Traffic Assumptions
• Build Year – 2026
• Growth rate – 1% per year
2. Capacity Analysis: Weekday AM & PM Peak Hour
a. Technical Analysis
i. 2024 Existing Conditions
ii. 2026 Future No-Build Conditions
[existing + 1% background growth + adjacent development]
iii. 2026 Future Build Conditions
[existing + 1% background growth + adjacent development + site trips]
iv. 2026 Future Build Conditions with Improvements
[existing + 1% background growth + adjacent development + site trips +
improvements]
3. Final Report Submittal:
a. Completed TIA Application
b. Signed and sealed by a Professional Engineer
c. Electronic copies to include PDF of TIA and Synchro files and Synchro analysis files in
digital format
4. Notes:
a. This scope shall remain valid for three months from the date of this letter.
b. Please note that if any changes occur (including but not limited to; land use, intensity,
phasing, and/or site access) additional analysis may be required.
Please contact me at (910) 341-7890 with any questions regarding this scope.
Sincerely,
Abby Lorenzo, MPA
Deputy Director
Wilmington Urban Area MPO
Page 3 of 3
Attachments: Traffic Impact Analysis Supplemental Guidelines (dated September 28, 2022)
Scoping request letter (provided by DAVENPORT, dated October 31, 2024)
Cc: Ben Hughes, PE, District Engineer, NCDOT Jon Roan, Deputy District Engineer, NCDOT Frank Mike, Assistant District Engineer, NCDOT Michael Bass, Assistant District Engineer, NCDOT Madi Lee, PE, Development Review Engineer, NCDOT Stonewall Mathis, PE, Division Traffic Engineer, NCDOT Bryce Cox, Assistant Traffic Engineer, NCDOT Robert Farrell, Development Review Supervisor, New Hanover County
Bill McDow, Associate Planner, WMPO
Traffic Impact Analysis Supplemental Guidelines
Developed by: NCDOT Division 3 Page 1 of 4 Updated: 09/28/2022
Submittal Framework for TIAs (3 Step process)
Step 1: Scoping Document – A scope approval will be provided no later than 10 business days from receipt of
the complete scoping document. Incomplete scoping documents will not be accepted for review and approval.
The documents to include for review and approval are:
1. Site Plan/Vicinity Map and a plan overlay on an aerial map
2. Proposed Land Uses and Trip Generation, including Pass-by and Internal Capture
3. Proposed Study Intersections and Types of Accesses
4. Proposed Annual Growth Rate with justification
5. Proposed Build Out Year(s)
6. Study Method for Capacity Analysis – peak periods and conditions
7. Approved Adjacent Developments
8. Committed Improvements
*IMPORTANT*
If the proposed development is phased, then land uses, trip generation estimates, build out years, roadway
improvements and analysis must reflect the proposed phasing. The phase schedule must be submitted for
approval prior to use in the TIA.
Step 1.A: Pre-Completeness Check – Documents for Input Verification prior to full TIA submittal – This step is
recommended, as these will be the first items checked at Step 2. If the applicant chooses to submit for input
verification, then comments or approval will be provided no later than 20 business days from receipt of the
documents. This step will result in the reduced likelihood of issues discovered in the Completeness Review and
Final Review.
All or any portion of these items can be submitted for review/approval:
1. Trip Distribution – Traffic counts must be performed prior to submittal of proposed distributions.
2. Proposed Volume Balancing
3. All diagrams – Existing Traffic Volumes, Future No Build Volumes, and Future Build Volumes
4. Synchro / Sidra Network Model Framework – Submit the framework for the Future No Build analysis.
This Synchro / Sidra model can be modified for Existing analysis.
Step 2: Completeness Review – TIA Report – A digital submittal of the completed document is to be
submitted for Preliminary Review. This review will be conducted to determine the completeness of the TIA
report, and comments or approval will be provided no later than 20 business days from receipt of the TIA.
Step 3: Final Sealed TIA Report - After preliminary approval has been provided, a digital and/or hard copy (as
requested) of the sealed TIA report is to be submitted. Final review comments or approval will be provided no
later than 20 business days from receipt of the TIA.
The NCDOT Congestion Management Section’s Capacity Analysis Guidelines Standards & Best Practices shall
be the basis for the development of all TIA reports. This Supplement provides a submittal framework for TIAs, as
well as direction on certain items within the Standards & Best Practices. Any deviations from the any of these
documents must be approved prior to preparation of the TIA.
Developed by: NCDOT Division 3 Page 2 of 4 Updated: 09/28/2022
Supplemental Direction for the Capacity Analysis Standards & Best Practices
Background Traffic Assumptions, Site Trip Generation, and Site Trip Distribution
1. Peak Hour Determination – In order to establish an accurate peak hour for analysis, the controlling
study intersection shall be determined. Once determined, the controlling intersection’s peak hour
timeframe shall be used for all other study intersections:
a) Analyze all study intersection volumes and determine the controlling intersection (intersection with
highest total volume).
b) Identify the relevant peak hours for the controlling intersection (e.g. 7:45-8:45 AM; 4:45-5:45 PM).
c) Use the volumes from the same peak hour at all other intersections in the study.
d) Do not use volume balancing without prior approval. Use of the same time period at all
intersections will typically reduce the need to perform volume balancing.
2. Site Trip Generation:
a) Unadjusted Trips – Use the appropriate Land Use Code in the ITE Trip Generation Manual (currently
the 11th Edition). The NCDOT Congestion Management Rate vs Equation Spreadsheet recommends
the variable, peak hour type, and type of trip calculation method to use for specific land uses.
b) Internal Capture - The Standards state to limit reductions for internal capture to the “land use
categories and time periods in the current HANDBOOK.” The current ITE Trip Generation Handbook
is the 3rd Edition. The Standards also state to estimate internal capture rates “using the NCHRP 684
spreadsheet referenced in the current HANDBOOK.” The Standards give guidance on using the
spreadsheet:
“Do not use transit or non-motorized splits in spreadsheet.
Vehicle occupancy “1.1” (NC averages).
Use Walking Distance between land uses of 4000’ or the calculated maximum distance between a
given pair of land use categories in the proposed site.”
To determine the internal capture entering and exiting per Land Use, use the percentages in Table
6-P: Internal Capture Percentages by Land Use with the “Estimated Vehicle-Trips” in Table 1-P:
Base Vehicle-Trip Generation Estimates (Tables found in the NCHRP 684 Internal Trip Capture
Estimation Tool).
c) Pass-by – The Standards state “to limit pass-by percentages to retail land uses in [the]
HANDBOOK.” The current ITE Trip Generation Handbook is the 3rd Edition. The calculation of the
trips should be based on the total peak hour trips with a 50/50 entering/exiting split; they are pass-
by trips which means they enter and exit along the same path, in the same direction, within the
same hour. The pass-by will be capped at 10% of the adjacent street traffic.
3. Site Trip Distribution –
Determined based on collected traffic count data. Both site trip distribution and pass-by trip
distribution should be submitted for approval prior to use in the TIA.
Developed by: NCDOT Division 3 Page 3 of 4 Updated: 09/28/2022
Synchro Signalized Intersection Setup
1.For existing signals, the size and position of the detector loops and the timing chart settings must
match the existing signal plans, with exception of:
a)Yellow Time = 5 sec
b)Red Time = 2 sec
c)Specific timing settings provided by the signal timing agency
2.For proposed signals, size and place the detector loops according to Part 1, Section 4 of the NCDOT
Signal Design Manual.
3.Contact signal timing agency for existing peak hour timings and other operational mode information.
Request specific analysis periods to ensure proper information is provided.
4.Existing signal timings shall be “locked” for all scenarios unless signal phasing changes are necessary in
the “Future Build with Improvements” scenario.
5.Recall Mode:
a)If simulating ‘free run’ operation (Actuated-Uncoordinated), use Min Recall on main street
phases.
b)If simulating ‘Coordinated Mode’ (Actuated-Coordinate), use C-Max on the coordinated phases.
6.Right-Turn-On-Red (RTOR) shall not be used in existing or future conditions without prior approval. In
some circumstances, RTOR may be necessary to minimize Synchro conflict errors.
7.All signalized left turns with a dedicated signal phase will be protected-only movements in all future
conditions. Protected-only left turn phasing in future conditions will identify required vehicle storage
needs in the event that protected-only phasing is necessary in the future.
8.Permissive-only left-turn phasing should remain permissive in future conditions, except where
protected-only phasing is being analyzed as an improvement to the intersection in the Future Build
with Improvement condition.
Synchro Analysis and Data Reports
1.Any “Field Condition” analysis that the engineer wishes to include can be provided in a separate
supplemental analysis file.
2.The “Future No-Build” and “Future Build” analysis conditions should only include improvements that
are a requirement of approved developments or a State/Municipal project to be constructed in the
build year for the proposed development. Any other capacity gained from lane improvements shown in
the analysis is assumed to be proposed by the developer and should only be included in the “Future
Build + Improvements” analysis condition.
3.The TIA shall include a chart that shows the “Level of Service” and “Delay” for each movement,
approach, and overall intersection, for every access alternative and build scenario.
4.A SimTraffic “Queuing and Blocking Report” for the network shall be included.
5.A comparison chart listing the Synchro 95th Percentile Queues and the SimTraffic Maximum Queues
shall be provided for all exclusive turn lanes. This chart shall include the existing turn lane length for
comparison to the reported Queue lengths. A sample chart is included on the last page.
Developed by: NCDOT Division 3 Page 4 of 4 Updated: 09/28/2022
Recommendations of the TIA Report
1.The NCDOT Policy On Street And Driveway Access to North Carolina Highways (p. 21-22) states, “The
applicant shall be required to identify mitigation improvements to the roadway network if at least one
of the following conditions exists when comparing base network conditions to project conditions:
a)The total average delay at an intersection or individual approach increases by
25% or greater, while maintaining the same Level of Service,
b)The Level of Service degrades by at least one level, or
c)Level of Service is “F.”
2.In the event that approved developments do not move forward, a revised scenario reflecting the
future conditions will be required as directed by the reviewing agencies to reflect the changes in the
underlying assumptions of the analysis.
3.The Best Practices state, “When performing analyses, providing an adequate overall intersection LOS
alone is not sufficient. Items such as queuing, individual movement level of service, and volume-to-
capacity ratio should be evaluated and addressed.” The information in the charts listed under “Synchro
Analysis and Data Reports” in the previous section, should be used when determining the
improvements to address the impacts of site-generated traffic.
4.Recommended storage lane lengths shall be provided for all exclusive turn lanes and based on the
Synchro 95th Percentile Queue or the SimTraffic Maximum Queue, whichever is larger.
5.If phase changes are recommended as an improvement, then a Synchro analysis for “Future Build +
Improvements” shall be included in the TIA.
6.Signal timing adjustments and/or Signal Optimization in Synchro (i.e. “Optimize Splits”) shall not be
used unless phase changes are recommended as an improvement. Signal timing adjustment and/or
Signal Optimization as a sole “improvement” to mitigate the impacts of site-generated traffic will not
be permitted.
7.Use the Manual on Uniform Traffic Control Devices for proposed full-movement signals to conduct
signal warrant analysis based upon a 13-hour turning movement count.
8.Use the Guidelines for Signalization of Intersections with Two or Three Approaches (ITRE report dated
December 31, 2017) where applicable, to determine possible signalization.
Home Office: Wilmington Regional Office: Serving the Southeast since 2002
119 Brookstown Ave. Suite PH1 1426 Navaho Trail, #108
Winston-Salem, NC 27101 Wilmington, NC 28409
Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912
Date Received by WMPO/NCDOT (to be completed by the Department): ________________________
Date Submitted by Applicant: October 31, 2024
Transportation Impact Analysis (TIA) Scoping
DAVENPORT Project Number 242034
Rainstorm Solutions
Castle Hayne, New Hanover County. NC
Description
3121 Castle Hayne Road, Castle Hayne, NC
Tax Parcel ID: R02519-001-012-000
R02519-001-018-000
Proposed Land Uses
Rainstorm Solutions
LUC 180 – 7,150 square feet
Flex Space*
LUC 180 – 13,500 square feet
LUC 822 – 13,500 square feet
LUC 932 – 4,500 square feet
*Up to 31,500 square feet of flex space is proposed. By the current zoning, restaurant uses may be no greater
than 3,000 square feet. While only 3,000 square feet is currently proposed, the TIA will consider 4,500 square
feet of restaurant space. If use restrictions are revised in the future, this will provide a conservative estimate of
the site’s trip generation. The remaining 27,000 square feet of flex space is split evenly between specialty trade
contractor offices and strip retail space.
Proposed Study Intersections
1.Castle Hayne Road (NC 133) at Swartville Road / Proposed Site Access
Proposed annual growth rate: 1%
Historical NCDOT AADT data shows an annual growth rate of approximately 0.4% on Castle Hayne Road. To
be conservative, a 1% growth rate will be used for the analysis.
Analysis Periods: Weekday, AM peak (7:00-9:00 am) and PM peak (4:00-6:00 pm)
TIA Analysis Scenarios
•2024 Existing Conditions
•2026 Future No Build Conditions
•2026 Future Build Conditions
•2026 Future Build Conditions with Improvements (as necessary)
Conceptual Site Plan and Aerial Map Attached
Page 2
Rainstorm Solutions
10/31/2024
DAVENPORT Project No. 242034
Home Office: Wilmington Regional Office: Serving the Southeast since 2002
119 Brookstown Ave. Suite PH1 1426 Navaho Trail, #108
Winston-Salem, NC 27101 Wilmington, NC 28409
Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912
Trip Generation Table
Table A - ITE Trip Generation 11th Edition
Average Weekday Driveway Volumes 24-Hour AM Peak Hour PM Peak Hour Two-Way
Land Use
ITE
Land
Use
Code
Size Method Volume Enter Exit Total Enter Exit Total
Rainstorm Solutions
Specialty
Trade
Contractor
180 7.15 kGFA Adjacent/
Rate* 70 9 3 12 4 10 14
Flex Space
Specialty
Trade
Contractor
180 13.5 kGFA Adjacent/
Rate* 133 17 5 22 8 18 26
Strip Retail
Plaza 822 13.5 kGLA Adjacent/
Rate 735 19 13 32 44 45 89
High-
Turnover
(Sit-Down)
Restaurant^
932 4.5 kGFA Generator/
Rate 482 35 27 62 38 36 74
Flex Space Subtotal 1,350 71 45 116 90 99 189
Total Unadjusted Trips 1,420 80 48 128 94 109 203
Internal Capture Reduction
LUC 822 - -2 -2 -4 -15 -11 -26
LUC 932 - -2 -2 -4 -11 -14 -25
Total Internal Capture Trips - -4 -4 -8 -26 -25 -51
Pass-By Reduction
LUC 932 (N/A AM, 43% PM) - - - - -16 -16 -32
Total Pass-By Trips - 0 0 0 -16 -16 -32
Total Adjusted (Primary) Trips 1,420 76 44 120 52 68 120
*Adjacent/Rate used in lieu of Adjacent/Local
^Note while the current zoning limits restaurant uses to 3,000-sf, the TIA considers 4,500-sf of restaurant
space to build a conservative trip generation in the event that use restrictions are revised
Proposed Site Trip Directional Distribution: to be completed and sent for approval after taking counts
Approved developments: N/A, unless advised otherwise
Committed Improvements: STIP project U-5863 proposes to widen Castle Hayne Road (NC 133) to a three-
lane section in the vicinity of the development. However, U-5863 is not currently funded so it will not be
included in the TIA.
FIGURE 1
CONCEPTUAL SITE PLAN
Rainstorm Solutions
Project Number 242034
FIGURE 2A
SITE LOCATION MAP SITE INDICATOR
SMITH
MOUNTAIN
LAKE
N
FIGURE 2B
VICINITY MAP
SITE INDICATOR
PROPOSED STUDY INTERSECTION
1
N
Project Name:Organization:
Project Location:Performed By:
Scenario Description:Date:
Analysis Year:Checked By:
Analysis Period:Date:
ITE LUCs1 Quantity Units Total Entering Exiting
Office 0
Retail 822 14 kGFA 32 19 13
Restaurant 932 5 kGFA 62 35 27
Cinema/Entertainment 0
Residential 0
Hotel 0
All Other Land Uses2 0
94 54 40
Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized
Office 1.10 0% 0% 1.10 0% 0%
Retail 1.10 0% 0% 1.10 0% 0%
Restaurant 1.10 0% 0% 1.10 0% 0%
Cinema/Entertainment 1.10 0% 0% 1.10 0% 0%
Residential 1.10 0% 0% 1.10 0% 0%
Hotel 1.10 0% 0% 1.10 0% 0%
All Other Land Uses2 1.10 0%0%1.10 0%0%
Office Retail Restaurant Residential Hotel
Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 0 2 0 0
Restaurant 0 2 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 0 0 0 0
Hotel 0 0 0 0
Total Entering Exiting Land Use Entering Trips Exiting Trips
All Person-Trips 104 60 44 Office N/A N/A
Internal Capture Percentage 8%7%9%Retail 10%14%
Restaurant 5%7%
External Vehicle-Trips5 87 51 36 Cinema/Entertainment N/A N/A
External Transit-Trips6 0 0 0 Residential N/A N/A
External Non-Motorized Trips6 0 0 0 Hotel N/A N/A
Castle Hayne, NC
AM Street Peak Hour
DAVENPORT
DC
2026
10/11/2024
Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1
Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use
2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator.
5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A.
1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers.
6Person-Trips
*Indicates computation that has been rounded to the nearest whole number.
3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ).
4Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made
to Tables 5-A, 9-A (O and D). Enter transit, non-motorized percentages that will result with proposed mixed-use project complete.
Table 2-A: Mode Split and Vehicle Occupancy Estimates
Table 4-A: Internal Person-Trip Origin-Destination Matrix*
Destination (To)Origin (From)
Origin (From)Destination (To)
Cinema/Entertainment
Land Use Entering Trips Exiting Trips
Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance)
NCHRP 684 Internal Trip Capture Estimation Tool
Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate)
0
0
Cinema/Entertainment
Development Data (For Information Only )
0
0
0
Estimated Vehicle-Trips3
Land Use
Rainstorm Solutions
Project Name:
Analysis Period:
Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips*
Office 1.10 0 0 1.10 0 0
Retail 1.10 19 21 1.10 13 14
Restaurant 1.10 35 39 1.10 27 30
Cinema/Entertainment 1.10 0 0 1.10 0 0
Residential 1.10 0 0 1.10 0 0
Hotel 1.10 0 0 1.10 0 0
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 4 2 2 0
Restaurant 9 4 1 1
Cinema/Entertainment 0 0 0 0 0
Residential 0 0 0 0
Hotel 0 0 0 0
Office Retail Restaurant Residential Hotel
Office 7 9 0 0
Retail 0 20 0 0
Restaurant 0 2 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 0 4 8 0
Hotel 0 1 2 0
Internal External Total Vehicles1 Transit2 Non-Motorized2
Office 0 0 0 0 0 0
Retail 2 19 21 17 0 0
Restaurant 2 37 39 34 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 0 0 0 0 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 00 0 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2
Office 0 0 0 0 0 0
Retail 2 12 14 11 0 0
Restaurant 2 28 30 25 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 0 0 0 0 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 00 0 0 0 0
Land Use Table 7-A (D): Entering Trips
2Person-Trips
Person-Trip Estimates
Rainstorm Solutions
AM Street Peak Hour
Table 9-A (D): Internal and External Trips Summary (Entering Trips)
Table 8-A (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin)
Origin (From)Destination (To)
Cinema/Entertainment
Table 7-A: Conversion of Vehicle-Trip Ends to Person-Trip Ends
Table 7-A (O): Exiting Trips
0
0
0
Table 8-A (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination)
Origin (From)
Origin Land Use Person-Trip Estimates External Trips by Mode*
External Trips by Mode*
1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A
0
*Indicates computation that has been rounded to the nearest whole number.
0
0
0
0
0
Destination (To)
Cinema/Entertainment
0
3Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator
Destination Land Use
Table 9-A (O): Internal and External Trips Summary (Exiting Trips)
Project Name: Organization:
Project Location: Performed By:
Scenario Description:Date:
Analysis Year: Checked By:
Analysis Period:Date:
ITE LUCs1 Quantity Units Total Entering Exiting
Office 0
Retail 822 14 kGFA 89 44 45
Restaurant 932 5 kGFA 74 38 36
Cinema/Entertainment 0
Residential 0
Hotel 0
All Other Land Uses2 0
163 82 81
Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized
Office 1.10 0% 0% 1.10 0% 0%
Retail 1.10 0% 0% 1.10 0% 0%
Restaurant 1.10 0% 0% 1.10 0% 0%
Cinema/Entertainment 1.10 0% 0% 1.10 0% 0%
Residential 1.10 0% 0% 1.10 0% 0%
Hotel 1.10 0% 0% 1.10 0% 0%
All Other Land Uses2 1.10 0% 0% 1.10 0% 0%
Office Retail Restaurant Residential Hotel
Office 4000 4000 4000
Retail 4000
Restaurant 4000
Cinema/Entertainment 4000
Residential 4000 4000
Hotel 4000
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 0 12 0 0
Restaurant 0 16 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 0 0 0 0
Hotel 0 0 0 0
Total Entering Exiting Land Use Entering Trips Exiting Trips
All Person-Trips 180 90 90 Office N/A N/A
Internal Capture Percentage 31% 31% 31% Retail 33% 24%
Restaurant 29% 40%
External Vehicle-Trips5 113 56 57 Cinema/Entertainment N/A N/A
External Transit-Trips6 0 0 0 Residential N/A N/A
External Non-Motorized Trips6 0 0 0 Hotel N/A N/A
1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers.
2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator.
3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ).
5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P.
Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use
4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be
6Person-Trips
0
0
0
0
Table 4-P: Internal Person-Trip Origin-Destination Matrix*
Origin (From)Destination (To)
Cinema/Entertainment
0
Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance)
Origin (From)Destination (To)
Cinema/Entertainment
NCHRP 684 Internal Trip Capture Estimation Tool
Rainstorm Solutions DAVENPORT
Castle Hayne, NC DC
*Indicates computation that has been rounded to the nearest whole number.
Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1
10/11/2024
2026
PM Street Peak Hour
Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate)
Land Use Development Data (For Information Only )Estimated Vehicle-Trips3
Table 2-P: Mode Split and Vehicle Occupancy Estimates
Land Use Entering Trips Exiting Trips
Project Name:
Analysis Period:
Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips*
Office 1.10 0 0 1.10 0 0
Retail 1.10 44 48 1.10 45 50
Restaurant 1.10 38 42 1.10 36 40
Cinema/Entertainment 1.10 0 0 1.10 0 0
Residential 1.10 0 0 1.10 0 0
Hotel 1.10 0 0 1.10 0 0
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 1 15 1 3
Restaurant 1 16 1 3
Cinema/Entertainment 0 0 0 0 0
Residential 0 0 0 0
Hotel 0 0 0 0
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 0 12 0 0
Restaurant 0 24 0 0
Cinema/Entertainment 0 2 1 0 0
Residential 0 0 1 0
Hotel 0 1 2 0
Internal External Total Vehicles1 Transit2 Non-Motorized2
Office 0 0 0 0 0 0
Retail 16 32 48 29 0 0
Restaurant 12 30 42 27 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 0 0 0 0 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 000 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2
Office 0 0 0 0 0 0
Retail 12 38 50 35 0 0
Restaurant 16 24 40 22 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 0 0 0 0 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 000 0 0 0
0
0
3
0
0
3Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator
Table 9-P (O): Internal and External Trips Summary (Exiting Trips)
Origin Land Use Person-Trip Estimates External Trips by Mode*
Person-Trip Estimates External Trips by Mode*
0
Table 8-P (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination)
Origin (From)
2Person-Trips
0
0
Table 9-P (D): Internal and External Trips Summary (Entering Trips)
Destination Land Use
*Indicates computation that has been rounded to the nearest whole number.
Rainstorm Solutions
PM Street Peak Hour
Table 7-P: Conversion of Vehicle-Trip Ends to Person-Trip Ends
Land Use Table 7-P (D): Entering Trips Table 7-P (O): Exiting Trips
Table 8-P (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin)
Origin (From)Destination (To)
Destination (To)
Cinema/Entertainment
Cinema/Entertainment
0
2
1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P
Year
Castle Hayne Road (NC
133) south of Swartville
Road
2003 15000
2004
2005
2006
2007 14000
2008
2009 12000
2010
2011 12000
2012
2013 12000
2014
2015 13000
2016
2017 13500
2018
2019 13500
2020
2021 14500
2022
2023 16000
Slope from
trendline (veh/yr)61.15
% Growth 0.38%
Table - Study Area AADT Information (veh/day)
y = 61.147x ‐109588
0
2,000
4,000
6,000
8,000
10,000
12,000
14,000
16,000
18,000
2002 2004 2006 2008 2010 2012 2014 2016 2018 2020 2022 2024
Av
e
r
a
g
e
D
a
i
l
y
T
r
a
f
f
i
c
Average Annual Daily Traffic Castle Hayne Road (NC 133) south o
Linear (Castle Hayne Road (NC 133)
242034 Rainstorm Solutions
Capacity Analysis
Synchro Worksheets
242034 Rainstorm Solutions
Existing Conditions
HCM 6th TWSC
100: Castle Hayne Road (NC 133) & Swartville Road 01/08/2025
Scenario 1 11:31 am 11/20/2024 2024 Existing AM Synchro 11 Report
DAVENPORT Page 1
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 4 555 4 4 875
Future Vol, veh/h 4 4 555 4 4 875
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 450 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 4 4 617 4 4 972
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1599 619 0 0 621 0
Stage 1 619 -----
Stage 2 980 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 117 489 - - 960 -
Stage 1 537 -----
Stage 2 364 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 117 489 - - 960 -
Mov Cap-2 Maneuver 248 -----
Stage 1 537 -----
Stage 2 363 -----
Approach WB NB SB
HCM Control Delay, s 16.2 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 329 960 -
HCM Lane V/C Ratio - - 0.027 0.005 -
HCM Control Delay (s) - - 16.2 8.8 -
HCM Lane LOS - - C A -
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 6th TWSC
100: Castle Hayne Road (NC 133) & Swartville Road 01/08/2025
Scenario 1 11:31 am 11/20/2024 2024 Existing PM Synchro 11 Report
DAVENPORT Page 1
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 4 938 4 4 744
Future Vol, veh/h 4 4 938 4 4 744
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 450 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 4 4 1042 4 4 827
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1879 1044 0 0 1046 0
Stage 1 1044 -----
Stage 2 835 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 78 278 - - 665 -
Stage 1 339 -----
Stage 2 426 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 78 278 - - 665 -
Mov Cap-2 Maneuver 207 -----
Stage 1 339 -----
Stage 2 423 -----
Approach WB NB SB
HCM Control Delay, s 20.8 0 0.1
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 237 665 -
HCM Lane V/C Ratio - - 0.038 0.007 -
HCM Control Delay (s) - - 20.8 10.4 -
HCM Lane LOS - - C B -
HCM 95th %tile Q(veh) - - 0.1 0 -
242034 Rainstorm Solutions
Future No Build Conditions
HCM 6th TWSC
100: Castle Hayne Road (NC 133) & Swartville Road 01/08/2025
Scenario 1 11:31 am 11/20/2024 2026 FNB AM Synchro 11 Report
DAVENPORT Page 1
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 4 566 4 4 893
Future Vol, veh/h 4 4 566 4 4 893
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 450 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 4 4 629 4 4 992
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1631 631 0 0 633 0
Stage 1 631 -----
Stage 2 1000 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 112 481 - - 950 -
Stage 1 530 -----
Stage 2 356 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 112 481 - - 950 -
Mov Cap-2 Maneuver 242 -----
Stage 1 530 -----
Stage 2 355 -----
Approach WB NB SB
HCM Control Delay, s 16.5 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 322 950 -
HCM Lane V/C Ratio - - 0.028 0.005 -
HCM Control Delay (s) - - 16.5 8.8 -
HCM Lane LOS - - C A -
HCM 95th %tile Q(veh) - - 0.1 0 -
HCM 6th TWSC
100: Castle Hayne Road (NC 133) & Swartville Road 01/08/2025
Scenario 1 11:31 am 11/20/2024 2026 FNB PM Synchro 11 Report
DAVENPORT Page 1
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 4 957 4 4 759
Future Vol, veh/h 4 4 957 4 4 759
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 450 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 4 4 1063 4 4 843
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1916 1065 0 0 1067 0
Stage 1 1065 -----
Stage 2 851 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 74 270 - - 653 -
Stage 1 331 -----
Stage 2 419 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 74 270 - - 653 -
Mov Cap-2 Maneuver 201 -----
Stage 1 331 -----
Stage 2 416 -----
Approach WB NB SB
HCM Control Delay, s 21.3 0 0.1
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 230 653 -
HCM Lane V/C Ratio - - 0.039 0.007 -
HCM Control Delay (s) - - 21.3 10.6 -
HCM Lane LOS - - C B -
HCM 95th %tile Q(veh) - - 0.1 0 -
242034 Rainstorm Solutions
Future Build Conditions
HCM 6th TWSC
100: Castle Hayne Road (NC 133) & Site Access/Swartville Road 01/09/2025
Scenario 1 11:31 am 11/20/2024 2026 FB AM Synchro 11 Report
DAVENPORT Page 1
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 22 4 22 4 4 4 38 566 4 4 893 38
Future Vol, veh/h 22 4 22 4 4 4 38 566 4 4 893 38
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 75 - - - 75 - - 450 - 75
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 24 4 24 4 4 4 42 629 4 4 992 42
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1719 1717 992 1750 1757 631 1034 0 0 633 0 0
Stage 1 1000 1000 - 715 715 -------
Stage 2 719 717 - 1035 1042 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -
Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -
Pot Cap-1 Maneuver 71 90 298 67 85 481 672 - - 950 - -
Stage 1 293 321 - 422 434 -------
Stage 2 420 434 - 280 307 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 64 84 298 56 79 481 672 - - 950 - -
Mov Cap-2 Maneuver 64 84 - 56 79 -------
Stage 1 275 320 - 396 407 -------
Stage 2 386 407 - 252 306 -------
Approach EB WB NB SB
HCM Control Delay, s 60.7 50.7 0.7 0
HCM LOS F F
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 672 - - 66 298 92 950 - -
HCM Lane V/C Ratio 0.063 - - 0.438 0.082 0.145 0.005 - -
HCM Control Delay (s) 10.7 - - 96.6 18.2 50.7 8.8 - -
HCM Lane LOS B - - F C F A - -
HCM 95th %tile Q(veh) 0.2 - - 1.7 0.3 0.5 0 - -
HCM 6th TWSC
100: Castle Hayne Road (NC 133) & Site Access/Swartville Road 01/09/2025
Scenario 1 11:31 am 11/20/2024 2026 FB PM Synchro 11 Report
DAVENPORT Page 1
Intersection
Int Delay, s/veh 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 42 4 42 4 4 4 34 949 4 4 751 34
Future Vol, veh/h 42 4 42 4 4 4 34 949 4 4 751 34
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 75 - - - 75 - - 450 - 75
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 47 4 47 4 4 4 38 1054 4 4 834 38
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1978 1976 834 2019 2012 1056 872 0 0 1058 0 0
Stage 1 842 842 - 1132 1132 -------
Stage 2 1136 1134 - 887 880 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -
Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -
Pot Cap-1 Maneuver ~ 46 62 368 43 59 274 773 - - 658 - -
Stage 1 359 380 - 247 278 -------
Stage 2 246 278 - 339 365 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ 41 59 368 34 56 274 773 - - 658 - -
Mov Cap-2 Maneuver ~ 41 59 - 34 56 -------
Stage 1 341 378 - 235 264 -------
Stage 2 226 264 - 291 363 -------
Approach EB WB NB SB
HCM Control Delay, s 196.8 83 0.3 0.1
HCM LOS F F
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 773 - - 42 368 59 658 - -
HCM Lane V/C Ratio 0.049 - - 1.217 0.127 0.226 0.007 - -
HCM Control Delay (s) 9.9 - -$ 361.6 16.2 83 10.5 - -
HCM Lane LOS A - - F C F B - -
HCM 95th %tile Q(veh) 0.2 - - 5 0.4 0.8 0 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
242034 Rainstorm Solutions
Future Build Conditions
Supplemental Analysis (No Minimum
Movement vph)
HCM 6th TWSC
100: Castle Hayne Road (NC 133) & Site Access/Swartville Road 01/27/2025
Scenario 1 11:31 am 11/20/2024 2026 FB AM Synchro 11 Report
DAVENPORT Page 1
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 22 0 22 0 0 0 38 566 0 0 893 38
Future Vol, veh/h 22 0 22 0 0 0 38 566 0 0 893 38
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 75 - - - 75 - - 450 - 75
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 24 0 24 0 0 0 42 629 0 0 992 42
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1705 1705 992 1738 1747 629 1034 0 0 629 0 0
Stage 1 992 992 - 713 713 -------
Stage 2 713 713 - 1025 1034 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -
Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -
Pot Cap-1 Maneuver 72 91 298 68 86 482 672 - - 953 - -
Stage 1 296 324 - 423 435 -------
Stage 2 423 435 - 284 309 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 69 85 298 59 81 482 672 - - 953 - -
Mov Cap-2 Maneuver 69 85 - 59 81 -------
Stage 1 278 324 - 397 408 -------
Stage 2 397 408 - 261 309 -------
Approach EB WB NB SB
HCM Control Delay, s 50.8 0 0.7 0
HCM LOS F A
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 672 - - 69 298 - 953 - -
HCM Lane V/C Ratio 0.063 - - 0.354 0.082 ----
HCM Control Delay (s) 10.7 - - 83.4 18.2 0 0 - -
HCM Lane LOS B - - F C A A - -
HCM 95th %tile Q(veh) 0.2 - - 1.3 0.3 - 0 - -
HCM 6th TWSC
100: Castle Hayne Road (NC 133) & Site Access/Swartville Road 01/27/2025
Scenario 1 11:31 am 11/20/2024 2026 FB PM_Supplemental Synchro 11 Report
DAVENPORT Page 1
Intersection
Int Delay, s/veh 7.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 42 0 42 0 0 0 34 991 0 1 751 34
Future Vol, veh/h 42 0 42 0 0 0 34 991 0 1 751 34
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 75 - - - 75 - - 450 - 75
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 47 0 47 0 0 0 38 1101 0 1 834 38
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 2013 2013 834 2056 2051 1101 872 0 0 1101 0 0
Stage 1 836 836 - 1177 1177 -------
Stage 2 1177 1177 - 879 874 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -
Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -------
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -------
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -
Pot Cap-1 Maneuver ~ 44 59 368 41 56 258 773 - - 634 - -
Stage 1 362 382 - 233 265 -------
Stage 2 233 265 - 342 367 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver ~ 42 56 368 34 53 258 773 - - 634 - -
Mov Cap-2 Maneuver ~ 42 56 - 34 53 -------
Stage 1 344 381 - 222 252 -------
Stage 2 222 252 - 298 366 -------
Approach EB WB NB SB
HCM Control Delay, s 170.2 0 0.3 0
HCM LOS F A
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h) 773 - - 42 368 - 634 - -
HCM Lane V/C Ratio 0.049 - - 1.111 0.127 - 0.002 - -
HCM Control Delay (s) 9.9 - -$ 324.2 16.2 0 10.7 - -
HCM Lane LOS A - - F C A B - -
HCM 95th %tile Q(veh) 0.2 - - 4.5 0.4 - 0 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
242034 Rainstorm Solutions
Queueing Analysis
SimTraffic Worksheets
242034 Rainstorm Solutions
Existing Conditions
Queuing and Blocking Report
2024 Existing AM 01/08/2025
Scenario 1 SimTraffic Report
DAVENPORT Page 1
Intersection: 100: Castle Hayne Road (NC 133) & Swartville Road
Movement WB SB
Directions Served LR L
Maximum Queue (ft) 32 22
Average Queue (ft) 8 1
95th Queue (ft) 29 10
Link Distance (ft) 1188
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 450
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0
Queuing and Blocking Report
2024 Existing PM 01/08/2025
Scenario 1 SimTraffic Report
DAVENPORT Page 1
Intersection: 100: Castle Hayne Road (NC 133) & Swartville Road
Movement WB SB
Directions Served LR L
Maximum Queue (ft) 30 24
Average Queue (ft) 8 2
95th Queue (ft) 28 13
Link Distance (ft) 1188
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 450
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0
242034 Rainstorm Solutions
Future No Build Conditions
Queuing and Blocking Report
2026 FNB AM 01/08/2025
Scenario 1 SimTraffic Report
DAVENPORT Page 1
Intersection: 100: Castle Hayne Road (NC 133) & Swartville Road
Movement WB SB
Directions Served LR L
Maximum Queue (ft) 34 24
Average Queue (ft) 8 1
95th Queue (ft) 30 10
Link Distance (ft) 1188
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 450
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0
Queuing and Blocking Report
2026 FNB PM 01/08/2025
Scenario 1 SimTraffic Report
DAVENPORT Page 1
Intersection: 100: Castle Hayne Road (NC 133) & Swartville Road
Movement WB SB
Directions Served LR L
Maximum Queue (ft) 34 21
Average Queue (ft) 7 2
95th Queue (ft) 29 12
Link Distance (ft) 1188
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 450
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0
242034 Rainstorm Solutions
Future Build Conditions
Queuing and Blocking Report
2026 FB AM 01/09/2025
Scenario 1 SimTraffic Report
DAVENPORT Page 1
Intersection: 100: Castle Hayne Road (NC 133) & Site Access/Swartville Road
Movement EB EB WB NB SB SB
Directions Served LT R LTR L L T
Maximum Queue (ft) 62 34 34 40 20 2
Average Queue (ft) 17 11 9 12 1 0
95th Queue (ft) 46 29 32 32 10 2
Link Distance (ft) 1136 1188 1054
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75 450
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Network Summary
Network wide Queuing Penalty: 0
Queuing and Blocking Report
2026 FB PM 01/09/2025
Scenario 1 SimTraffic Report
DAVENPORT Page 1
Intersection: 100: Castle Hayne Road (NC 133) & Site Access/Swartville Road
Movement EB EB WB NB SB SB
Directions Served LT R LTR L L R
Maximum Queue (ft) 114 58 49 34 25 5
Average Queue (ft) 39 20 11 11 3 0
95th Queue (ft) 89 44 37 31 15 3
Link Distance (ft) 1136 1188
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75 450 75
Storage Blk Time (%) 6 0
Queuing Penalty (veh) 2 0
Network Summary
Network wide Queuing Penalty: 2
242034 Rainstorm Solutions
Future Build Conditions
Supplemental Analysis (No Minimum
Movement vph)
Queuing and Blocking Report
2026 FB AM_Supplemental 01/27/2025
Scenario 1 SimTraffic Report
DAVENPORT Page 1
Intersection: 100: Castle Hayne Road (NC 133) & Site Access/Swartville Road
Movement EB EB NB
Directions Served LT R L
Maximum Queue (ft) 59 29 39
Average Queue (ft) 14 11 13
95th Queue (ft) 41 28 32
Link Distance (ft) 1136
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Network Summary
Network wide Queuing Penalty: 0
Queuing and Blocking Report
2026 FB PM_Supplemental 01/27/2025
Scenario 1 SimTraffic Report
DAVENPORT Page 1
Intersection: 100: Castle Hayne Road (NC 133) & Site Access/Swartville Road
Movement EB EB NB SB
Directions Served LT R L L
Maximum Queue (ft) 115 69 33 2
Average Queue (ft) 38 20 10 0
95th Queue (ft) 88 49 28 2
Link Distance (ft) 1136
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 75 450
Storage Blk Time (%) 6 0 0
Queuing Penalty (veh) 2 0 0
Network Summary
Network wide Queuing Penalty: 3
242034 Rainstorm Solutions
Turning Movement Counts
Count Number: SWARTVILLE RD.
County: NEW HANOVER
Division: 03
Location: NC 133 AND
SWARTVILLE RD.
Location Type: 3-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 11-19-2024
Time: 7:00AM-9:00AM AND
4:00PM-6:00PM
Video Time Used: 7:00AM-
9:00AM AND 4:00PM-6:00PM
(11-19)
Total Volume: 5,836
Weather: SUNNY
1. School in Session: YES
2. Pedestrians Observed During Count: NO
3. Disabled Pedestrians Present: NO
4. Counted By: JENNIFER LEIKEN
5. Data Processor: MICHAEL JOHNSON
6. Signal Inventory: N/A
7. Intersection Controlled By: STOP SIGN
8. Data Collection Method: Jamar DB-400 Electronic Count Board
9. Equipment Operating Properly: Yes
10. Area Lighting: NO
11. Construction Present: NO
12. Traffic Problems Observed: NONE
LOCATION OF COUNT SITE:
North
NC 133
SW
A
R
T
V
I
L
L
E
R
D
.
NC 133
T-
I
N
T
E
R
S
E
C
T
I
O
N
LOCATION
CAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Westbound Approach:
Looking Back Westbound:
Westbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Northbound Approach:
Looking Back Northbound:
Northbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Eastbound Approach:
Looking Back Eastbound:
Eastbound Approach:
Stop Sign Within 300’:
Traffic Signal Within 300’:
Railroad Within 300’:
If Yes Distance:
File Name : SWARTVILLE RD.
Site Code : SWARTVIL
Start Date : 11/19/2024
Page No : 1
NC 133 AND SWARTVILLE RD.
CASTLE HAYNE NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
NC 133
SOUTHBOUND
SWARTVILLE RD.
WESTBOUND
NC 133
NORTHBOUND
T-INTERSECTION
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:00 AM 0 261 0 0 261 0 0 0 0 0 0 136 0 0 136 0 0 0 0 0 397
07:15 AM 0 180 0 0 180 0 0 0 0 0 0 140 0 0 140 0 0 0 0 0 320
07:30 AM 0 203 0 0 203 0 0 0 0 0 0 165 0 0 165 0 0 0 0 0 368
07:45 AM 0 231 0 0 231 0 0 0 0 0 0 114 0 0 114 0 0 0 0 0 345
Total 0 875 0 0 875 0 0 0 0 0 0 555 0 0 555 0 0 0 0 0 1430
08:00 AM 0 197 0 0 197 0 0 0 0 0 0 148 0 0 148 0 0 0 0 0 345
08:15 AM 2 180 0 0 182 0 0 0 0 0 0 133 0 0 133 0 0 0 0 0 315
08:30 AM 0 164 0 0 164 0 0 0 0 0 0 153 0 0 153 0 0 0 0 0 317
08:45 AM 0 175 0 0 175 0 0 0 0 0 0 119 0 0 119 0 0 0 0 0 294
Total 2 716 0 0 718 0 0 0 0 0 0 553 0 0 553 0 0 0 0 0 1271
09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:30 AM 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 0 0 0 0 0 2
09:45 AM 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
Total 0 0 0 0 0 2 0 1 0 3 0 0 0 0 0 0 0 0 0 0 3
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SWARTVILLE RD.
Site Code : SWARTVIL
Start Date : 11/19/2024
Page No : 2
NC 133 AND SWARTVILLE RD.
CASTLE HAYNE NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
NC 133
SOUTHBOUND
SWARTVILLE RD.
WESTBOUND
NC 133
NORTHBOUND
T-INTERSECTION
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 0 165 0 0 165 0 0 0 0 0 0 205 0 0 205 0 0 0 0 0 370
04:15 PM 0 196 0 0 196 1 0 0 0 1 0 238 0 0 238 0 0 0 0 0 435
04:30 PM 0 182 0 0 182 0 0 0 0 0 0 219 0 1 220 0 0 0 0 0 402
04:45 PM 1 170 0 0 171 0 0 0 0 0 0 231 0 0 231 0 0 0 0 0 402
Total 1 713 0 0 714 1 0 0 0 1 0 893 0 1 894 0 0 0 0 0 1609
05:00 PM 0 196 0 0 196 1 0 0 0 1 0 250 0 0 250 0 0 0 0 0 447
05:15 PM 0 150 0 0 150 0 0 0 0 0 0 230 2 0 232 0 0 0 0 0 382
05:30 PM 1 173 0 0 174 0 0 1 0 1 0 188 0 0 188 0 0 0 0 0 363
05:45 PM 0 132 0 0 132 1 0 1 0 2 0 195 2 0 197 0 0 0 0 0 331
Total 1 651 0 0 652 2 0 2 0 4 0 863 4 0 867 0 0 0 0 0 1523
06:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 4 2955 0 0 2959 5 0 3 0 8 0 2864 4 1 2869 0 0 0 0 0 5836
Apprch %0.1 99.9 0 0 62.5 0 37.5 0 0 99.8 0.1 0 0 0 0 0
Total %0.1 50.6 0 0 50.7 0.1 0 0.1 0 0.1 0 49.1 0.1 0 49.2 0 0 0 0 0
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SWARTVILLE RD.
Site Code : SWARTVIL
Start Date : 11/19/2024
Page No : 3
NC 133 AND SWARTVILLE RD.
CASTLE HAYNE NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NC 133
T
-
I
N
T
E
R
S
E
C
T
I
O
N
S
W
A
R
T
V
I
L
L
E
R
D
.
NC 133
Right
0
Thru
2955
Left
4
Peds
0
InOut Total
2867 2959 5826
Ri
g
h
t
3
Th
r
u
0
Le
f
t
5
Pe
d
s
0
Ou
t
To
t
a
l
In
8
8
16
Left
0
Thru
2864
Right
4
Peds
1
Out TotalIn
2960 2869 5829
Le
f
t
0
Th
r
u
0
Ri
g
h
t
0
Pe
d
s
0
To
t
a
l
Ou
t
In
0
0
0
11/19/2024 06:00 AM
11/19/2024 06:45 PM
ALL VEHICLES
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SWARTVILLE RD.
Site Code : SWARTVIL
Start Date : 11/19/2024
Page No : 4
NC 133 AND SWARTVILLE RD.
CASTLE HAYNE NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NC 133
SOUTHBOUND
SWARTVILLE RD.
WESTBOUND
NC 133
NORTHBOUND
T-INTERSECTION
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 06:00 AM to 12:00 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 0 261 0 0 261 0 0 0 0 0 0 136 0 0 136 0 0 0 0 0 397
07:15 AM 0 180 0 0 180 0 0 0 0 0 0 140 0 0 140 0 0 0 0 0 320
07:30 AM 0 203 0 0 203 0 0 0 0 0 0 165 0 0 165 0 0 0 0 0 368
07:45 AM 0 231 0 0 231 0 0 0 0 0 0 114 0 0 114 0 0 0 0 0 345
Total Volume 0 875 0 0 875 0 0 0 0 0 0 555 0 0 555 0 0 0 0 0 1430
% App. Total 0 100 0 0 0 0 0 0 0 100 0 0 0 0 0 0
PHF .000 .838 .000 .000 .838 .000 .000 .000 .000 .000 .000 .841 .000 .000 .841 .000 .000 .000 .000 .000 .901
NC 133
T
-
I
N
T
E
R
S
E
C
T
I
O
N
S
W
A
R
T
V
I
L
L
E
R
D
.
NC 133
Right
0
Thru
875
Left
0
Peds
0
InOut Total
555 875 1430
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
0
0
0
Left
0
Thru
555
Right
0
Peds
0
Out TotalIn
875 555 1430
Le
f
t
0
Th
r
u
0
Ri
g
h
t
0
Pe
d
s
0
To
t
a
l
Ou
t
In
0
0
0
Peak Hour Begins at 07:00 AM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SWARTVILLE RD.
Site Code : SWARTVIL
Start Date : 11/19/2024
Page No : 5
NC 133 AND SWARTVILLE RD.
CASTLE HAYNE NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NC 133
SOUTHBOUND
SWARTVILLE RD.
WESTBOUND
NC 133
NORTHBOUND
T-INTERSECTION
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 0 196 0 0 196 1 0 0 0 1 0 238 0 0 238 0 0 0 0 0 435
04:30 PM 0 182 0 0 182 0 0 0 0 0 0 219 0 1 220 0 0 0 0 0 402
04:45 PM 1 170 0 0 171 0 0 0 0 0 0 231 0 0 231 0 0 0 0 0 402
05:00 PM 0 196 0 0 196 1 0 0 0 1 0 250 0 0 250 0 0 0 0 0 447
Total Volume 1 744 0 0 745 2 0 0 0 2 0 938 0 1 939 0 0 0 0 0 1686
% App. Total 0.1 99.9 0 0 100 0 0 0 0 99.9 0 0.1 0 0 0 0
PHF .250 .949 .000 .000 .950 .500 .000 .000 .000 .500 .000 .938 .000 .250 .939 .000 .000 .000 .000 .000 .943
NC 133
T
-
I
N
T
E
R
S
E
C
T
I
O
N
S
W
A
R
T
V
I
L
L
E
R
D
.
NC 133
Right
0
Thru
744
Left
1
Peds
0
InOut Total
938 745 1683
Ri
g
h
t
0
Th
r
u
0
Le
f
t
2
Pe
d
s
0
Ou
t
To
t
a
l
In
1
2
3
Left
0
Thru
938
Right
0
Peds
1
Out TotalIn
746 939 1685
Le
f
t
0
Th
r
u
0
Ri
g
h
t
0
Pe
d
s
0
To
t
a
l
Ou
t
In
0
0
0
Peak Hour Begins at 04:15 PM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SWARTVILLE RD.
Site Code : SWARTVIL
Start Date : 11/19/2024
Page No : 6
NC 133 AND SWARTVILLE RD.
CASTLE HAYNE NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
SOUTHBOUND: NC 133
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SWARTVILLE RD.
Site Code : SWARTVIL
Start Date : 11/19/2024
Page No : 7
NC 133 AND SWARTVILLE RD.
CASTLE HAYNE NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
WESTBOUND: SWARTVILLE RD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SWARTVILLE RD.
Site Code : SWARTVIL
Start Date : 11/19/2024
Page No : 8
NC 133 AND SWARTVILLE RD.
CASTLE HAYNE NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NORTHBOUND: NC 133
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SWARTVILLE RD.
Site Code : SWARTVIL
Start Date : 11/19/2024
Page No : 9
NC 133 AND SWARTVILLE RD.
CASTLE HAYNE NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
242034 Rainstorm Solutions
Supporting Documentation
Opposing Lefts Opposing Rights
AM 931 38 AM 931 38
PM 785 34 PM 785 34
Volumes VolumesPeak Hour Peak Hour
AM Peak Hour, Vr
PM Peak Hour, Vr
AM Peak Hour, Vl
PM Peak Hour, Vl
TURN LANE WARRANT SUMMARY SITE ACCESS AT CASTLE HAYNE
ROAD