HomeMy WebLinkAboutBeaumont Oaks TIATraffic Impact Analysis Porter’s NeckNew Hanover County , North Carolina
RAMEY KEMP
& A SSOCI ATES
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
i
TABLE OF CONTENTS
1. INTRODUCTION ...............................................................................................................1
1.1. Site Location and Study Area ................................................................................................1
1.2. Proposed Land Use and Site Access......................................................................................2
1.3. Adjacent Land Uses ...............................................................................................................2
1.4. Existing Roadways ................................................................................................................2
2. EXISTING (2019) PEAK HOUR CONDITIONS ............................................................7
2.1. Existing (2019) Peak Hour Traffic ........................................................................................7
2.2. Analysis of Existing (2019) Peak Hour Traffic .....................................................................7
3. BACKGROUND (2023) PEAK HOUR CONDITIONS ..................................................9
3.1. Ambient Traffic Growth ........................................................................................................9
3.2. Adjacent Development Traffic ..............................................................................................9
3.3. Future Roadway Improvements .............................................................................................9
3.4. Background (2023) Peak Hour Traffic Volumes ..................................................................9
3.5. Analysis of Background (2023) Peak Hour Traffic Conditions ..........................................10
4. SITE TRIP GENERATION AND DISTRIBUTION .....................................................14
4.1. Trip Generation ....................................................................................................................14
4.2. Site Trip Distribution and Assignment ................................................................................14
5. COMBINED (2023) TRAFFIC CONDITIONS .............................................................17
5.1. Combined (2023) Peak Hour Traffic Volumes ...................................................................17
5.2. Analysis of Combined (2023) Peak Hour Traffic ...............................................................17
6. TRAFFIC ANALYSIS PROCEDURE ............................................................................19
6.1 Adjustments to Analysis Guidelines ....................................................................................20
7. CAPACITY ANALYSIS ...................................................................................................21
7.1. Porter’s Neck Road and Edgewater Club Road / Shiraz Way .............................................21
7.2. Market Street (US 17) and Porter’s Neck Road ..................................................................22
7.3. Futch Creek Road/Market Street (SR 1400) and Market Street (SR 2845) ........................24
7.4. US 17 and U-turn Location (North of SR 1400 Market Street) ..........................................25
7.5. US 17 and Market Street (SR 1400) ....................................................................................26
7.6. US 17 and Stephen’s Church Road / NB U-Turn ................................................................27
7.7. Shiraz Way and Site Drive 1 ...............................................................................................28
7.8. Market Street (SR 2845) and Site Drive 2 ...........................................................................29
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
ii
8. CONCLUSIONS ................................................................................................................30
9. RECOMMENDATIONS ..................................................................................................32
LIST OF FIGURES
Figure 1 – Site Location Map ...................................................................................................... 4
Figure 2 – Preliminary Site Plan .................................................................................................. 5
Figure 3 – Existing Lane Configurations ..................................................................................... 6
Figure 4 – Existing (2019) Peak Hour Traffic ............................................................................. 8
Figure 5 – Projected (2023) Peak Hour Traffic ......................................................................... 11
Figure 6 – Adjacent Development (2023) Peak Hour Traffic ................................................... 12
Figure 7 – Background (2023) Peak Hour Traffic ..................................................................... 13
Figure 8 – Site Trip Distribution ................................................................................................ 15
Figure 9 – Site Trip Assignment ................................................................................................ 16
Figure 10 – Combined (2023) Peak Hour Traffic ...................................................................... 18
Figure 11 – Recommended Lane Configurations ...................................................................... 33
LIST OF TABLES
Table 1: Existing Roadway Inventory ..........................................................................................3
Table 2: Trip Generation Summary ............................................................................................14
Table 3: Highway Capacity Manual – Levels-of-Service and Delay .........................................19
Table 4: Analysis Summary of Porter’s Neck Road and Edgewater Club Road / ......................21
Shiraz Way ....................................................................................................................21
Table 5: Analysis Summary of Market Street (US 17) and Porter’s Neck Road .......................22
Table 6: Analysis Summary of Futch Creek Road / Market Street (SR 1400) and Market Street
(SR 2845) ........................................................................................................................24
Table 7: Analysis Summary of US 17 and U-turn Location (North of SR 1400 Market Street)25
Table 8: Analysis Summary of US 17 and Market Street (SR 1400) .........................................26
Table 9: Analysis Summary of US 17 and Stephen’s Church Road / NB U-Turn .....................27
Table 10: Analysis Summary of Shiraz Way and Site Drive 1 ...................................................28
Table 11: Analysis Summary of Market Street (SR 2845) and Site Drive 2 ..............................29
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
iii
TECHNICAL APPENDIX
Appendix A: WMPO Scope of Approval
Appendix B: Traffic Counts
Appendix C: Signal Plans
Appendix D: Adjacent Development Information
Appendix E: Capacity Calculations – Porter’s Neck Road and Edgewater Club Road /
Shiraz Way
Appendix F: Capacity Calculations – Market Street (US 17) and Porter’s Neck Road
Appendix G: Capacity Calculations – Futch Creek Road / Market Street (SR 1400) &
Market Street (SR 2845)
Appendix H: Capacity Calculations – US 17 and U-turn Location (North of SR 1400
Market Street)
Appendix I: Capacity Calculations – US 17 and Market Street (SR 1400)
Appendix J: Capacity Calculations – US 17 / U-Turn Location and Stephen’s Church
Road
Appendix K: Capacity Calculations – Shiraz Way and Site Drive 1
Appendix L: Capacity Calculations – Market Street (SR 2845) and Drive 2
Appendix M: SimTraffic Queuing Report
TRAFFIC IMPACT ANALYSIS
PORTER’S NECK DEVELOPMENT
NEW HANOVER COUNTY, NORTH CAROLINA
1. INTRODUCTION
The contents of this report present the findings of the Traffic Impact Analysis (TIA) conducted
for the proposed Porter’s Neck Development to be located south of Futch Creek Road and east
of Porter’s Neck Road in New Hanover County, North Carolina. The purpose of this study is
to determine the potential impacts to the surrounding transportation system created by traffic
generated by the proposed development, as well as recommend improvements to mitigate the
impacts.
The proposed development, anticipated to be completed in 2023, is assumed to consist of 58
single family homes and 348 low rise multi family housing units. Access is provided via one
full-movement driveway each on Market Street (SR 2845) and Shiraz Way.
The study analyzes traffic conditions during the weekday AM and PM peak hours for the
following scenarios:
• Existing (2019) Traffic Conditions
• Background (2023) Traffic Conditions
• Combined (2023) Traffic Conditions
• Combined (2023) w/ Improvements Traffic Conditions
1.1. Site Location and Study Area
The development is proposed to be located south of Futch Creek Road and east of Porter’s
Neck Development in New Hanover County, North Carolina. Refer to Figure 1 for the site
location map.
The study area for the TIA was determined through coordination with the Wilmington Urban
Area Metropolitan Planning Organization (WMPO) and North Carolina Department of
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
2
Transportation (NCDOT). The approved scoping document can be found in Appendix A. The
approved study area consists of the following intersections:
• Porter’s Neck Rd. and Edgewater Club Rd./Shiraz Way
• Market Street (US 17) and Porter’s Neck Road
• Futch Creek Rd./Market St. (SR 1400) and Market St. (SR 2845)
• US 17 and U-turn location (North of SR 1400 Market St.)
• US 17 and Market Street (SR 1400)
• Shiraz Way and Site Drive 1 (Proposed)
• Market Street (SR 2845) and Site Drive 2 (Proposed)
1.2. Proposed Land Use and Site Access
The proposed development, anticipated to be completed in 2023, is assumed to consist of 58
single family homes and 348 low rise multi family housing units.
Site access is proposed via one full-movement driveway on both Market Street (SR 2845) and
Shiraz Way. Refer to Figure 2 for a copy of the preliminary site plan.
1.3. Adjacent Land Uses
The proposed development is located in an area consisting primarily of office and residential
development. The Waterstone Development is located on Edgewater Club Road which is south
of the Porter’s Neck Development. Retail development is located along US 17.
1.4. Existing Roadways
Existing lane configurations (number of traffic lanes on each intersection approach), lane
widths, storage capacities, and other intersection and roadway information was collected
through field reconnaissance by Ramey Kemp & Associates, Inc. (RKA). Table 1 provides a
summary of the field data collected. Refer to Figure 3 for an illustration of the existing lane
configurations within the study area.
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
3
Table 1: Existing Roadway Inventory
Road Name Route
Number
Typical
Cross
Section
Speed Limit Maintained
By
2017 AADT
(vpd)
Porter’s Neck
Road
SR 1402
SR1491
Two-lane
undivided 45 mph Local 14,000
Edgewater Club
Road SR 1402 Two-lane
undivided 45 mph Local 5,200
Shiraz Way SR 2932 Two-lane
undivided 25 mph Local 2,140*
Market Street SR 2845
Two-lane
median-
divided
35 mph
(assumed) NCDOT 660*
Futch Creek Road SR 1400 Two-lane
undivided
35 mph
(assumed) Local 2,200
US 17 N/A
Four-lane
median-
divided
55 mph NCDOT 43,000
* ADT based on the traffic counts from 2018 and assuming the weekday PM peak hour
volume is 10% of the average daily traffic.
Scale: Not to Scale
Porter's NeckNew Hanover County, NC
N
LEGEND
Proposed Site Location
Study Intersection
Study Area
Site Location Map
Figure 1
4
PROPOSED
SITE
Market Street - SR 2845
Porter's Neck Road
Futch Creek Road
Edgewater Club Road
Shiraz Way
US 17
Market Street - SR 1400
US 17
12 Unit Apt.
Bldg
W
E
T
W
E
T
WET
WET
W
E
T
WET
WE
T
W
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TW
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WET
WE
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24 Unit Apt. Bldg.
24
U
n
i
t
A
p
t
.
B
l
d
g
.
17
16
15
14
13
121110987654
3
2
1
49
50
51 52 53 54 55 56 57 58
48 47 46 45 44 43 42 41
40
39
38
37
36 35 34 33 32 31 30 29 28 27
18 19 20 21 22 23 24 25 26
A B A B
A
B
A
B
A
B
A B A B A B
A B
A B
A B
A BAB A B
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B
A B
24
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24 Un
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24 Unit Apt. Bldg.
24 Unit Apt. Bldg.1 2 3
4
5 6 7
13
12
11
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1
2
3
4
5
6
7
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10 11 12 13 14 15
16
17
18
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SITE DATA
TOTAL SITE ACREAGE: $&5(6
EXISTING ZONING:R-15
ANTICIPATED ZONING:RMF-L* (RESIDENTIAL
MULTI-FAMILY LOW-DENSITY)
PROPOSED USE:SINGLE-FAMILY DUPLEX, MULTI-FAMILY
ALLOWABLE DENSITY:10 DU/AC (530 UNITS)
PROPOSED DENSITY:7.75 DU/AC (406 UNITS)
UNIT COUNT:406 UNITS
SINGLE FAMILY LOTS:58 LOTS (65' X 120')
DUPLEXES:36 UNITS
(18) BUILDINGS
APARTMENTS:312 UNITS
(2) 12-UNIT BUILDINGS:24 UNITS
(12) 24-UNIT BUILDINGS:288 UNITS
DIMENSIONAL REQUIREMENTS
SINGLE FAMILY MULTI-FAMILY
PERIMETER SETBACK:20'20'
FRONT SETBACK: 20'35'
REAR SETBACK:15'25'
SIDE SETBACK:5' INTERIOR 20' INTERIOR
10' SIDE STREET 30' SIDE STREET
BUILDING SEPARATION:
SINGLE FAMILY:10'
SINGLE FAM. & DUPLEX:20'
OTHER DWELLINGS:20'
MINIMUM LOT SIZE:N/A
MAX. BLDG. HEIGHT:45' (3 STORIES)
APARTMENT PARKING REQUIREMENTS:
SEC 81-1: MULTI-FAMILY RESIDENTIAL: ONE AND ONE-HALF (1.5) SPACES PER 1 BEDROOM
UNIT AND TWO (2.0) SPACES PER 2+ BEDROOM UNITS.
PARKING REQUIRED:572 SPACES
44 SPACES PER 24-UNIT BUILDING 12*44 = 528
22 PER 12-UNIT BUILDING 2*22 = 44
PARKING PROVIDED:574 SPACES (INCLUDING ADA AND R.O.W. SPACES)
ADA SPACES:28 SPACES
SPACES IN R.O.W.:70 SPACES
GARAGES:25 SPACES
AMENITY PARKING REQUIREMENTS:
SEC 81-1: CLUBS, PUBLIC, PRIVATE, AND ASSOCIATED USES: ONE (1) PARKING SPACE FOR
EACH ONE HUNDRED (100) SQUARE FEET OF GROSS FLOOR SPACE.
PARKING REQURED:12 SPACES
PARKING PROVIDED:12 SPACES (INCLUDING ADA SPACES - SHARED WITH
APARTMENTS)
ADA SPACES:1 SPACE
OPEN SPACE CALCULATIONS:
REQUIRED PROVIDED
406 UNITS x .03 = 12.18 AC
PASSIVE OPEN SPACE 6.09 AC 6.09 AC
ACTIVE OPEN SPACE:6.09 AC 6.09 AC
COUNTY REQUIREMENTS STATES THAT RECREATION SPACE SHALL BE PROVIDED IN THE
AMOUNT OF 0.03 ACRES PER DWELLING UNIT. 50% OF THE REQUIRED RECREATION SPACE
SHALL BE PASSIVE AND THE OTHER 50% IS REQUIRED TO BE ACTIVE.
*ANTICIPATED ZONING DISTRICT PENDING
APPROVAL BY NEW HANOVER COUNTY.
STORMWATER POND
$&
45' ROW
45' ROW
20' SETBACK
45' ROW
STORMWATER POND
$&
20' SETBACK
N O R T H
0
SCALE:
200 400 600
1"=200'
feet
45' ROW
STORMWATER POND
$&
STORM
WATER POND
$&
SINGLE-FAMILY LOT,
65' X 120', TYP.
DUPLEX, TYP.
PRELIMINARY / NOT FOR CONSTRUCTION - THIS SITE PLAN IS A GRAPHIC REPRESENTATION AND SHOULD BE UTILIZED FOR DISCUSSION PURPOSES ONLY. THIS SITE PLAN
APPROXIMATES EXISTING CONDITIONS RELATING TO STRUCTURES WETLANDS, ROADS, PARKING, VEGETATION AND PROPERTY BOUNDARIES. PLAN COMPONENTS MAY
CHANGE BASED UPON REGULATORY AND MUNICIPAL REGULATION AND REQUIREMENTS AT THE TIME OF APPROVALS AND OR DEVELOPMENT ACTIVITY.
12 UNIT APARTMENT
BUILDING, TYP.
OVERHEAD
POWERLINES
$&$&7,9(23(163$&(
$&3$66,9(23(163$&($&$&7,9(23(163$&(
$&$&7,9(23(163$&(:,7+
POSSIBLE WALKING TRAIL/OPEN PLAY AREA
$&$&7,9(
OPEN SPACE
$&$&7,9(23(163$&(
WETLAND AREA,
TYP.$&$&7,9(23(163$&(
PROPOSED 20' ACCESS &
UTILITY EASEMENT
24 UNIT APARTMENT
BUILDING, TYP.
$&7,9(23(1
SPACE WITH POOL
AND POOL HOUSE
GARAGE, TYP.
$&$&7,9(23(163$&(
$&$&7,9(23(163$&(
$&$&7,9(23(163$&(
Scale: Not to Scale
Porter's NeckNew Hanover County, NC
N
Ma
r
k
e
t
St
r
e
e
t
17
SR 1400
(Futch Creek Road)
SR 1491
(Porter's Neck
Road)
SR
2
9
3
2
(S
h
i
r
a
z
W
a
y
)
SR
1
4
0
2
(E
d
g
e
w
a
t
e
r
Cl
u
b
R
o
a
d
)
SR 1491
(Porter's Neck
Road)
SR 1400
(Market Street)
SR
2
8
4
5
(M
a
r
k
e
t
S
t
r
e
e
t
)
140
17
Figure 3
LEGEND
Signalized Intersection
Unsignalized Intersection
Existing Lane
X'Storage (In Feet)
6
SPEEDLIMITXX Posted Speed Limit
Roundabout
Existing
Lane Configuration
42
5
'
45
0
'
25
0
'
250'
200'
25
0
'
40
0
'
100'
350'
550'
45
0
'
10
0
'
12
5
'
67
5
'
45
0
'
SPEED
LIMIT45
SPEED
LIMIT45
SPEED
LIMIT45
SPEEDLIMIT25
SPEED
LIMIT55
SPEED
LIMIT45
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
7
2. EXISTING (2019) PEAK HOUR CONDITIONS
2.1. Existing (2019) Peak Hour Traffic
Existing peak hour traffic volumes were determined based on traffic counts conducted at the
study intersections listed below, in September 2019 by RKA during a typical weekday AM
(7:00 AM – 9:00 AM) and PM (4:00 PM – 6:00 PM) peak periods:
• Porter’s Neck Rd. and Edgewater Club Rd./Shiraz Way
• Market Street and Porter’s Neck Road
• Futch Creek Rd./Market St. (SR 1400) and Market St. (SR 2845)
• US 17 and U-turn location (North of SR 1400 Market St.)
• US 17 and Market Street (SR 1400)
• Shiraz Way and Site Drive 1 (Proposed)
• Market Street (SR 2845) and Site Drive 2 (Proposed)
Traffic volumes were balanced between study intersections, where appropriate. The
methodology for balancing existing traffic has been approved by the NCDOT and WMPO.
Refer to Figure 4 for existing (2019) weekday AM and PM peak hour traffic volumes. A copy
of the count data is located in Appendix B of this report.
2.2. Analysis of Existing (2019) Peak Hour Traffic
The existing (2019) weekday AM and PM peak hour traffic volumes were analyzed to
determine the current levels of service at the study intersections under existing roadway
conditions. Signal information was obtained from NCDOT and City of Wilmington (City) and
is included in Appendix C. The results of the analysis are presented in Section 7 of this report.
Scale: Not to Scale
Porter's NeckNew Hanover County, NC
N
Ma
r
k
e
t
St
r
e
e
t
17
SR 1400
(Futch Creek Road)
SR 1491
(Porter's Neck
Road)
SR
2
9
3
2
(S
h
i
r
a
z
W
a
y
)
SR
1
4
0
2
(E
d
g
e
w
a
t
e
r
Cl
u
b
R
o
a
d
)
SR 1491
(Porter's Neck
Road)
SR 1400
(Market Street)
SR
2
8
4
5
(M
a
r
k
e
t
S
t
r
e
e
t
)
140
17
Figure 4
Existing (2019)
Peak Hour Traffic
LEGEND
Signalized Intersection
Unsignalized Intersection
X / Y Weekday AM / PM
Peak Hour Traffic
8
35
7
/
2
1
5
42
/
1
2
23
/
9
14
1
/
8
9
55
/
1
2
0/
1 0/4178/23714/10
24/96163/212289/185
14
2
/
1
5
9
11
2
3
/
1
0
7
7
14
4
/
1
9
8
210/18869/99533/468
11
8
/
1
7
4
91
5
/
1
2
1
1
37
1
/
3
0
6
102/18751/10047/94
1
2
1
/
1
2
3
1
7
/
4
0
13
5
/
8
7
1/2
41/19
0/5
21
5
/
1
1
9
8/
5
20
6
6
/
1
6
1
5
78
/
6
4
355/192
38
/
7
9
12
5
9
/
2
1
1
8
13
3
/
1
7
6
65/43
Roundabout
19
3
7
/
1
5
6
5
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
9
3. BACKGROUND (2023) PEAK HOUR CONDITIONS
In order to account for growth of traffic and subsequent traffic conditions at a future year,
background traffic projections are needed. Background traffic is the component of traffic due
to the growth of the community and surrounding area that is anticipated to occur regardless of
whether or not the proposed development is constructed. Background traffic is comprised of
existing traffic growth within the study area and additional traffic created as a result of
adjacent approved developments.
3.1. Ambient Traffic Growth
Through coordination with the WMPO and NCDOT, it was determined that an annual growth
rate of 1% would be used to generate projected (2023) weekday AM and PM peak hour traffic
volumes. Refer to Figure 5 for projected (2023) peak hour traffic.
3.2. Adjacent Development Traffic
Through coordination with the WMPO and NCDOT, it was determined that the Waterstone
Development would be considered as approved adjacent development in this study. Refer to
Figure 6 for adjacent development (2023) peak hour traffic. Adjacent development information
can be found in Appendix D.
3.3. Future Roadway Improvements
Based on coordination with the WMPO and NCDOT, it was determined there were no future
roadway improvements to consider with this study. The Military Cutoff Extension project is
expected to reduce traffic volumes along US 17; however this project was not considered in
this study.
3.4. Background (2023) Peak Hour Traffic Volumes
The background (2023) traffic volumes were determined by projecting the existing (2019)
peak hour traffic to the year 2023 and adding the adjacent development trips. Refer to Figure 7
for an illustration of the background (2023) peak hour traffic volumes at the study
intersections.
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
10
3.5. Analysis of Background (2023) Peak Hour Traffic Conditions
The background (2023) AM and PM peak hour traffic volumes at the study intersections were
analyzed with future geometric roadway conditions and traffic control. The analysis results are
presented in Section 7 of this report.
Scale: Not to Scale
Porter's NeckNew Hanover County, NC
N
Ma
r
k
e
t
St
r
e
e
t
17
SR 1400
(Futch Creek Road)
SR 1491
(Porter's Neck
Road)
SR
2
9
3
2
(S
h
i
r
a
z
W
a
y
)
SR
1
4
0
2
(E
d
g
e
w
a
t
e
r
Cl
u
b
R
o
a
d
)
SR 1491
(Porter's Neck
Road)
SR 1400
(Market Street)
SR
2
8
4
5
(M
a
r
k
e
t
S
t
r
e
e
t
)
140
17
Figure 5
Projected (2023)
Peak Hour Traffic
11
37
1
/
2
2
4
44
/
1
2
24
/
9
14
7
/
9
3
57
/
1
2
0/
1 0/4185/24715/10
25/100170/221301/193
14
8
/
1
6
5
11
6
9
/
1
1
2
1
15
0
/
2
0
6
219/19672/103555/487
12
3
/
1
8
1
95
2
/
1
2
6
0
38
6
/
3
1
8
106/19553/10449/98
1
2
6
/
1
2
8
1
8
/
4
2
14
0
/
9
1
1/2
43/20
0/5
22
4
/
1
2
4
8/
5
21
5
0
/
1
6
8
1
81
/
6
7
369/200
40
/
8
2
13
1
0
/
2
2
0
4
13
8
/
1
8
3
68/45
LEGEND
Signalized Intersection
Unsignalized Intersection
X / Y Weekday AM / PM
Peak Hour Traffic
Roundabout
20
1
5
/
1
6
2
9
Scale: Not to Scale
Porter's NeckNew Hanover County, NC
N
Ma
r
k
e
t
St
r
e
e
t
17
SR 1400
(Futch Creek Road)
SR 1491
(Porter's Neck
Road)
SR
2
9
3
2
(S
h
i
r
a
z
W
a
y
)
SR
1
4
0
2
(E
d
g
e
w
a
t
e
r
Cl
u
b
R
o
a
d
)
SR 1491
(Porter's Neck
Road)
SR 1400
(Market Street)
SR
2
8
4
5
(M
a
r
k
e
t
S
t
r
e
e
t
)
140
17
Figure 6
Peak Hour Adjacent
Development Trips
12
LEGEND
Signalized Intersection
Unsignalized Intersection
X / Y Weekday AM / PM Peak Hour Adjacent Development Trips
65
/
4
2
13
/
8
4/
3
4/
1
4
1/5
22/72
19
/
4
8
3/
2
4 22/14
43/28
22
/
1
4
Roundabout
Scale: Not to Scale
Porter's NeckNew Hanover County, NC
N
Ma
r
k
e
t
St
r
e
e
t
17
SR 1400
(Futch Creek Road)
SR 1491
(Porter's Neck
Road)
SR
2
9
3
2
(S
h
i
r
a
z
W
a
y
)
SR
1
4
0
2
(E
d
g
e
w
a
t
e
r
Cl
u
b
R
o
a
d
)
SR 1491
(Porter's Neck
Road)
SR 1400
(Market Street)
SR
2
8
4
5
(M
a
r
k
e
t
S
t
r
e
e
t
)
140
17
Figure 7
Background (2023)
Peak Hour Traffic
13
43
6
/
2
6
6
57
/
2
0
28
/
1
2
14
7
/
9
3
61
/
2
6
0/
1 0/4185/24716/15
25/100170/221323/265
14
8
/
1
6
5
11
6
9
/
1
1
2
1
15
3
/
2
3
0
241/21072/103598/515
12
3
/
1
8
1
95
2
/
1
2
6
0
40
5
/
3
6
6
106/19553/10449/98
1
2
6
/
1
2
8
1
8
/
4
2
140
/
9
1
1/2
43/20
0/5
22
4
/
1
2
4
8/
5
21
5
0
/
1
6
8
1
81
/
6
7
369/200
40
/
8
2
13
3
2
/
2
2
1
8
13
8
/
1
8
3
68/45
LEGEND
Signalized Intersection
Unsignalized Intersection
X / Y Weekday AM / PM
Peak Hour Traffic
Roundabout
20
1
5
/
1
6
2
9
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
14
4. SITE TRIP GENERATION AND DISTRIBUTION
4.1. Trip Generation
The proposed development is assumed to consist of 58 single family homes and 348 low rise
multi family housing units. Average weekday daily, AM peak hour, and PM peak hour trips
for the proposed development were estimated using methodology contained within the ITE
Trip Generation Manual, 10th Edition. Table 2 provides a summary of the trip generation
potential for the site.
Table 2: Trip Generation Summary
Land Use
(ITE Code) Intensity
Daily
Traffic
(vpd)
AM Peak Hour
Trips (vph)
PM Peak Hour
Trips (vph)
Enter Exit Enter Exit
Single-Family Detached Housing
(210) 58 units 630 12 34 38 22
Multifamily Housing (Low-Rise)
(220) 348 units 2,590 36 120 113 66
Total Trips 3,220 48 154 151 88
It is estimated that the proposed development will generate approximately 3,220 total site trips
on the roadway network during a typical 24-hour weekday period. Of the daily traffic volume,
it is anticipated that 202 trips (48 entering and 154 exiting) will occur in the AM peak hour
and 239 trips (151 entering and 88 exiting) during the PM peak hour.
4.2. Site Trip Distribution and Assignment
Trip distribution percentages used in assigning site traffic for this development were estimated
based on a combination of existing traffic patterns, population centers adjacent to the study
area, and engineering judgment. The following distributions have been approved by the
NCDOT and WMPO:
• 20% to/from the west via NC 140
• 20% to/from the north via US 17
• 5% to/from the south via Edgewater Club Road (SR 1402)
• 55% to/from the south via US 17
The site trip distribution is shown in Figure 8. Refer to Figure 9 for the site trip assignment.
Scale: Not to Scale
Porter's NeckNew Hanover County, NC
Site
N
Ma
r
k
e
t
St
r
e
e
t
17
SR 1400
(Futch Creek Road)
SR 1491
(Porter's Neck
Road)
SR
2
9
3
2
(S
h
i
r
a
z
W
a
y
)
SR
1
4
0
2
(E
d
g
e
w
a
t
e
r
Cl
u
b
R
o
a
d
)
SR 1491
(Porter's Neck
Road)
SR 1400
(Market Street)
Site
Drive 1
Site
Drive 2
SR
2
8
4
5
(M
a
r
k
e
t
S
t
r
e
e
t
)
17
140
Figure 8
Site Trip Distribution
X%
(Y%)
XX%
Entering Trip Distribution
Exiting Trip Distribution
Regional Trip Distribution
LEGEND
Signalized Intersection
Unsignalized Intersection
30
%
15
(50%)
(3
0
%
)
20
%
20%
55%
5
0
%
(50%)
20%
5%
45%
(50%)
50
%
5%
(3
0
%
)
(2
0
%
)
(20
%
)
20%
(50%
)
50
%
(45%)
10
%
45
%
(4
5
%
)
(5
%
)
(1
0
%
)
Roundabout
20
%
Scale: Not to Scale
Porter's NeckNew Hanover County, NC
Site
N
Ma
r
k
e
t
St
r
e
e
t
17
SR 1400
(Futch Creek Road)
SR 1491
(Porter's Neck
Road)
SR
2
9
3
2
(S
h
i
r
a
z
W
a
y
)
SR
1
4
0
2
(E
d
g
e
w
a
t
e
r
Cl
u
b
R
o
a
d
)
SR 1491
(Porter's Neck
Road)
SR 1400
(Market Street)
Site
Drive 1
Site
Drive 2
SR
2
8
4
5
(M
a
r
k
e
t
S
t
r
e
e
t
)
17
140
Figure 9
Site Trip
Assignment
LEGEND
Signalized Intersection
Unsignalized Intersection
X / Y Weekday AM / PM
Peak Hour Site Trips
2/
8
69
/
4
0
8/
4
22/68
16
69/40
5/
1
5
22
/
6
8
77/44
2
4
/
7
5
77/44
46
/
2
6
31
/
1
8
46
/
2
6
10
/
3
0
77/44
14
/
4
5
24
/
7
5
77/44
24
/
7
6
10
/
3
0
31/1
7
9/3
0
15
/
9
Roundabout
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
17
5. COMBINED (2023) TRAFFIC CONDITIONS
5.1. Combined (2023) Peak Hour Traffic Volumes
To estimate traffic conditions with the site fully built-out, the total site trips were added to the
background (2023) traffic volumes to determine the combined (2023) traffic volumes. Refer to
Figure 10 for an illustration of the combined (2023) peak hour traffic volumes with the
proposed site fully developed.
5.2. Analysis of Combined (2023) Peak Hour Traffic
Study intersections were analyzed with the combined (2023) traffic volumes using the same
methodology previously discussed for existing and background traffic conditions. Intersections
were analyzed with improvements necessary to accommodate future traffic volumes. The
results of the capacity analysis for each intersection are presented in Section 7 of this report.
Scale: Not to Scale
Porter's NeckNew Hanover County, NC
Site
N
Ma
r
k
e
t
St
r
e
e
t
17
SR 1400
(Futch Creek Road)
SR 1491
(Porter's Neck
Road)
SR
2
9
3
2
(S
h
i
r
a
z
W
a
y
)
SR
1
4
0
2
(E
d
g
e
w
a
t
e
r
Cl
u
b
R
o
a
d
)
SR 1491
(Porter's Neck
Road)
SR 1400
(Market Street)
Site
Drive 1
Site
Drive 2
SR
2
8
4
5
(M
a
r
k
e
t
S
t
r
e
e
t
)
17
140
Figure 10
Combined (2023)
Peak Hour Traffic
18
43
6
/
2
6
6
59
/
2
8
28
/
1
2
21
6
/
1
3
3
69
/
3
0
0/
1
47/168
170/221
323/265
241/21072/103667/555
12
3
/
1
8
1
95
7
/
1
2
7
5
42
7
/
4
3
4
77/440/0
1
2
6
/
1
2
8
4
2
/
1
1
7
120/6
4
0/5
27
0
/
1
5
0
8/
5
21
9
6
/
1
7
0
7
91
/
9
7
446/244
40
/
8
2
13
3
2
/
2
2
1
8
15
2
/
2
2
8
19
/
4
4
24
/
7
5
0/0
77/44
24
/
7
6
82
/
1
2
4
14
8
/
1
6
5
11
8
4
/
1
1
3
0
15
3
/
2
3
0
0/4
185/247
16/15
106/195
53/104
49/98
140/
9
1
1/2
68/45
0/
0
20
8
/
1
2
0
43
/
3
0
0/
0
LEGEND
Signalized Intersection
Unsignalized Intersection
X / Y Weekday AM / PM
Peak Hour Traffic
Roundabout20
2
5
/
1
6
5
9
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
19
6. TRAFFIC ANALYSIS PROCEDURE
Study intersections were analyzed using the methodology outlined in the Highway Capacity
Manual (HCM), 6th Edition published by the Transportation Research Board. Capacity and
level of service are the design criteria for this traffic study. A computer software package,
Synchro (Version 10.3), was used to complete the analyses for most of the study area
intersections. Please note that the unsignalized capacity analysis does not provide an overall
level of service for an intersection; only delay for an approach with a conflicting movement.
The HCM defines capacity as “the maximum hourly rate at which persons or vehicles can
reasonably be expected to traverse a point or uniform section of a lane or roadway during a
given time period under prevailing roadway, traffic, and control conditions.” Level of service
(LOS) is a term used to represent different driving conditions and is defined as a “qualitative
measure describing operational conditions within a traffic stream, and their perception by
motorists and/or passengers.” Level of service varies from Level “A” representing free flow, to
Level “F” where breakdown conditions are evident. Refer to Table 3 for HCM levels of
service and related average control delay per vehicle for both signalized and unsignalized
intersections. Control delay as defined by the HCM includes “initial deceleration delay, queue
move-up time, stopped delay, and final acceleration delay”. An average control delay of 50
seconds at a signalized intersection results in LOS “D” operation at the intersection.
Table 3: Highway Capacity Manual – Levels-of-Service and Delay
UNSIGNALIZED INTERSECTION SIGNALIZED INTERSECTION
LEVEL OF
SERVICE
AVERAGE CONTROL
DELAY PER VEHICLE
(SECONDS)
LEVEL OF
SERVICE
AVERAGE CONTROL
DELAY PER VEHICLE
(SECONDS)
A
B
C
D
E
F
0-10
10-15
15-25
25-35
35-50
>50
A
B
C
D
E
F
0-10
10-20
20-35
35-55
55-80
>80
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
20
6.1 Adjustments to Analysis Guidelines
Capacity analysis at all study intersections was completed according to the NCDOT
Congestions Management Guidelines, with the exception of the following items:
Congestion Management Guidelines indicate the applicant shall identify mitigation
improvements at study area intersections if at least one of the following conditions exist when
comparing the background and combined conditions:
• The total average delay of the intersection or an individual approach increases by at
least 25%, while maintaining the same level of service.
• The level of service degrades by at least one level.
• The level of service is F.
This TIA does not mitigate every instance of necessary improvement based on the above
items, specifically if the level of service degrades by at least one level. For intersections that
are expected to degrade one level of service, but operate with delay that is close to the next
level of service under background traffic conditions and the proposed development is not
expected to increase an individual approach delay by 25%, improvements were not
recommended.
Analysis of the intersection of US 17 and Market Street was completed with and without right-
turn-on-red (RTOR) at the intersection. Since all turns from Market Street are right, the
analysis with RTOR is considered to be the most accurate.
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
21
7. CAPACITY ANALYSIS
7.1. Porter’s Neck Road and Edgewater Club Road / Shiraz Way
The existing roundabout at Porter’s Neck Road and Edgewater Club Road/Shiraz Way was
analyzed under existing (2019), background (2023), and combined (2023) traffic conditions
with existing lane configurations and traffic control. Refer to Table 4 for a summary of the
analysis results. Refer to Appendix E for the SIDRA capacity analysis reports.
Table 4: Analysis Summary of Porter’s Neck Rd and Edgewater Club Rd/Shiraz Way
ANALYSIS
SCENARIO
LANE
GROUP
Weekday AM Peak Hour Weekday PM Peak Hour
Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
Existing
(2019)
Conditions
EBL/T/R 70* / 66 A 7 A (7)
A
(8)
70* / 72 A 7 A (7)
A
(7)
WBL/T/R 30* / 30 A 7 A (7) 38* / 37 A 7 A (7)
NBL/T/R 65* / 35 A 8 A (8) 33* / 34 A 7 A (7)
SBL/T/R 35* / 71 A 9 A (9) 15* / 15 A 6 A (6)
Background
(2023)
Conditions
EBL/T/R 83* / 83 A 8 A (8)
A
(9)
98* / 99 A 8 A (8)
A
(8)
WBL/T/R 35* / 35 A 9 A (9) 30* / 31 A 7 A (7)
NBL/T/R 93* / 94 A 10 A (10) 45* / 46 A 8 A (8)
SBL/T/R 45* / 45 B 11 B (11) 18* / 18 A 6 A (6)
Combined
(2023)
Conditions
EBL/T/R 88* / 90 A 8 A (8)
A
(10)
123* / 124 A 9 A (9)
A
(9)
WBL/T/R 35* / 36 A 9 A (9) 48* / 47 A 9 A (9)
NBL/T/R 108* / 110 B 10 B (10) 50* / 52 A 9 A (9)
SBL/T/R 78* / 78 B 13 B (13) 27* / 28 A 8 A (7)
* A vehicle length of 25 feet was used to determine the 95th percentile queue in feet.
Capacity analysis of existing (2019), background (2023), and combined (2023) traffic conditions
indicates the intersection of Porter’s Neck Road and Edgewater Club Road/Shiraz Way is
expected to operate at a LOS A during both the weekday AM and PM peak hour.
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
22
7.2. Market Street (US 17) and Porter’s Neck Road
The existing signalized intersection Market Street (US 17) and Porter’s Neck Road was
analyzed under existing (2019), background (2023), and combined (2023) traffic conditions
with existing lane configurations and traffic control. Refer to Table 5 for a summary of the
analysis results. Refer to Appendix F for the Synchro capacity analysis reports and Appendix
M for the SimTraffic queuing reports.
Table 5: Analysis Summary of Market Street (US 17) and Porter’s Neck Road
ANALYSIS
SCENARIO
LANE
GROUP
Weekday AM Peak Hour Weekday PM Peak Hour
Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
Existing
(2019)
Conditions
EBL
EBT
EBR
74 / 146
105 / 139
84 / 121
D
F
E
51
81
55
E
(60)
D
(41)
135 / 201
170 / 193
133 / 169
E
E
D
57
80
49
E
(61)
D
(44)
WBL
WBT
WBR
347 / 328
131 / 322
299 / 200
E
F
E
67
82
59
E
(66)
#352 / 308
169 / 323
266 / 200
F
F
E
80
81
59
E
(75)
NBL
NBT
NBR
102 / 175
559 / 398
133 / 177
E
D
A
75
35
7
C
(31)
136 / 353
705 / 456
101 / 151
E
D
A
73
35
6
C
(34)
SBL
SBT
SBR
115 / 276
694 / 428
39 / 90
E
C
A
64
32
4
C
(32)
157 / 409
616 / 594
51 / 132
E
C
A
76
32
5
D
(35)
Background
(2023)
Conditions
EBL
EBT
EBR
76 / 150
108 / 135
86 / 122
D
F
D
49
80
55
E
(58)
D
(43)
141 / 207
177 / 199
139 / 177
E
E
D
57
80
49
E
(61)
D
(47)
WBL
WBT
WBR
389 / 370
136 / 407
344 / 200
E
F
E
66
82
64
E
(67)
#409 / 552
173 / 471
295 / 200
F
F
E
88
81
62
F
(81)
NBL
NBT
NBR
105 / 244
604 / 425
150 / 200
E
D
A
75
39
8
C
(33)
140 / 380
752 / 496
126 / 175
E
D
A
73
38
7
D
(35)
SBL
SBT
SBR
122 / 376
#765 / 490
41 / 80
E
D
A
64
36
4
D
(36)
#187 / 423
656 / 983
53 / 141
F
C
A
82
34
6
D
(38)
Combined
(2023)
Conditions
EBL
EBT
EBR
76 / 144
108 / 128
86 / 130
D
F
D
47
80
55
E
(57)
D
(45)
141 / 190
177 / 199
139 / 166
E
E
D
57
80
49
E
(61)
D
(49)
WBL
WBT
WBR
441 / 378
136 / 458
344 / 200
E
F
E
67
82
64
E
(67)
#459 / 365
173 / 437
295 / 200
F
F
E
104
81
62
F
(91)
NBL
NBT
NBR
105 / 238
608 / 426
160 / 202
E
D
A
75
41
8
C
(35)
140 / 425
765 / 783
159 / 193
E
D
A
73
38
8
C
(35)
SBL
SBT
SBR
122 / 380
#813 / 544
41 / 130
E
D
A
64
39
4
D
(38)
#187 / 412
664 / 558
53 / 135
F
C
A
82
34
6
D
(38)
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
23
Capacity analysis of existing (2019), background (2023), and combined (2023) traffic
conditions indicates the intersection of Market Street (US 17) and Porter’s Neck Road is
expected to operate at an overall LOS D during the weekday AM and PM peak hours. The
proposed development is not expected to increase the approach delay by 25% at any approach.
The intersection is expected to exceed capacity at the eastbound and westbound approaches
under all traffic conditions. This is because they are minor street approaches at a major
thoroughfare that is the first signal after an interchange. The Military Cutoff Road Extension
project will provide an alternative route to vehicles traveling to/from Wilmington and
Hampstead which will alleviate some through traffic along US 17. This project is currently
under construction and is expected to provide an opportunity to allow more green time for the
eastbound and westbound approaches. It is anticipated that this intersection will operate with
less delay after the completion of the Military Cutoff Road Extension project.
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
24
7.3. Futch Creek Road/Market Street (SR 1400) and Market Street (SR 2845)
The existing unsignalized intersection of Futch Creek Road / Market Street (SR 1400) and
Market Street (SR 2845) was analyzed under existing (2019), background (2023), and
combined (2023) traffic conditions with existing lane configurations and traffic control. Refer
to Table 6 for a summary of the analysis results. Refer to Appendix G for the Synchro capacity
analysis reports and Appendix M for the SimTraffic queuing reports.
Table 6: Analysis Summary of Futch Creek Road / Market Street (SR 1400) and Market Street (SR
2845)
ANALYSIS
SCENARIO
LANE
GROUP
Weekday AM Peak Hour Weekday PM Peak Hour
Queue
95th /
Max
(ft.)
Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec)
Queue
95th / Max
(ft.)
Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec)
Existing
(2019)
Conditions
EBL/R 3* / 50 B 11 B (11)
N/A
3* / 39 A 10 A (10)
N/A NBL/T 0* / 3 A1 81 N/A 0* / 3 A1 81 N/A
SBT/R -- / -- -- -- N/A -- / -- -- -- N/A
Background
(2023)
Conditions
EBL/R 5* / 62 B 11 B (11)
N/A
3* / 33 B 10 B (10)
N/A NBL/T 0* / -- A1 81 N/A 0* / 8 A1 81 N/A
SBT/R -- / -- -- -- N/A -- / -- -- -- N/A
Combined
(2023)
Conditions
EBL/R 20* / 87 B 12 B (12)
N/A
10* / 59 B 11 B (11)
N/A NBL/T 0* / 5 A1 81 N/A 0* / 8 A1 81 N/A
SBT/R -- / -- -- -- N/A -- / -- -- -- N/A
1. Level of service and delay for major-street left-turn movement.
* Due to limitations with the HCM 6th TWSC reporting, a vehicle length of 25 feet was used to determine the 95th
percentile queue in feet.
Capacity analysis of existing (2019), background (2023), and combined (2023) traffic
conditions indicates the major street left-turn movement and minor street approach are
expected to operate at LOS B or better during the weekday AM peak hour and the weekday
PM peak hour.
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
25
7.4. US 17 and U-turn Location (North of SR 1400 Market Street)
The existing signalized intersection of US 17 and the U-turn location was analyzed under
existing (2019), background (2023), and combined (2023) traffic conditions with existing lane
configurations and traffic control. Refer to Table 7 for a summary of the analysis results. Refer
to Appendix H for the Synchro capacity analysis reports and Appendix M for the SimTraffic
queuing reports.
Table 7: Analysis Summary of US 17 and U-turn Location (North of SR 1400 Market
Street)
ANALYSIS
SCENARIO
LANE
GROUP
Weekday AM Peak Hour Weekday PM Peak Hour
Queue
95th /
Max
(ft.)
Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec)
Queue
95th / Max
(ft.)
Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec)
Existing
(2019)
Conditions
NBU 169 / 249 D 38 D (38) C (22) 95 / 155 C 32 C (32) A (9) SBT #743 / 447 B 20 B (20) 321 / 173 A 8 A (8)
Background
(2023)
Conditions
NBU 176 / 247 D 38 D (38) C (26) 98 / 171 C 32 C (32) B (10) SBT #791 / 571 C 25 C (24) 356 / 185 A 8 A (8)
Combined
(2023)
Conditions
NBU 213 / 290 D 40 D (40) C (33) 112 / 188 C 32 C (32) B (13)
SBT #797 / 751 C 32 C (32) 400 / 222 B 11 B (11)
Capacity analysis of existing (2019), background (2023), and combined (2023) traffic
conditions indicates the intersection of US 17 and U-turn location is expected to operate at
LOS C during the weekday AM peak hour and LOS B or better during the weekday PM peak
hour. Adequate storage is available with the existing U-turn lane to accommodate future
queues
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
26
7.5. US 17 and Market Street (SR 1400)
The signalized intersection of US 17 and Market Street (SR 1400) was analyzed under existing
(2019), background (2023), and combined (2023) conditions with existing lane configurations
and traffic control. Refer to Table 8 for a summary of the analysis results. Refer to Appendix I
for the Synchro analysis reports and Appendix M for the SimTraffic queuing reports.
Table 8: Analysis Summary of US 17 and Market Street (SR 1400)
ANALYSIS
SCENARIO
LANE
GROUP
Weekday AM Peak Hour Weekday PM Peak Hour
Queue
95th /
Max
(ft.)
Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec)
Queue
95th / Max
(ft.)
Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec)
Existing
(2019)
Conditions
EBL 50 / 130 B 16 B (16)
B
(18)
64 / 246 C 27 C (27)
C
(33) WBR #255 / 291 D 40 D (40) 169 / 189 D 38 D (38)
NBT
NBR
271 / 86
53 / 68
B
A
13
8 B (13) #793 / 85
57 / 73
C
A
35
6 C (32)
Background
(2023)
Conditions
EBT 51 / 123 B 16 B (16)
B
(20)
66 / 299 C 29 C (29)
C
(31) WBR #269 / 326 D 42 D (42) #178 / 197 D 50 D (50)
NBT
NBR
300 / 164
54 / 95
B
A
15
8 B (14) #855 / 185
60 / 95
C
A
32
5 C (30)
Background
(2023)
Conditions –
Field
Conditions
EBT 51 / 101 B 16 B (16)
B
(17)
66 / 94 C 30 C (30)
C
(25)
WBR #238 / 218 D 36 D (36) 150 / 196 D 42 D (42)
NBT
NBR
300 / 171
23 / 95
B
A
14
2 B (13) #855 / 184
33 / 95
C
A
25
2 C (24)
Combined
(2023)
Conditions
EBT 56 / 154 B 16 B (16)
C
(25)
89 / 116 C 29 C (29)
D
(39)
WBR #348 / 531 E 58 E (58) #250 / 217 E 58 E (58)
NBT
NBR
300 / 175
60 / 95
B
A
17
9 B (16) #855 / 182
75 / 95
D
A
40
6 D (37)
Combined
(2023)
Conditions –
Field
Conditions
EBT 56 / 102 B 16 B (16)
C
(22)
89 / 130 C 30 C (30)
C
(32)
WBR #319 / 272 D 46 D (46) #213 / 228 D 48 D (48)
NBT
NBR
300 / 170
25 / 95
B
A
16
2 B (14) #855 / 182
39 / 95
C
A
33
3 C (31)
Capacity analysis of existing (2019), background (2023), and combined (2023) traffic
conditions indicates the intersection is expected to operate at an overall LOS D or better during
the weekday AM and PM peak hours. The development is expected to increase queues on
Market Street by approximately 80 feet in the AM peak hour. The analysis scenario shown in
green in Table 8 represents Field Conditions which includes consideration of right-turn-on-red
which is currently allowed at the intersection. Since all turns on the westbound approach are
right turns, this analysis should more accurately represent field conditions.
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
27
7.6. US 17 and Stephen’s Church Road / NB U-Turn
The existing signalized intersection of US 17 and Stephen’s Church Road / NB U-Turn was
analyzed under existing (2019), background (2023), and combined (2023) traffic conditions
with existing lane configurations and traffic control. Refer to Table 9 for a summary of the
analysis results. Refer to Appendix J for the Synchro capacity analysis reports and Appendix
M for the SimTraffic queuing reports.
Table 9: Analysis Summary of US 17 and Stephen’s Church Road / NB U-Turn
ANALYSIS
SCENARIO
LANE
GROUP
Weekday AM Peak Hour Weekday PM Peak Hour
Queue
95th / Max
(ft.)
Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec)
Queue
95th / Max
(ft.)
Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec)
Existing
(2019)
Conditions
EBR 70 / 113 D 38 D (38)
B
(13)
46 / 61 C 30 C (30)
B
(12) WBT* 47 / 86 C 33 C (33) 72 / 94 C 32 C (32)
SBT
SBR
705 / 177
m1 / 10
B
A
12
2 B (12) 490 / 202
m1 / 46
B
A
11
3 B (11)
Background
(2023)
Conditions
EBR 73 / 101 D 38 D (38)
B
(14)
47 / 62 C 29 C (29)
B
(12)
WBT* 47 / 70 C 33 C (33) 74 / 80 C 32 C (32)
SBT
SBR
m703 / 176
m1 / 22
B
A
13
2 B (13) 510 / 201
m1 / 64
B
A
11
3 B (11)
Combined
(2023)
Conditions
EBR 73 / 100 D 38 D (38)
B
(13)
47 / 90 C 29 C (29)
B
(11) WBT* 47 / 71 C 33 C (33) 74 / 109 C 32 C (32)
SBT
SBR
m689 / 156
m1 / 20
B
A
12
2 B (12) 510 / 160
m1 / 14
A
A
10
2 A (10)
*Due to the limited capabilities of Synchro in modelling superstreet configurations, the northbound left-turn
movement was analyzed as a westbound through movement.
Capacity analysis of existing (2019), background (2023), and combined (2023) traffic
conditions indicates the intersection is expected to operate at an overall LOS B during both the
weekday AM and PM peak hour.
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
28
7.7. Shiraz Way and Site Drive 1
The proposed unsignalized intersection of Shiraz Way and Site Drive 1 was analyzed under
combined (2023) traffic conditions with existing lane configurations and traffic control. Refer
to Table 10 for a summary of the analysis results. Refer to Appendix K for the Synchro
capacity analysis reports and Appendix M for the SimTraffic queuing reports.
Table 10: Analysis Summary of Shiraz Way and Site Drive 1
ANALYSIS
SCENARIO
LANE
GROUP
Weekday AM Peak Hour Weekday PM Peak Hour
Queue
95th /
Max
(ft.)
Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec)
Queue
95th / Max
(ft.)
Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec)
Combined
(2023)
Conditions
EBL/R 10* / 60 B1 101 B (10)
N/A
5* / 56 A1 91 A (9)
N/A NBL/T 3* / 35 A 8 N/A 5* / 45 A 8 N/A
SBT/R -- / -- -- -- N/A -- / -- -- -- N/A
1. Level of service and delay for major-street left-turn movement.
* Due to limitations with the HCM 2010 TWSC reporting, a vehicle length of 25 feet was used to determine the
95th percentile queue in feet.
Capacity analysis of combined (2023) traffic conditions indicates the minor-street approach
and major-street left-turn movement at the intersection of Shiraz Way and Site Drive 1 are
expected to operate at LOS B or better during the weekday AM and PM peak hours.
Shiraz Way is not expected to have an AADT of 4,000 vpd by the year 2023, which is the
typical threshold for considering designated turn lanes at unsignalized intersections; therefore,
no designated turn lanes are recommended at the proposed site drive.
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
29
7.8. Market Street (SR 2845) and Site Drive 2
The proposed unsignalized intersection of Market Street (SR 2845) and Site Drive 2 was
analyzed under combined (2023) traffic conditions with lane configurations and traffic control
shown in Table 11. Refer to Table 11 for a summary of the analysis results. Refer to Appendix
L for the Synchro capacity analysis reports and Appendix M for the SimTraffic queuing
reports.
Table 11: Analysis Summary of Market Street (SR 2845) and Site Drive 2
ANALYSIS
SCENARIO
LANE
GROUP
Weekday AM Peak Hour Weekday PM Peak Hour
Queue
95th / Max
(ft.)
Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec)
Queue
95th / Max
(ft.)
Lane
LOS
Delay
(sec)
Approach
LOS
(sec)
Overall
LOS
(sec)
Combined
(2023)
Conditions
WBT/R 8* / 58 A1 91 A (9)
N/A
5* / 50 A1 91 A (9)
N/A NBT/R -- / -- -- -- N/A -- / -- -- -- N/A
SBL/T 3* / -- A 7 N/A 5* / 22 A 7 N/A
1. Level of service and delay for major-street left-turn movement.
Capacity analysis of combined (2023) traffic conditions indicates the major-street left-turn
movement at the intersection of Market Street (SR 2845) and Site Drive 2 is expected to
operate at LOS A during both weekday AM and PM peak hours.
Market Street (SR 2845) is not expected to have an AADT of 4,000 vpd by the year 2023,
which is the typical threshold for considering designated turn lanes at unsignalized
intersections; therefore, no designated turn lanes are recommended at the proposed site drive.
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
30
8. CONCLUSIONS
This Traffic Impact Analysis was conducted to determine the potential traffic impacts of the
proposed Porter’s Neck Development, to be located south of Futch Creek Road and east of
Porter’s Neck Road in Wilmington, North Carolina. The proposed development is expected to
include single family homes and multi-family units and be built out in 2023. Site access is
proposed via one full-movement driveway on both Market Street (SR 2845) and Shiraz Way.
The study analyzes traffic conditions during the weekday AM and PM peak hours for the
following scenarios:
• Existing (2019) Traffic Conditions
• Background (2023) Traffic Conditions
• Combined (2023) Traffic Conditions
• Combined (2023) w/ Improvements Traffic Conditions
Trip Generation
Based on data from the existing facility, it is anticipated that the proposed development will
generate 202 trips (48 entering and 154 exiting) will during the weekday AM peak hour and
239 trips (151 entering and 88 exiting) during the weekday PM peak hour.
Capacity Analysis Summary
Overall, the development is not expected to have a significant impact at study intersections.
Congestion occurs during peak hours at Porter’s Neck Road/US 17 and at Market Street (SR
1400)/US 17. These two roads (Porter’s Neck Road and Market Street) are the only two
connections to US 17 for the Porter’s Neck area. With completion of the Waterstone
development and the proposed development, nearly all land in the Porter’s Neck area will be
development, which minimizes the potential for future traffic increases in this area beyond
these developments.
The Military Cutoff Extension project is under construction and is expected to alleviate some
traffic along US 17 through the study area. This should improve intersection operations along
US 17, including the Porter’s Neck Road / US 17 intersection. Changes to traffic patterns as a
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
31
result of this new roadway were not considered in this traffic study, which provides a
conservative analysis for the study area.
Porter’s Neck Road and Edgewater Club Road/Shiraz Way
The roundabout is expected to operate at an acceptable level of service in the future with full
build out of the development. The development is not expected to cause a significant increase
in delays or queues along the approaches of the roundabout.
Market Street (US 17) and Porter’s Neck Road
The intersection is expected to operate at LOS D under background conditions and combined
conditions with build out of the development. Site trips are expected to increase intersection
delay by approximately 2 seconds in the peak hours. Queues on the westbound approach of
Porter’s Neck Road are expected to increase by approximately 2-3 vehicles during the heaviest
peak hour period. Operations at this intersection should improve with completion of the
Military Cutoff Road Extension project.
US 17 and U-turn Location (North of SR 1400 Market Street)
The signalized u-turn location is expected to operate at LOS C or better under future
conditions with the development. The northbound u-turn queues are expected to increase by
approximately 2-3 vehicles during the AM peak hour; however, adequate storage is available
to accommodate future queues.
US 17 and Market Street (SR 1400)
The intersection is expected to operate at an overall LOS D or better under each analysis
scenario. The proposed development is expected to increase queues along Market Street (SR
1400) by approximately 80 feet during the heaviest peak hour.
Other study intersections are expected to operate at acceptable levels of service during the
weekday AM and PM peak hours under each analysis scenario.
Traffic Impact Analysis Porter’s Neck Development – New Hanover County, North Carolina
32
9. RECOMMENDATIONS
Based on the findings of this study, specific geometric improvements have been identified and
are recommended to accommodate future traffic conditions. See a more detailed description of
the recommended improvements below. Refer to Figure 11 for an illustration of the
recommended lane configuration for the proposed development.
Recommended Improvements by Developer
Shiraz Way and Site Drive 1
• Provide site access via full-movement intersection with one ingress lane and one
egress lane.
• Provide stop control for Site Drive 1.
Market Street (SR 2845) and Site Drive 2
• Provide site access via full-movement intersection with one ingress lane and one
egress lane.
• Provide stop control for Site Drive 2.
Scale: Not to Scale
Porter's NeckNew Hanover County, NC
Site
N
Ma
r
k
e
t
St
r
e
e
t
17
SR 1400
(Futch Creek Road)
SR 1491
(Porter's Neck
Road)
SR
2
9
3
2
(S
h
i
r
a
z
W
a
y
)
SR
1
4
0
2
(E
d
g
e
w
a
t
e
r
Cl
u
b
R
o
a
d
)
SR 1491
(Porter's Neck
Road)
SR 1400
(Market Street)
Site
Drive 1
Site
Drive 2
SR
2
8
4
5
(M
a
r
k
e
t
S
t
r
e
e
t
)
17
140
33
42
5
'
45
0
'
25
0
'
250'
200'
25
0
'
40
0
'
100'
350'
550'
45
0
'
10
0
'
12
5
'
67
5
'
45
0
'
LEGEND
Signalized Intersection
Unsignalized Intersection
Existing Lane
X'Storage (In Feet)
Roundabout
Improvement by Developer
Recommended
Lane Configuration
Figure 11
Charlotte, NC - Raleigh, NC - Richmond, VA - Winston-Salem, NC Charleston, SC - Charlotte, NC - Columbia, SC - Raleigh, NC - Richmond, VA - Winston-Salem, NC
RAMEY KEMP
& A SSOCI ATES