220280 5322 Carolina Beach Road TIA Submittal_Update_v12TR
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PROJECT #
Celebrat
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5322 Carolina Beach Road
Wilmington, NC
PREPARED FOR: McAdams Homes, LLC
June 28, 2023
220280
DAVENJORT
Transportation Impact Analysis
5322 Carolina Beach Road
Wilmington, NC
Prepared for
McAdams Homes, LLC
June 28, 2023
Analysis and Graphics by: Fatima Al Alshaik
Reviewed and Sealed by: AJ Anastopoulo, PE
SEAL
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.
Home Office: 119 Brookstown Ave. Suite PH1 Winston-Salem, NC 27101 Main: 336.744.1636; Fax: 336.458.9377
Wilmington Regional Office: 5917 Oleander Drive, Suite 206 Wilmington, NC 28403 Main 910.251.8912; Fax: 336.458.9377
Serving the Southeast since 2002
6/28/2023 220280 5322 Carolina Beach Road i
EXECUTIVE SUMMARY The 5322 Carolina Beach Road development is located west of US 421 (Carolina Beach Road) and south of Antoinette Drive in Wilmington, NC. It will consist of up to 165 apartments and 35 townhomes. Two access points for the development are proposed, one existing connection on the Service Road that currently functions as the car wash exit, and one on Antoinette Drive. The expected build-out year for this development is 2025. Information regarding the property was provided by GSP Consulting, PLLC Engineering and McAdams Homes, LLC.
DAVENPORT was retained to determine the potential traffic impacts of this development and to identify transportation improvements that may be required to accommodate the impacts of the
new development traffic. The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with
WMPO. This site has a trip generation potential of 1349 daily trips, 87 trips in the AM peak hour, and 109 trips in the PM peak hour.
In conclusion, this study has determined the potential traffic impacts of this development and recommendations have been given where necessary to mitigate the impacts of future traffic. The analysis indicates that with the recommended improvements in place, the proposed site is not expected to have a detrimental effect on transportation capacity and mobility in the study area. The recommendations summarized in Figure A and in Table A should be constructed to comply with applicable NCDOT Policy on Street and Driveway Access to North Carolina Highways and local standards.
6/28/2023 220280 5322 Carolina Beach Road ii
Table A – Recommended Improvements
INTERSECTION RECOMMENDATIONS
US 421 and Antoinette Drive (signalized) • Signal timing adjustments.
US 421 and Service Road (unsignalized- near car wash) • No improvements recommended.
US 421 and NC 132 (College Road) (signalized) • No improvements recommended.
US 421 and Service Road (signalized- near fire station) • No improvements recommended.
Service Road and Site Access 1 (unsignalized- existing car wash exit
• No improvements are recommended.
• Design site drive/connection according to
applicable NCDOT and City of Wilmington
standards.
Antoinette Drive and Site Access 2 (unsignalized)
• No improvements are recommended.
• Design site drive according to applicable
NCDOT and City of Wilmington standards.
*** NOT TO SCALE ***
BLACK = EXISTING
BLUE-PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
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 withoutliability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the client.
FIGURE A RECOMMENDED IMPROVEMENTS
PROJECT NUMBER 220280
SR
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1175'
900'
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Site Access 2
Design site access and connection in
accordance with NCDOT and City of
Wilmington standards
Signal timing
adjustments
6/28/2023 220280 5322 Carolina Beach Road iv
Table of Contents
EXECUTIVE SUMMARY ................................................................................................. i Table A: Recommendations ................................................................................................... ii
Figure A: Recommendations ................................................................................................. iii
1.0 Introduction ............................................................................................................. 1 Figure 1 – Site Plan ................................................................................................................. 2 Figure 2A – Site Location Map ............................................................................................... 3 Figure 2B – Vicinity Map ......................................................................................................... 4 2.0 Existing Conditions ................................................................................................ 5
2.1 Inventory .............................................................................................................................. 5
2.2 Existing Traffic Volumes ................................................................................................... 5
Figure 4 – Existing Traffic Volumes ...................................................................................... 7 3.0 Approved Development and Committed Improvements ..................................... 8 3.1 Approved Developments .................................................................................................. 8 3.2 Committed Improvements ................................................................................................ 8 4.0 Methodology ........................................................................................................... 8
4.1 Base Assumptions and Standards .................................................................................. 8
4.2 Future No Build Volumes.................................................................................................. 8 4.3 Trip Generation ................................................................................................................ 11 4.4 Trip Distribution ................................................................................................................ 11 4.5 Future Build Volumes ...................................................................................................... 11 Figure 5 – Approved Development Volumes ....................................................................... 9
Figure 6 – Future No Build Volumes ................................................................................... 10
Figure 7 –Trip Distribution..................................................................................................... 12
Figure 8 – Site Trips............................................................................................................... 13 Figure 9 – Future Build Volumes ......................................................................................... 14 5.0 Capacity Analysis ................................................................................................. 15 5.1 Level of Service Evaluation Criteria .............................................................................. 15 5.2 Queueing Evaluation ....................................................................................................... 15
5.3 Level of Service and Queueing Results ....................................................................... 16 7.0 Summary and Conclusion .................................................................................... 28 Figure 10 – Recommended Improvements ........................................................................ 29 Appendix ...................................................................................................................... 30
6/28/2023 220280 5322 Carolina Beach Road 1
1.0 Introduction The 5322 Carolina Beach Road development is located west of US 421 (Carolina Beach Road) and south of Antoinette Drive in Wilmington, NC. It will consist of up to 165 apartments and 35 townhomes. Two access points for the development are proposed, one existing connection on the Service Road that currently functions as the car wash exit, and one on Antoinette Drive. The expected build-out year for this development is 2025. Information regarding the property was provided by GSP Consulting, PLLC Engineering and McAdams Homes, 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. All figures are provided in the Appendix.
DAVENPORT was retained to determine the potential traffic impacts of this development and to identify transportation improvements that may be required to accommodate the impacts of the
new development traffic. The following intersections are included in the study: 1. US 421 and Antoinette Drive (signalized)
2. US 421 and Service Road Service Road (unsignalized- near car wash) 3. US 421 and NC 132 (College Road)/SR 1521 (Piner Road) (signalized) 4. US 421 and Service Road (signalized- near Fire Station) 5. Service Road and Site Access 1 (unsignalized- existing car wash exit) 6. Antoinette Drive and Site Access 2 (unsignalized) These intersections were analyzed during the AM and PM peaks for the following conditions:
• 2023 Existing Conditions
• 2025 Future No Build Conditions
• 2025 Future Build Conditions
• 2025 Future Build Conditions with Improvements The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with the 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
5322 Carolina Beach Road
Project Number 220280
FIGURE 2A
SITE LOCATION MAP SITE INDICATOR
SITE
FIGURE 2B
PROPOSED STUDY
INTERSECTIONS
1
2
3
4
5
6
STUDY INTERSECTIONS
EXISTING
PROPOSED
6/28/2023 220280 5322 Carolina Beach Road 5
2.0 Existing Conditions
2.1 Inventory Table 2.1 presents a summary of the study area roadway conditions. Figure 3 shows the existing
lane geometry.
Table 2.1 - Street Inventory
Facility Name Route # AADT (vpd)
Typical Cross Section
Pavement Width
Speed Limit (MPH)
Maintained By
Carolina Beach Road- south of Piner Road US 421 43,000 4-lane divided 12-foot lanes 45 NCDOT
Carolina Beach Road- west of College Road US 421 33,500 4-lane
divided
12-foot
lanes 45 NCDOT
College Road NC 132 34,500 4-lane
divided
12-foot
lanes 45 NCDOT
Piner Road SR-1521 16,000 2-lane undivided 12-foot lanes 45 NCDOT
Antoinette Drive SR-1247 3,612* 2-lane undivided 10-foot lanes 25 NCDOT
Service Road SR-2501 1,980* 2-lane undivided 10-foot lanes 35 NCDOT
*Based upon existing two-way peak hour volumes assuming peak hour traffic is 12% of daily traffic 2.2 Existing Traffic Volumes
Turning movement counts for this project were collected by True Direction Traffic Services Inc
when schools were in session. Table 2.2 contains the location, dates, and times these counts were conducted. The traffic volumes were not balanced between the study intersections since the existing driveways and land uses account for the imbalance. Additionally, a minimum of four vehicles per hour were assigned to all movements, per NCDOT Congestion Management standards. The existing AM and PM peak hour volumes are shown in Figure 4. Traffic count data are provided in the Appendix.
Table 2.2 - Traffic Volume Data
Count Location Date Taken Hours
US 421 and Service Road (unsignalized- near car wash) Thursday, January 12, 2023 7-9 AM, 4-6 PM
US 421 and Service Road (signalized- near Fire Station) Thursday, January 12, 2023 7-9 AM, 4-6 PM
US 421 and NC 132 (College Road) (signalized) Thursday, January 12, 2023 7-9 AM, 4-6 PM
US 421 and Antoinette Drive (signalized) Thursday, January 12, 2023 7-9 AM, 4-6 PM
Service Road and Site Access 1 (unsignalized- existing car wash exit) Thursday, January 12, 2023 7-9 AM, 4-6 PM
*** NOT TO SCALE ***
BLACK = EXISTING
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
AADT
VOLUMES2021
STOP
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 withoutliability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the client.
FIGURE 3 EXISTING LANE GEOMETRY
PROJECT NUMBER 220280
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45
5322 Carolina Beach Road
Wilmington, NC
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~725'
~550'
550'
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200'
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1175'
900'
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*** NOT TO SCALE ***
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 otherswithout 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 EXISTING LANE VOLIM
PROJECT NUMBER 220280
FIGURE 4 2023 EXISTING TRAFFIC
VOLUMES
*A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines
BLACK = EXISTING
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
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7
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US 421
(Carolina Beach Road)
NC
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(Piner Road)
48
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1331 / 1203
188 / 335
1167 / 1531
89 / 94
39 / 56
39 / 82
7
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13
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87
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42
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49
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1199 / 1471
54 / 96
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344 / 412 20
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378 / 359191 / 130
167 / 196
228 / 213
82 / 140
214 / 222
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5322 Carolina Beach Road
Wilmington, NC
AM / PM PEAKS
1 / 0
45 / 84
2 / 1
56 / 80
5
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1
2
3
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1
2
6/28/2023 220280 5322 Carolina Beach Road 8
3.0 Approved Development and Committed Improvements 3.1 Approved Developments Approved developments are developments that have been recently approved in the area but are not yet constructed. Per the approved scoping document, the approved Townes at Park Place is included as an approved development in this study. The Townes at Park Place development consists of 88 townhomes and is to be located south of Antoinette Drive and north of the 5322
Carolina Beach Road site. The Townes at Park Place development will utilize the connection at Antoinette Drive and Site Access 2. Approved development trips are shown in Figure 5.
3.2 Committed Improvements Committed improvements are improvements that are planned by NCDOT, the County, or City, or
that are associated with a prior approved development in the area but are not yet constructed. Per the approved scoping document, NCDOT STIP project W5703-C is a sidewalk and multi-use path project extending from Antionette Drive to Willoughby Park Road. These improvements did
not affect the traffic analysis and are noted for informational purposes. 4.0 Methodology 4.1 Base Assumptions and Standards In general, the analysis for this project was conducted utilizing commonly accepted NCDOT standards. Table 4.1 contains a summary of the base assumptions.
Table 4.1 - Assumptions
Annual Growth Rate 1%
Analysis Software Synchro/SimTraffic
Lane Widths 12 feet
Peak Hour Factor 0.90
Truck Percentage 2%
4.2 Future No Build Volumes
The 2025 future no build traffic volumes were computed by applying a one percent (1%) compounded annual growth rate to the 2023 existing traffic volumes and adding approved development trips. Figure 6 shows 2025 future no build traffic volumes for AM and PM peaks.
*** NOT TO SCALE ***
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 otherswithout 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.
0
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FIGURE 4 EXISTING LANE VOLIM
PROJECT NUMBER 220280
FIGURE 5APPROVED DEVELOPMENT
TRIPS
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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US 421
(Carolina Beach Road)
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0
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0 / 0
0 / 0
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3 / 10
3 / 10
4
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12
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9 / 50 / 0
9
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0 / 0 0
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0 / 0
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5322 Carolina Beach Road
AM / PM PEAKS
0 / 0
0 / 0
0 / 0
0 / 0
0
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30 / 21
0 / 0
10
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3
3
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BLACK = EXISTING
BLUE=PROPOSED
Site Access 2
*** NOT TO SCALE ***
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 otherswithout 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 EXISTING LANE VOLIM
PROJECT NUMBER 220280
FIGURE 62025 FUTURE NO BUILD
VOLUME
*A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines
BLACK = EXISTING
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
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US 421
(Carolina Beach Road)
NC
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49
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1358 / 1228
192 / 342
1191 / 1562
91 / 96
43 / 68
43 / 94
12
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1233 / 1506
56 / 98
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351 / 421 21
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386 / 367195 / 133
171 / 200
233 / 218
84 / 143
219 / 227
23
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5322 Carolina Beach Road
Wilmington, NC
AM / PM PEAKS
2 / 0
46 / 86
3 / 2
58 / 82
6
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1
3
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1
3
6/28/2023 220280 5322 Carolina Beach Road 11
4.3 Trip Generation
The proposed development will contain townhomes and apartments. 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.
Table 4.2 - ITE 11th Edition Trip Generation
Average Weekday Driveway Volumes 24 Hour AM Peak Hour PM Peak Hour Two-Way
Land Use ITE Land Use Code Size Data Source Volume Enter Exit Enter Exit
Single-Family Attached Housing 215 35 Dwelling Units Adjacent-Equation 216 4 9 10 7
Multifamily Housing
(Low-Rise)
220 165 Dwelling Units Adjacent-Equation 1,133 18 56 58 34
Total Primary Trips 1,349 22 65 68 41
4.4 Trip Distribution and Assignment
Site trips for this proposed development were distributed based on the existing traffic patterns and engineering judgment. The trip distribution model is shown in Figure 7. The directional distribution for new site trips, as agreed upon with the WMPO, is:
• 30% to/from the west on US 421
• 35% to/from the north on College Road
• 5% to/from the east on Piner Road
• 20% to/from the south on US 421
• 10% to/from the north on Retail Center Drive
4.5 Future Build Volumes
Site trip volumes were added to the future no build volumes to compute the 2025 Future Build volumes. Site trips are shown in Figure 8 and Future Build volumes are shown in Figure 9.
*** NOT TO SCALE ***
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 otherswithout 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 7TRIP DISTRIBUTION
PROJECT NUMBER 220280
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
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(Carolina Beach Road)
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Piner Road
5322 Carolina Beach Road
Wilmington, NC
BLACK = EXISTING
BLUE=PROPOSED
DESTINATION
NODE%
20%
IN = ENTERING
OUT = EXITING
35%
5%30%
40
%
O
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10% IN
35
%
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5% IN
10%
0%
20
%
I
N
20% OUT
5% OUT
40%OUT
40
%
O
U
T
20
%
O
U
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35% OUT20% IN
30
%
O
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T
10
%
O
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10
%
I
N
10% IN
70
%
I
N
20% IN
Site Access 2
10% IN
40% IN
*** NOT TO SCALE ***
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 otherswithout 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.
0
/
0
0
/
0
FIGUREEXISTING LANE VOLIM
PROJECT NUMBER 220280
FIGURE 8 SITE TRIPS
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
-
1
2
4
7
An
t
o
i
n
e
t
t
e
D
r
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v
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SR
-
2
5
0
1
(S
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r
v
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c
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R
o
a
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)
US 421
(Carolina Beach Road)
NC
1
3
2
(
C
o
l
l
e
g
e
R
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a
d
)
Re
t
a
i
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C
e
n
t
e
r
D
r
i
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(P
r
i
v
a
t
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)
Sit
e
A
c
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
SR 1521
(Piner Road)
0
/
0
0 / 0
0 / 0
3 / 7
0 / 0
9 / 27
4 / 13
2
/
7
7
/
4
0
/
0
26
/
1
6
0 / 03 / 7
0
/
0
0
/
0
0
/
0
3 / 2 0
/
0
0
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0
1 / 30 / 0
0 / 0
23 / 14
13 / 9
0 / 0
0
/
0
4
/
1
4
0
/
0
8
/
2
4
0
/
0
0
/
0
5322 Carolina Beach Road
AM / PM PEAKS
4 / 14
0 / 0
3 / 7
0 / 0
13
/
9
26
/
1
6
26 / 16
0 / 0
15
/
4
7
0
/
0
BLACK = EXISTING
BLUE=PROPOSED
Site Access 2
*** NOT TO SCALE ***
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 otherswithout 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.
0
/
0
14
5
/
1
2
7
FIGURE 4 EXISTING LANE VOLIM
PROJECT NUMBER 220280
FIGURE 92025 FUTURE BUILD
VOLUMES
*A minimum of 4 vehicles per hour is analyzed for each movement
per NCDOT Congestion Management Guidelines
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
-
1
2
4
7
An
t
o
i
n
e
t
t
e
D
r
i
v
e
SR
-
2
5
0
1
(S
e
r
v
i
c
e
R
o
a
d
)
US 421
(Carolina Beach Road)
NC
1
3
2
(
C
o
l
l
e
g
e
R
o
a
d
)
Re
t
a
i
l
C
e
n
t
e
r
D
r
i
v
e
(P
r
i
v
a
t
e
)
Sit
e
A
c
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
SR 1521
(Piner Road)
49
/
9
7
1358 / 1228
192 / 342
1194 / 1569
91 / 96
52 / 95
47 / 107
14
/
6
0
33
/
3
8
52
/
3
1
76
/
1
0
0
1233 / 150659 / 105
17
2
2
/
2
3
6
6
35
/
9
4
10
5
9
/
1
0
4
7
354 / 423 21
1
/
1
6
1
17
6
/
1
4
2
387 / 370195 / 133
171 / 200
256 / 232
97 / 152
219 / 227
23
3
3
/
1
8
4
0
71
/
1
4
5
72
2
/
1
1
5
2
26
1
/
1
2
4
15
0
/
3
4
0
20
8
/
1
2
3
5322 Carolina Beach Road
AM / PM PEAKS
6 / 14
46 / 86
6 / 9
58 / 82
19
/
2
2
30
/
2
9
56 / 37
0 / 0
25
/
8
0
87
/
8
7
BLACK = EXISTING
BLUE=PROPOSED
Site Access 2
6/28/2023 220280 5322 Carolina Beach Road 15
5.0 Capacity Analysis 5.1 Level of Service Evaluation Criteria The Transportation Research Board’s Highway Capacity Manual (HCM) utilizes a term “level of service” (LOS) to measure how traffic operates in intersections and on roadway segments. There are six levels of service ranging from A to F as shown in Table 5.1. Level of service “A” represents low-volume traffic operations and level of service “F” represents high-volume, oversaturated traffic
operations. Synchro traffic modeling software is used to determine the LOS and delay for study intersections. Synchro analysis worksheet reports are provided in the Appendix.
5.2 Queueing Evaluation A queueing analysis was performed using Synchro and SimTraffic simulation, based on a
minimum 10-minute seeding, a 60-minute recording period, and 10 runs. The maximum SimTraffic queues and 95th-percentile Synchro queues are provided, along with the turn lane lengths. Synchro and SimTraffic queue reports are provided in the Appendix.
Table 5.1 – Highway Capacity Manual
Levels of Service and Control Delay Criteria
Signalized Intersection Unsignalized Intersection
Level of Service Control Delay Per
vehicle (seconds) Level of Service Delay Range
(seconds)
A ≤ 10 A ≤ 10
B > 10 and ≤ 20 B > 10 and ≤ 15
C > 20 and ≤ 35 C > 15 and ≤ 25
D > 35 and ≤ 55 D > 25 and ≤ 35
E > 55 and ≤ 80 E > 35 and ≤ 50
F > 80 F > 50
6/28/2023 220280 5322 Carolina Beach Road 16
5.3 Level of Service and Queueing Results
The results of the capacity and queue analyses are discussed by intersection in the following paragraphs. The LOS, delay, and queue results are summarized in Tables 5.2 to 5.7.
US 421 (Carolina Beach Road) and Antoinette Drive/Industrial Park Drive (signalized) The overall intersection operates at LOS B in existing conditions in the AM peak hour and LOS C in the PM peak hour. The intersection is expected to operate at LOS C under future no build and future build conditions in the AM peak hour and LOS D in the PM peak hour. In the PM peak hour, the westbound left-turn movement drops from LOS D in the no build scenario to LOS F in the build scenario. Although the westbound left queues are shown to be contained within the available storage under all conditions, except for the WMPO improvements scenario, extending the westbound left-turn lane was considered. In order to extend storage for the westbound left-turn lane, the existing storage for the eastbound left-turn approach to Carolina Beach Road and College Road would need to be reduced. Since westbound left-turn queues were shown to be contained in available storage at Carolina Beach Road and Antoinette Drive in the recommended scenario, it was determined the eastbound approach to Carolina Beach Road and College Road could better utilize the available storage. While it is acknowledged that use of protected/permitted
phasing does not meet NCDOT Congestion Management Standards, signal timing adjustments utilizing protected/permitted phasing for the eastbound and westbound approaches were explored. This signal operates with protected/permitted phasing in the existing condition. With
phasing and timing adjustments, the intersection is shown to operate at LOS C in the PM peak hour, with the westbound left operating at LOS B in this future scenario. Per a request from WMPO, the analysis of an improvement scenario which includes an exclusive northbound left-turn lane with a shared thru-right on Antoinette Drive is included. Protected/permitted phasing was used for the eastbound and westbound approaches in the PM scenario for comparison purposes. With this improvement in place, the overall intersection delay improves by less than one second, compared to the signal timing adjustments improvement scenario, in the PM peak hour. In the AM peak hour, this analysis scenario used protected-only phasing on the eastbound and westbound approaches. In the AM peak hour, the intersection is expected to continue operating at an overall LOS C. Simtraffic runs indicate that a 200-foot left turn lane is required to accommodate northbound left queues in the AM peak hour. It should be noted that the northbound approach operates at LOS F under existing and future no build conditions in the AM and PM peak hours. This approach continues to operate at LOS F under future build conditions with less than a 25 percent increase to delay along this approach in the AM and PM peak hours. The analysis
scenario which includes an exclusive northbound left-turn lane on Antoinette Drive appears to offer minimal improvements to overall delay compared to signal timing adjustments. Therefore, signal timing adjustments are recommended.
6/28/2023 220280 5322 Carolina Beach Road 17
Table 5.2 - LOS and Queueing US 421 and Antoinette Drive/Industrial Park Drive- (Signalized)
Scenario Overall LOS Eastbound Westbound Northbound Southbound
AM Peak Hour
2023 Existing
B (15.5)
L T R L T R L LTR R L TR R
D (40.6) B (11.4) A (8.2) A (5.4) A (6.6) A (4.6) F (86.1) E (57.5) E (59.1) D (50.8)
B (15.2) A (6.5) F (86.1) E (58.6)
Available Storage (ft) 550 Full 150 150 Full Full 500 Full 325 75 Full 1425
95th% Queue (ft) 155 421 31 m11 m166 m23 229 60 99 115
Max Queue (ft) 257 222 22 65 151 41 202 74 130
2025 Future No Build
C (25.7)
L T R L T R L LTR R L TR R
F (156.3) B (15.3) B (10.8) F (102.1) A (5.9) A (4.1) F (87.4) E (55.4) E (56.6) D (50.7)
C (34.1) A (8.6) F (87.4) E (56.2)
Available Storage (ft) 550 Full 150 150 Full Full 500 Full 325 75 Full 1425
95th% Queue (ft) #418 485 37 m59 m140 m20 284 61 106
Max Queue (ft) 750 1159 244 92 88 21 242 69 133
2025 Future Build
C (27.6)
L T R L T R L LTR R L TR R
F (156.3) B (16.8) B (11.5) F (101.2) A (6.3) A (4.3) F (93.8) D (54.2) E (55.3) D (52.2)
D (35.3) A (9.5) F (93.8) E (55.0)
Available Storage (ft) 550 Full 150 150 Full Full 500 Full 325 75 Full 1425
95th% Queue (ft) #418 500 40 m70 m144 m20 #365 61 109 131
Max Queue (ft) 577 567 88 135 132 41 309 88 155
2025 Future Build with Antoinette Left-Turn Lane Improvements
C (21.0)
L T R L T R L TR R L TR R
E (68.8) B (12.8) A (9.0) F (102.2) A (7.8) A (4.6) F (96.9) E (64.6) E (59.4) E (61.7) D (46.7)
B (20.1) B (10.8) F (83.3) E (61.0)
Available Storage (ft) 550 Full 150 150 Full Full 200 Full 325 75 Full 1425
95th% Queue (ft) 297 450 36 m69 m145 m21 199 142 61 110
Max Queue (ft) 343 316 82 114 140 21 187 175 76 113
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane
Max queue exceeds available storage
6/28/2023 220280 5322 Carolina Beach Road 18
Table 5.2 (continued) - LOS and Queueing US 421 and Antoinette Drive/Industrial Park Drive- (Signalized)
Scenario Overall LOS Eastbound Westbound Northbound Southbound
PM Peak Hour
2023 Existing
C (33.6)
L T R L T R L LTR R L TR R
F (162.5) B (16.3) A (9.0) D (51.5) A (6.1) A (4.0) F (110.2) F (83.8) E (66.3) D (50.8)
D (41.2) A (7.9) F (110.2) E (74.8)
Available Storage (ft) 550 Full 150 150 Full Full 500 Full 325 75 Full 1425
95th% Queue (ft) #719 658 55 m74 m80 m14 #233 208 206 117
Max Queue (ft) 284 445 250 92 134 20 370 175 344
2025 Future No Build
D (45.3)
L T R L T R L LTR R L TR R
F (270.0) C (20.9) B (10.6) D (54.7) A (6.2) A (3.6) F (109.7) E (75.7) E (63.1) D (50.7)
E (63.0) A (8.4) F (109.7) E (68.9)
Available Storage (ft) 550 Full 150 150 Full Full 500 Full 325 75 Full 1425
95th% Queue (ft) #751 701 63 m87 m72 m12 #289 214 229 117
Max Queue (ft) 750 1195 250 133 107 63 302 174 278
2025 Future Build
D (51.8)
L T R L T R L LTR R L TR R
F (326.1) C (22.2) B (11.1) F (83.0) A (6.6) A (4.2) F (116.5) E (70.9) E (61.7) D (52.2)
E (73.1) B (11.6) F (116.5) E (65.8)
Available Storage (ft) 550 Full 150 150 Full Full 500 Full 325 75 Full 1425
95th% Queue (ft) #751 705 71 m122 m88 m15 #334 213 240 131
Max Queue (ft) 750 1206 250 96 175 60 328 174 328
2025 Future Build with Signal Timing Improvements
C (29.0)
L T R L T R L LTR R L TR R
F (84.1) C (22.8) B (11.7) B (19.9) A (8.6) A (5.8) F (103.8) E (67.3) E (59.1) D (52.2)
C (32.6) A (9.2) F (103.8) E (62.8)
Available Storage (ft) 550 Full 150 150 Full Full 500 Full 325 75 Full 1425
95th% Queue (ft) #576 748 76 m26 m113 m19 #304 206 232 131
Max Queue (ft) 408 512 250 129 241 65 226 175 256
2025 Future Build with Antoinette Left-Turn Lane Improvements
C (28.1)
L T R L T R L TR R L TR R
E (65.2) B (19.2) B (10.1) B (19.1) B (11.2) A (8.9) F (149.1) E (57.4) E (79.3) E (71.7) D (52.2)
C (26.5) B (11.5) F (109.7) E (75.1)
Available Storage (ft) 550 Full 150 150 Full Full 50 Full 325 75 Full 1425
95th% Queue (ft) #456 720 73 m27 m166 m28 #200 114 208 240 131
Max Queue (ft) 327 500 250 152 249 87 139 154 175 354
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane
Max queue exceeds available storage
6/28/2023 220280 5322 Carolina Beach Road 19
US 421 (Carolina Beach Road) and Service Road (unsignalized- near car wash)
The worst LOS for the approaches is the northbound approach, which operates at LOS C in existing, future no build, and future build scenarios for AM peak hour and LOS D in the PM peak hour. There is an existing eastbound right-turn lane onto the Service Road. No improvements are
recommended.
Table 5.3 - LOS and Queueing US 421 and Service Road- (unignalized- near car wash)
Scenario Worst Approach Eastbound Westbound Northbound Southbound
AM Peak Hour
2023 Existing
C (17.1) NB Approach
L T R L T R L R R L T R
A (0.0) A (0.0) C (17.1)
Available Storage (ft) 300 Full 325 Full Full Full 700
95th% Queue (ft) 0 13
Max Queue (ft) 0 52 52
2025 Future No Build
(C 17.6) NB Approach
L T R L T R L R R L T R
A (0.0) A (0.0) C (17.6)
Available Storage (ft) 300 Full 325 Full Full Full 700
95th% Queue (ft) 0 15
Max Queue (ft) 501 0 115 115
2025 Future Build
(C 19.0) NB Approach
L T R L T R L R R L T R
A (0.0) A (0.0) C (19.0)
Available Storage (ft) 300 Full 325 Full Full Full 700
95th% Queue (ft) 0 25.0
Max Queue (ft) 0 35 112 112
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane
Max queue exceeds available storage
6/28/2023 220280 5322 Carolina Beach Road 20
Table 5.3 (continued) - LOS and Queueing US 421 and Service Road- (unignalized- near car wash)
Scenario Worst Approach Eastbound Westbound Northbound Southbound
PM Peak Hour
2023 Existing
D (23.8) NB Approach
L T R L T R L R R L T R
A (0.0) A (0.0) D (23.8)
Available Storage (ft) 300 Full 325 Full Full Full 700
95th% Queue (ft) 0 35
Max Queue (ft) 0 115 115
2025 Future No Build
D (25.0) NB Approach
L T R L T R L R R L T R
A (0.0) A (0.0) D (25.0)
Available Storage (ft) 300 Full 325 Full Full Full 700
95th% Queue (ft) 0 38
Max Queue (ft) 0 115 115
2025 Future Build
D (27.1) NB Approach
L T R L T R L R R L T R
A (0.0) A (0.0) D (27.1)
Available Storage (ft) 300 Full 325 Full Full Full 700
95th% Queue (ft) 0 48
Max Queue (ft) 0 117 117
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane
Max queue exceeds available storage
6/28/2023 220280 5322 Carolina Beach Road 21
US 421 (Carolina Beach Road) and NC 132 (College Road)/Piner Road (signalized)
The overall intersection operates at LOS E in existing, future no build, and future conditions in both peak hours. Northbound queues are shown to exceed existing storage under all conditions in both peak hours. No project trips are attributed to this movement. There are also existing and
future no build queue issues shown for the southbound left movement and northbound right movement. No project trips are attributed to either movement. No improvements are recommended.
Table 5.4 - LOS and Queueing US 421 and NC 132 (College Road)- (Signalized)
Scenario Overall LOS Eastbound Westbound Northbound Southbound
AM Peak Hour
2023 Existing
E (59.1)
L T R L T R L T R L T R
E (68.7) D (52.8) E (77.6) E (68.4) F (84.2) F (96.4) C (30.7) C (24.4) E (73.9) D (49.3) D (48.0)
E (59.1) E (74.6) E (57.2) D (52.3)
Available Storage (ft) 500 Full 1175 225 Full 275 500 Full 325 425 Full 1425
95th% Queue (ft) 176 246 136 276 #332 #686 574 214 121 460 342
Max Queue (ft) 172 210 141 209 0 522 780 413 164 360 0
2025 Future No Build
E (60.6)
L T R L T R L T R L T R
E (62.4) D (49.2) E (75.5) E (68.6) F (85.2) F (103.5) C (32.2) C (25.2) E (74.4) D (51.3) D (49..6)
D (54.5) E (74.5) E (61.0) D (54.0)
Available Storage (ft) 500 Full 1175 225 Full 275 500 Full 325 425 Full 1425
95th% Queue (ft) 170 230 137 282 #344 #712 591 219 123 471 349
Max Queue (ft) 210 176 222 222 302 0 522 785 329 141 393 0
2025 Future Build
E (60.9)
L T R L T R L T R L T R
E (63.4) D (48.2) E (75.5) E (68.7) F (85.2) F (103.5) C (32.7) C (25.5) E (74.4) D (51.9) D (50.9)
D (54.6) E (74.5) E (61.2) D (54.7)
Available Storage (ft) 500 Full 1175 225 Full 275 500 Full 325 425 Full 1425
95th% Queue (ft) m185 m226 137 283 #344 #712 591 219 123 471 363
Max Queue (ft) 192 210 185 112 231 0 522 809 156 120 383 0
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane
Max queue exceeds available storage
6/28/2023 220280 5322 Carolina Beach Road 22
Table 5.4 (continued) - LOS and Queueing US 421 and NC 132 (College Road)- (Signalized)
Scenario Overall LOS Eastbound Westbound Northbound Southbound
PM Peak Hour
2023 Existing
E (72.2)
L T R L T R L T R L T R
E (58.4) D (54.9) E (75.2) E (67.7) E (68.4) F (173.0) D (38.8) C (29.0) E (71.4) D (54.3) C (32.0)
E (56.1) E (70.0) F (90.8) E (56.5)
Available Storage (ft) 500 Full 1175 225 Full 275 500 Full 325 425 Full 1425
95th% Queue (ft) 163 297 150 259 210 #672 605 175 237 #785 121
Max Queue (ft) 156 186 156 208 0 522 780 112 500 626 0
2025 Future No Build
E (75.9)
L T R L T R L T R L T R
D (54.3) D (52.1) E (73.1) E (68.0) E (68.7) F (189.5) D (40.2) C (29.5) E (72.1) E (58.6) C (32.4)
D (52.9) E (69.6) F (98.4) E (59.8)
Available Storage (ft) 500 Full 1175 225 Full 275 500 Full 325 425 Full 1425
95th% Queue (ft) m162 m305 152 265 216 #703 623 179 242 #813 123
Max Queue (ft) 114 213 139 212 0 522 785 178 499 551 0
2025 Future Build
E (75.7)
L T R L T R L T R L T R
E (55.2) D (51.9) E (73.1) E (68.2) E (68.7) F (189.5) D (40.2) C (29.5) E (72.1) E (58.7) C (33.1)
D (53.1) E (69.7) F (98.4) E (59.6)
Available Storage (ft) 500 Full 1175 225 Full 275 500 Full 325 425 Full 1425
95th% Queue (ft) m170 m307 152 267 216 #703 623 179 242 #813 149
Max Queue (ft) 139 149 220 256 0 522 798 182 362 469 0
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane
Max queue exceeds available storage
6/28/2023 220280 5322 Carolina Beach Road 23
US 421 (Carolina Beach Road) and Service Road (signalized- near fire station)
The overall intersection operates at LOS B in existing and future conditions in the AM and PM peak hours. NCDOT Congestion Management provides guidance on alternative intersection
coding and reporting. Queues for the northbound left shown below are not reported per this guidance. The northbound left-turn lane is shown to be blocked by downstream traffic which causes inaccurate SimTraffic data to be generated. Observing SimTraffic runs did not show any queuing issues in the northbound left turn lane. The 95th percentile queues are shown to be contained in the available storage. No improvements are recommended.
Table 5.5 - LOS and Queueing US 421 and Service Road - (Signalized- near fire station)
Scenario Overall LOS Eastbound Westbound Northbound Southbound
AM Peak Hour
2023 Existing
B (10.1)
L R R L LTR R L T R
E (78.8) F (82.3) A (4.2) A (0.9)
E (78.8) F (82.3) A (4.1)
Available Storage (ft) Full 150 150 Full Full 325 Full 325 75 Full 700
95th% Queue (ft) 86 86 125 125 125 97 m5
Max Queue (ft) 112 112 29 29 29 326 326 54
2025 Future No Build
A (9.4)
L R R L T R L LTR R L T R
E (75.0) E (78.9) E (78.9) E (78.9) A (3.7) A (0.5)
E (75.0) E (78.9) E (78.9) A (3.6)
Available Storage (ft) Full 150 150 Full Full 325 Full 325 75 Full 700
95th% Queue (ft) m88 m88 127 127 127 68 m2
Max Queue (ft) 93 93 136 136 136 248 44
2025 Future Build
B (11.0)
L R R L T R L LTR R L T R
E (75.6) E (78.8) E (78.8) E (78.8) A (4.8) A (1.1)
E (75.6) E (78.8) E (78.8) A (4.7)
Available Storage (ft) Full 150 150 Full Full 325 Full 325 75 Full 700
95th% Queue (ft) m98 m98 133 133 133 110 m5
Max Queue (ft) 91 91 153 153 153 354 50
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
Congestion management notes to report queue of northbound left plus westbound through queue for RCI set up. SimTraffic reports the queue results as storage plus taper (425') due to through traffic blocking the turn lane for northbound left. Westbound through (RCI set up) shown
Max queue exceeds available storage
6/28/2023 220280 5322 Carolina Beach Road 24
Table 5.5 (continued) - LOS and Queueing US 421 and Service Road - (Signalized- near fire station)
Scenario Overall LOS Eastbound Westbound Northbound Southbound
PM Peak Hour
2023 Existing
B (17.0)
L R R L T R L T R L T R
E (60.5) E (77.1) E (77.1) E (77.1) B (11.3) A (1.4)
E (60.5) E (77.1) E (77.1) B (11.3)
Available Storage (ft) Full 150 150 Full Full 325 Full 325 75 Full 700
95th% Queue (ft) m120 m120 204 204 204 1102 m13
Max Queue (ft) 136 136 173 173 173 368 73
2025 Future No Build
B (18.5)
L R R L T R L LTR R L T R
E (56.8) E (77.0) E (77.0) E (77.0) B (13.6) A (1.7)
E (56.8) E (77.0) E (77.0) B (13.2)
Available Storage (ft) Full 150 150 Full Full 325 Full 325 75 Full 700
95th% Queue (ft) m113 m113 210 210 210 #1181 m15
Max Queue (ft) 106 106 147 147 147 293 49
2025 Future Build
B (19.9)
L R R L T R L LTR R L T R
E (56.2) E (77.5) E (77.5) E (77.5) B (14.8) A (1.8)
E (56.2) E (77.5) E (77.5) B (14.3)
Available Storage (ft) Full 150 150 Full Full 325 Full 325 75 Full 700
95th% Queue (ft) m118 m118 228 228 228 #1217 m16
Max Queue (ft) 131 131 147 147 147 202 71
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
Congestion management notes to report queue of northbound left plus westbound through queue for RCI set up. SimTraffic reports the queue results as storage plus taper (425') due to through traffic blocking the turn lane for northbound left. Westbound through (RCI set up) shown
Max queue exceeds available storage
6/28/2023 220280 5322 Carolina Beach Road 25
Service Road and Site Access 1 (unsignalized- existing car wash exit)
The worst LOS for the approaches is the northbound approach, which operates at LOS A in existing, future no build, and future build scenarios for both peak hours. The need for left- and right-turn lanes was reviewed based on the NCDOT Policy on Street and Driveway Access to
North Carolina Highways. Future build two-way peak hour volumes are shown to be under 230 vehicles in both peak hours at the site access. Assuming peak hour traffic is 12% of daily traffic, daily traffic would fall below 4,000 vehicles per day, therefore, turn lanes would not be warranted. No improvements are recommended.
Table 5.6 - LOS and Queueing Service Road and Site Access 1 - (Unsignalized)
Scenario LOS of Worst Approach Eastbound Westbound Northbound Southbound
AM Peak Hour
2023 Existing
A (8.8) NB Approach
L TR R L T R L LR LR L TR R
A (0.0) A (7.3) A (0.0) A (8.8)
A (0.0) A (0.5) A (8.8)
Available Storage (ft) 550 Full 150 150 Full Full 500 Full 325 75 Full 1425
95th% Queue (ft) 0 0 0
Max Queue (ft) 0 26 30 30
2025 Future No Build
A (8.8) NB Approach
L TR R L T R L LR LR L TR R
A (0.0) A (7.3) A (0.0) A (8.8)
A (0.0) A (0.5) A (8.8)
Available Storage (ft) 550 Full 150 150 Full Full 500 Full 325 75 Full 1425
95th% Queue (ft) 0 0 0
Max Queue (ft) 0 74 30 30
2025 Future Build
A (9.2) NB Approach
L TR R L T R L LR LR L TR R
A (0.0) A (7.3) A (0.7) A (9.2)
A (0.0) A (0.7) A (9.2)
Available Storage (ft) 550 Full 150 150 Full Full 500 Full 325 75 Full 1425
95th% Queue (ft) 0 0 5
Max Queue (ft) 0 0 78 78
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane
Max queue exceeds available storage
6/28/2023 220280 5322 Carolina Beach Road 26
Table 5.6 (continued) - LOS and Queueing Service Road and Site Access 1 - (Unsignalized)
Scenario LOS of Worst Approach Eastbound Westbound Northbound Southbound
PM Peak Hour
2023 Existing
A (9.2) NB Approach
L TR R L T R L LR LR L TR R
A (0.0) A (7.4) A (0.0) A (9.2)
A (0.0) A (0.4) A (9.2)
Available Storage (ft) Full 150 150 Full Full 500 Full 325 75 Full 1425
95th% Queue (ft) 0 0 3
Max Queue (ft) 0 89 30 30
2025 Future No Build
A (9.3) NB Approach
L TR R L T R L T LR L TR R
A (0.0) A (7.4) A (0.0) A (9.3)
A (0.0) A (0.3) A (9.3)
Available Storage (ft) Full 150 150 Full Full 500 Full 325 75 Full 1425
95th% Queue (ft) 0 0 0 3
Max Queue (ft) 0 29 30 30
2025 Future Build
A (9.2) NB Approach
L TR R L T R L T R L TR R
A (0.0) A (7.5) A (0.0) A (9.6)
A (0.0) A (1.1) A (9.6)
Available Storage (ft) Full 150 150 Full Full 500 Full 325 75 Full 1425
95th% Queue (ft) 0 0 5
Max Queue (ft) 0 72 54 54
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane
Max queue exceeds available storage
6/28/2023 220280 5322 Carolina Beach Road 27
Antoinette Drive and Site Access 2 (unsignalized)
Under future build conditions, the minor-street approach is expected to operate at LOS A in the AM and PM peak hours. The need for left- and right-turn lanes was reviewed based on the
NCDOT Policy on Street and Driveway Access to North Carolina Highways. Future build two-way peak hour volumes are shown to be under 333 vehicles in both peak hours at the site access. Assuming peak hour traffic is 12% of daily traffic, daily traffic would fall below 4,000 vehicles per day. Furthermore, through volumes projected at the site access were generated from approach volumes at US 421 and Antoinette Drive/Industrial Park Drive. There is an existing gas station and an existing car parts store at the two quadrants on the south side of this intersection. No trip reductions were used to project through volumes at the site access to account for trips entering and existing these businesses. The through volumes projected should be considered conservative. Therefore, no turn lanes are recommended based on projected volumes at the site access. The site access should be designed in accordance with applicable NCDOT standards. No other improvements are recommended.
Table 5.7 - LOS and Queueing Antoinette Drive and Site Access 2 - (Unsignalized)
Scenario LOS of Worst Approach Eastbound Westbound Northbound Southbound
AM Peak Hour
2025 Future Build
A (9.5) WB Approach
L TR R L T R L T R L T R
A (9.0) A (0.0) A (7.6) A (0.0)
A (9.5) A (0.0) A (1.7)
Available Storage (ft) 150 150 Full Full 500 Full 325 Full 150
95th% Queue (ft) 5 0 3
Max Queue (ft) 31 0 76
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane
Max queue exceeds available storage
Table 5.7 (continued)- LOS and Queueing Antoinette Drive and Site Access 2 - (Unsignalized)
Scenario LOS of Worst Approach Eastbound Westbound Northbound Southbound
PM Peak Hour
2025 Future Build
A (9.5) WB Approach
L TR R L T R L T R L T R
A (8.7) A (0.0) A (7.7) A (0.0)
A (9.5) A (0.0) A (3.7)
Available Storage (ft) 150 150 Full Full 500 Full 325 Full 150
95th% Queue (ft) 5 0 5
Max Queue (ft) 31 0 55
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic reports the queue results as storage plus taper due to through traffic blocking the turn lane
Max queue exceeds available storage
6/28/2023 220280 5322 Carolina Beach Road 28
6.0 Summary and Conclusion The 5322 Carolina Beach Road development is located west of US 421 (Carolina Beach Road) and south of Antoinette Drive in Wilmington, NC. It will consist of up to 165 apartments and 35 townhomes. Two access points for the development are proposed, one existing connection on the Service Road that currently functions as the car wash exit, and one on Antoinette Drive. The expected build-out year for this development is 2025. Information regarding the property was provided by GSP Consulting, PLLC Engineering and McAdams Homes, LLC.
The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with WMPO. This site has a trip generation potential of 1349 daily trips, 87 trips in the AM peak hour,
and 109 trips in the PM peak hour. In conclusion, this study has determined the potential traffic impacts of this development.
Improvements are recommended to accommodate the impacts of new development traffic. Table 6.1 summarizes the recommendations, which are also reflected in Figure 10. With the recommended improvements in place, the anticipated transportation impacts of the proposed
development can be accommodated.
Table 6.1 – Summary of Recommended Improvements
INTERSECTION RECOMMENDATIONS
US 421 and Antoinette Drive (signalized) • Signal timing adjustments.
US 421 and Service Road
(unsignalized- near car wash) • No improvements recommended.
US 421 and NC 132 (College Road) (signalized) • No improvements recommended.
US 421 and Service Road (signalized- near fire station) • No improvements recommended.
Service Road and Site Access 1 (unsignalized- existing car wash exit
• No improvements are recommended.
• Design site drive/connection according to
applicable NCDOT and City of Wilmington
standards.
Antoinette Drive and Site Access 2 (unsignalized)
• No improvements are recommended.
• Design site drive according to applicable
NCDOT and City of Wilmington standards.
*** NOT TO SCALE ***
BLACK = EXISTING
BLUE-PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
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 withoutliability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the client.
FIGURE 10 RECOMMENDED IMPROVEMENTS
PROJECT NUMBER 220280
SR
-
1
2
4
7
An
t
o
i
n
e
t
t
e
5322 Carolina Beach Road
Wilmington, NC
SR
-
2
5
0
1
(S
e
r
v
i
c
e
R
o
a
d
)
US 421
(Carolina Beach Road)
NC
1
3
2
(
C
o
l
l
e
g
e
R
o
a
d
)
650'
75
'
150'250'
200'
32
5
'
275'
Re
t
a
i
l
C
e
n
t
e
r
D
r
i
v
e
(P
r
i
v
a
t
e
)
FULL
150'300'70
0
'
30
0
'
27
5
'
55
0
'
14
2
5
'
1175'
900'
100'
60
0
'
70
0
'
125'
225'225'
20
0
'
32
5
'
Si
t
e
A
c
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
SR 1521
(Piner Road)
US
4
2
1
(
C
a
r
o
l
i
n
a
Be
a
c
h
R
o
a
d
)
Site Access 2
Design site access and connection in
accordance with NCDOT and City of
Wilmington standards
Signal timing
adjustments
6/28/2023 220280 5322 Carolina Beach Road 30
Appendix
6/28/2023 220280 5322 Carolina Beach Road
Approved Scoping Documents
December 14, 2022
Mr. AJ Anastopoulo, PE
DAVENPORT
5917 Oleander Drive, Suite 206
Wilmington, NC 28403
RE: Approved scope for the Traffic Impact Analysis (TIA) associated with the proposed
5322 Carolina Beach Road development in New Hanover County, NC.
Dear Mr. Anastopoulo,
Based on the information provided in the scoping documents submitted, it is our understanding that the
proposed development has an anticipated build year of 2024 and will consist of:
ITE Land Use Code 215 Single Family attached residential – 35 DU
ITE Land Use Code 220 Multi-Family (low-rise) residential 165 DU
Following is the scope of study for the Traffic Impact Analysis:
1. Data collection – Analysis Parameters
a) Study Intersections:
For existing intersections, provide turning movement counts for weekday AM peak hour (7:00am –
9:00am) and PM peak hour (4:00pm – 6:00pm), signal timing (if applicable), and lane geometry:
1. US 421 (Carolina Beach Rd) / US 421 Service Rd near car wash (unsignalized right-in/right -out)
2. US 421 (Carolina Beach Rd) / US 421 Service Rd at NHC Fire #18 (signalized RCI left in/right-in/right-out)
3. US 421 (Carolina Beach Road) and NC 132 (College Road)
4. US 421 (Carolina Beach Road) and Antoinette Drive (signalized)
5. US 421 Service Road and Site Access 1
6. Antoinette Drive and Site Access 2
Scope of study for the 5322 Carolina Beach Rd (TIA) New Hanover County
Page 2 of 3
b) Site Trip Generation, Site Trip Distribution and Background Traffic Assumptions
i. Site Trip Generation Estimate
o Attached
ii. Site Trip Distribution
o To be submitted and approved prior to use in the TIA.
iii. Adjacent Developments (approved but not yet built)
o The Townes at Park Place
iv. Planned Roadway Improvements
o W5703 – C (sidewalk and multi-use path improvements)
v. Background Traffic Assumptions
o Horizon Year – 2024
o Growth rate – 1% per year
2. Capacity Analysis: Weekday AM and PM Peak Hours
a) 2022 Existing Conditions
b) 2024 Future No-Build Conditions
[Existing + 1% background growth+ approved development]
c) 2024 Build Conditions
[Existing + 1% background growth + approved development + site trips]
d) 2024 Build Conditions with improvements
3. Final Report Submittal
a) Completed TIA Application
b) Sealed by a licensed North Carolina Professional Engineer with expertise in traffic engineering
c) Electronic copy to include PDF of TIA and Synchro output files as well as digital Synchro files
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.
Home Office: Wilmington Regional Office: Serving the Southeast since 2002 119 Brookstown Ave. Suite PH1 5917 Oleander Drive, Suite 206 Winston-Salem, NC 27101 Wilmington, NC 28403 Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912; Fax: 336.458.9377
February 3, 2023 Transportation Impact Analysis (TIA) Scoping DAVENPORT Project Number 220280
5322 Carolina Beach Road Wilmington, NC Proposed Land Uses Full Build LUC 215: 35 townhomes LUC 220: 165 apartments Proposed Study Intersections 1. US 421 and Service Road- (unsignalized- near car wash) 2. US 421 and Service Road (signalized- near Fire Station) 3. US 421 and NC 132 (College Road) (signalized) 4. US 421 and Antoinette Drive (signalized) 5. Service Road and Site Access 1 (unsignalized- existing car wash exit) 6. Antoinette Drive and Site Access 2 (unsignalized) Proposed annual growth rate – 1% Analysis Periods – Weekday, AM peak (7:00-9:00 am) and PM peak (4:00-6:00 pm) Turning Movement Counts Traffic counts were performed January 12th, 2023. Intersection of US 421 and College Road/Piner Road was the controlling intersection. Peak hour volumes of controlling intersection (7:30 am – 8:30 am and 4:45 pm – 5:45 pm) was used for all study intersections. Traffic volumes were not balanced due to the presence of numerous driveways in the study area. One notable imbalance was eastbound in the PM peak hour from US 421 and Antionette Dr to US 421 and Service Road (car wash). There was a drop of 118 vehicles. There was not a notable imbalance between US 421 and Service Road (car wash) and US 421 and College Road/Piner Road. Therefore, volumes were not balanced up at US 421 and Service Road (car wash). At US 421 and Antoinette Drive, volumes were not balanced down to provide a more conservative analysis. It should be noted that the gas station at the southeast corner of US 421 and Antionette Drive could contribute to the imbalance. Furthermore, this gas station and auto parts store likely provide an overestimated through volume count at Site Access 2. TIA Analysis Scenarios:
• 2023 Existing Conditions
• 2025 Future No Build Conditions
• 2025 Future Build Conditions
• 2025 Future Build Conditions with Improvements (if required)
Page 2 2/3/2022 DAVENPORT Project No. 220280
Home Office: Wilmington Regional Office: Serving the Southeast since 2002 119 Brookstown Ave. Suite PH1 5917 Oleander Drive, Suite 206 Winston-Salem, NC 27101 Wilmington, NC 28403 Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912; Fax: 336.458.9377
Trip Generation – ITE Trip Generation 11th Edition - Graphs attached
Proposed site trip directional distribution - to be completed and sent for approval after taking counts Approved developments – Towns at Park Place- 88 townhomes, 40 AM peak hour trips, 49 PM peak hour trips. Approved development volume figure attached. Committed Improvements by others – n/a unless instructed otherwise Other Remarks – N/A
24-Hour
Two-Way
Land Use ITE Land
Use Code Data Source Volume Enter Exit Total Enter Exit Total
Single-Family Attached
Housing 215 35
Dwelling
Units
Adjacent-
Equation 216 4 9 13 10 7 17
Multifamily Housing
(Low-Rise)220 165
Dwelling
Units
Adjacent-
Equation 1,133 18 56 74 58 34 92
1,349 22 65 87 68 41 109
Table 4.2 - ITE 11th Edition Trip Generation
Average Weekday Driveway Volumes AM Peak Hour
Size
Total Primary Trips
PM Peak Hour
FIGURE 1
CONCEPTUAL SITE PLAN
5322 Carolina Beach Road
Project Number 220280
FIGURE 2A
SITE LOCATION MAP SITE INDICATOR
SITE
FIGURE 2B
PROPOSED STUDY
INTERSECTIONS
Site
1
2
3
4
5
6
STUDY INTERSECTIONS
EXISTING
PROPOSED
*** NOT TO SCALE ***
BLACK = EXISTING
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
AADT VOLUMES2021
STOP
This document,together with the concepts and designs presented herein,is intended only for the specific purpose and client for which it wasprepared.Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT,shall be withoutliabilitytoDAVENPORT,and shall be a violation of the agreement between DAVENPORT and the client.
FIGURE 3 EXISTING LANE GEOMETRY
PROJECT NUMBER 220280
SR
-12
4
7
An
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e
t
t
e
D
r
i
v
e
SPEEDLIMIT25
SPEEDLIMIT45
5322 Carolina Beach Road
Wilmington,NC
SR
-25
0
1
(S
e
r
v
i
c
e
R
o
a
d
)
US Highway 421 16,000
34
,
5
0
0
SPEEDLIMIT45
NC
1
3
2
(
C
o
l
l
e
g
e
R
o
a
d
)
SPEEDLIMIT45
SPEEDLIMIT25
~725'
~550'
550'
75
'
150'250'
200'
32
5
'
275'
In
d
u
s
t
r
i
a
l
P
a
r
k
D
r
i
v
e
SPEEDLIMIT45
FULL
150'300'70
0
'
30
0
'
27
5
'
55
0
'
14
2
5
'
1175'
900'
100'
60
0
'
70
0
'
175'
225'225'
20
0
'
32
5
'
~1
9
5
0
'
43
,
0
0
0
33,500
Si
t
e
Ac
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
Piner Road
US
H
i
g
h
w
a
y
42
1
*** NOT TO SCALE ***
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 otherswithout 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 EXISTING LANE VOLIM
PROJECT NUMBER 220280
FIGURE 4 2023 EXISTING TRAFFIC
VOLUMES
*A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines
BLACK = EXISTING
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
-
1
2
4
7
A
n
t
o
i
n
e
t
t
e
D
r
i
v
e
SR
-
2
5
0
1
(S
e
r
v
i
c
e
R
o
a
d
)
US Highway 421
NC
1
3
2
(
C
o
l
l
e
g
e
R
o
a
d
)
In
d
u
s
t
r
i
a
l
P
a
r
k
D
r
i
v
e
Sit
e
A
c
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
Piner Road
48
/
9
5
1331 / 1203
188 / 335
1167 / 1531
89 / 94
39 / 56
39 / 82
7
/
3
9
13
/
2
7
87
/
7
2
42
/
2
5
49
/
8
2
1199 / 1471
54 / 96
16
7
9
/
2
3
1
4
34
/
9
2
10
3
8
/
1
0
2
6
344 / 412 20
6
/
1
5
7
17
2
/
1
3
9
378 / 359191 / 130
167 / 196
228 / 213
82 / 140
214 / 222
22
8
4
/
1
7
9
3
65
/
1
2
8
70
7
/
1
1
2
9
24
8
/
9
8
14
7
/
3
3
3
20
3
/
1
2
0
5322 Carolina Beach Road
Wilmington, NC
AM / PM PEAKS
1 / 0
45 / 84
2 / 1
56 / 80
5
/
1
2
3
/
1
2
*** NOT TO SCALE ***
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 otherswithout 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 EXISTING LANE VOLIM
PROJECT NUMBER 220280
FIGURE 52025 FUTURE NO BUILD
VOLUME
*A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines
BLACK = EXISTING
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
-
1
2
4
7
A
n
t
o
i
n
e
t
t
e
D
r
i
v
e
SR
-
2
5
0
1
(S
e
r
v
i
c
e
R
o
a
d
)
US Highway 421
NC
1
3
2
(
C
o
l
l
e
g
e
R
o
a
d
)
In
d
u
s
t
r
i
a
l
P
a
r
k
D
r
i
v
e
Sit
e
A
c
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
Piner Road
49
/
9
7
1358 / 1228
192 / 342
1191 / 1562
91 / 96
43 / 68
43 / 94
12
/
5
3
26
/
3
4
98
/
7
9
52
/
3
1
50
/
8
4
1233 / 1506
56 / 98
17
2
2
/
2
3
6
6
35
/
9
4
10
5
9
/
1
0
4
7
351 / 421 21
1
/
1
6
1
17
6
/
1
4
2
386 / 367195 / 133
171 / 200
233 / 218
84 / 143
219 / 227
23
3
3
/
1
8
4
0
67
/
1
3
1
72
2
/
1
1
5
2
25
3
/
1
0
0
15
0
/
3
4
0
20
8
/
1
2
3
5322 Carolina Beach Road
Wilmington, NC
AM / PM PEAKS
2 / 0
46 / 86
3 / 2
58 / 82
6
/
1
3
4
/
1
3
*** NOT TO SCALE ***
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 otherswithout 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 6TRIP DISTRIBUTION
PROJECT NUMBER 220280
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
-
1
2
4
7
An
t
o
i
n
e
t
t
e
D
r
i
v
e
SR
-
2
5
0
1
(S
e
r
v
i
c
e
R
o
a
d
)
US Highway 421
NC
1
3
2
(
C
o
l
l
e
g
e
R
o
a
d
)
In
d
u
s
t
r
i
a
l
P
a
r
k
D
r
i
v
e
Sit
e
A
c
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
Piner Road
5322 Carolina Beach Road
Wilmington, NC
BLACK = EXISTING
BLUE=PROPOSED
DESTINATION
NODE%
20%
IN = ENTERING
OUT = EXITING
35%
5%30%
50
%
O
U
T
10% IN
35
%
I
N
5% IN
10%
0%
20
%
I
N
20% OUT
5% OUT
30%OUT
50
%
O
U
T
20
%
O
U
T
35% OUT20% IN
20
%
O
U
T
10
%
O
U
T
10
%
I
N
10% OUT
10% IN
40
%
I
N
30
%
I
N
60% IN
Site Access 2
10% OUT
10% IN
*** NOT TO SCALE ***
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 otherswithout 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.
0
/
0
0
/
0
FIGURE 4 EXISTING LANE VOLIM
PROJECT NUMBER 220280
FIGURE 7
SITE TRIPS
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
-
1
2
4
7
An
t
o
i
n
e
t
t
e
D
r
i
v
e
SR
-
2
5
0
1
(S
e
r
v
i
c
e
R
o
a
d
)
US Highway 421
NC
1
3
2
(
C
o
l
l
e
g
e
R
o
a
d
)
In
d
u
s
t
r
i
a
l
P
a
r
k
D
r
i
v
e
Sit
e
A
c
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
Piner Road
0
/
0
7 / 4
0 / 0
2 / 7
0 / 0
0 / 0
4 / 14
2
/
7
7
/
4
0
/
0
33
/
2
1
0 / 02 / 7
0
/
0
9
/
2
7
0
/
0
3 / 2
0
/
0
0
/
0
0 / 00 / 0
1 / 3
23 / 14
12 / 8
0 / 0
0
/
0
4
/
1
4
8
/
2
4
0
/
0
0
/
0
0
/
0
5322 Carolina Beach Road
AM / PM PEAKS
13 / 41
0 / 0
2 / 7
0 / 0
12
/
8
33
/
2
1
20 / 12
0 / 0
7
/
2
0
0
/
0
BLACK = EXISTING
BLUE=PROPOSED
Site Access 2
7 / 4
*** NOT TO SCALE ***
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 otherswithout 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.
0
/
0
14
5
/
1
2
7
FIGURE 4 EXISTING LANE VOLIM
PROJECT NUMBER 220280
FIGURE 82025 FUTURE BUILD
VOLUMES
*A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
-
1
2
4
7
An
t
o
i
n
e
t
t
e
D
r
i
v
e
SR
-
2
5
0
1
(S
e
r
v
i
c
e
R
o
a
d
)
US Highway 421
NC
1
3
2
(
C
o
l
l
e
g
e
R
o
a
d
)
In
d
u
s
t
r
i
a
l
P
a
r
k
D
r
i
v
e
Sit
e
A
c
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
Piner Road
49
/
9
7
1365 / 1232
192 / 342
1193 / 1569
91 / 96
43 / 68
47 / 108
14
/
6
0
33
/
3
8
52
/
3
1
83
/
1
0
5
1233 / 150658 / 105
17
2
2
/
2
3
6
6
44
/
1
2
1
10
5
9
/
1
0
4
7
354 / 423
21
1
/
1
6
1
17
6
/
1
4
2
386 / 367195 / 133
172 / 203
256 / 232
96 / 151
219 / 227
23
3
3
/
1
8
4
0
71
/
1
4
5
73
0
/
1
1
7
6
25
3
/
1
0
0
15
0
/
3
4
0
20
8
/
1
2
3
5322 Carolina Beach Road
AM / PM PEAKS
15 / 41
46 / 86
5 / 9
58 / 82
18
/
2
1
37
/
3
4
50 / 33
0 / 0
17
/
5
3
87
/
8
7
BLACK = EXISTING
BLUE=PROPOSED
Site Access 2
7 / 4
*** NOT TO SCALE ***
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 otherswithout 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.
0
/
0
0
/
0
FIGURE 4 EXISTING LANE VOLIM
PROJECT NUMBER 220280
FIGURE AAPPROVED DEVELOPMENT
TRIPS
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
-
1
2
4
7
An
t
o
i
n
e
t
t
e
D
r
i
v
e
SR
-
2
5
0
1
(S
e
r
v
i
c
e
R
o
a
d
)
US Highway 421
NC
1
3
2
(
C
o
l
l
e
g
e
R
o
a
d
)
In
d
u
s
t
r
i
a
l
P
a
r
k
D
r
i
v
e
Sit
e
A
c
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
Piner Road
0
/
0
0 / 0
0 / 0
0 / 0
0 / 0
3 / 10
3 / 10
4
/
1
3
12
/
6
9
/
5
0
/
0
9 / 50 / 0
9
/
5
0
/
0
0
/
0
0 / 0
0
/
0
0
/
0
0 / 00 / 0
0 / 0
0 / 0
0 / 0
0 / 0
3
/
1
0
0
/
0
0
/
0
0
/
0
0
/
0
0
/
0
5322 Carolina Beach Road
AM / PM PEAKS
0 / 0
0 / 0
0 / 0
0 / 0
0
/
0
0
/
0
30 / 21
0 / 0
10
/
3
3
0
/
0
BLACK = EXISTING
BLUE=PROPOSED
Site Access 2
0 / 0
Home Office: Wilmington Regional Office: Serving the Southeast since 2002 119 Brookstown Ave. Suite PH1 5917 Oleander Drive, Suite 206 Winston-Salem, NC 27101 Wilmington, NC 28403 Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912; Fax: 336.458.9377
February 3, 2023 Transportation Impact Analysis (TIA) Scoping DAVENPORT Project Number 220280
5322 Carolina Beach Road Wilmington, NC Proposed Land Uses Full Build LUC 215: 35 townhomes LUC 220: 165 apartments Proposed Study Intersections 1. US 421 and Service Road- (unsignalized- near car wash) 2. US 421 and Service Road (signalized- near Fire Station) 3. US 421 and NC 132 (College Road) (signalized) 4. US 421 and Antoinette Drive (signalized) 5. Service Road and Site Access 1 (unsignalized- existing car wash exit) 6. Antoinette Drive and Site Access 2 (unsignalized) Proposed annual growth rate – 1% Analysis Periods – Weekday, AM peak (7:00-9:00 am) and PM peak (4:00-6:00 pm) Turning Movement Counts Traffic counts were performed January 12th, 2023. Intersection of US 421 and College Road/Piner Road was the controlling intersection. Peak hour volumes of controlling intersection (7:30 am – 8:30 am and 4:45 pm – 5:45 pm) was used for all study intersections. Traffic volumes were not balanced due to the presence of numerous driveways in the study area. One notable imbalance was eastbound in the PM peak hour from US 421 and Antionette Dr to US 421 and Service Road (car wash). There was a drop of 118 vehicles. There was not a notable imbalance between US 421 and Service Road (car wash) and US 421 and College Road/Piner Road. Therefore, volumes were not balanced up at US 421 and Service Road (car wash). At US 421 and Antoinette Drive, volumes were not balanced down to provide a more conservative analysis. It should be noted that the gas station at the southeast corner of US 421 and Antionette Drive could contribute to the imbalance. Furthermore, this gas station and auto parts store likely provide an overestimated through volume count at Site Access 2. TIA Analysis Scenarios:
• 2023 Existing Conditions
• 2025 Future No Build Conditions
• 2025 Future Build Conditions
• 2025 Future Build Conditions with Improvements (if required)
Page 2 2/3/2022 DAVENPORT Project No. 220280
Home Office: Wilmington Regional Office: Serving the Southeast since 2002 119 Brookstown Ave. Suite PH1 5917 Oleander Drive, Suite 206 Winston-Salem, NC 27101 Wilmington, NC 28403 Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912; Fax: 336.458.9377
Trip Generation – ITE Trip Generation 11th Edition - Graphs attached
Proposed site trip directional distribution - to be completed and sent for approval after taking counts Approved developments – Towns at Park Place- 88 townhomes, 40 AM peak hour trips, 49 PM peak hour trips. Approved development volume figure attached. Committed Improvements by others – n/a unless instructed otherwise Other Remarks – N/A
24-Hour
Two-Way
Land Use ITE Land
Use Code Data Source Volume Enter Exit Total Enter Exit Total
Single-Family Attached
Housing 215 35
Dwelling
Units
Adjacent-
Equation 216 4 9 13 10 7 17
Multifamily Housing
(Low-Rise)220 165
Dwelling
Units
Adjacent-
Equation 1,133 18 56 74 58 34 92
1,349 22 65 87 68 41 109
Table 4.2 - ITE 11th Edition Trip Generation
Average Weekday Driveway Volumes AM Peak Hour
Size
Total Primary Trips
PM Peak Hour
FIGURE 1
CONCEPTUAL SITE PLAN
5322 Carolina Beach Road
Project Number 220280
FIGURE 2A
SITE LOCATION MAP SITE INDICATOR
SITE
FIGURE 2B
PROPOSED STUDY
INTERSECTIONS
Site
1
2
3
4
5
6
STUDY INTERSECTIONS
EXISTING
PROPOSED
*** NOT TO SCALE ***
BLACK = EXISTING
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
AADT VOLUMES2021
STOP
This document,together with the concepts and designs presented herein,is intended only for the specific purpose and client for which it wasprepared.Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT,shall be withoutliabilitytoDAVENPORT,and shall be a violation of the agreement between DAVENPORT and the client.
FIGURE 3 EXISTING LANE GEOMETRY
PROJECT NUMBER 220280
SR
-12
4
7
An
t
o
i
n
e
t
t
e
D
r
i
v
e
SPEEDLIMIT25
SPEEDLIMIT45
5322 Carolina Beach Road
Wilmington,NC
SR
-25
0
1
(S
e
r
v
i
c
e
R
o
a
d
)
US Highway 421 16,000
34
,
5
0
0
SPEEDLIMIT45
NC
1
3
2
(
C
o
l
l
e
g
e
R
o
a
d
)
SPEEDLIMIT45
SPEEDLIMIT25
~725'
~550'
550'
75
'
150'250'
200'
32
5
'
275'
In
d
u
s
t
r
i
a
l
P
a
r
k
D
r
i
v
e
SPEEDLIMIT45
FULL
150'300'70
0
'
30
0
'
27
5
'
55
0
'
14
2
5
'
1175'
900'
100'
60
0
'
70
0
'
175'
225'225'
20
0
'
32
5
'
~1
9
5
0
'
43
,
0
0
0
33,500
Si
t
e
Ac
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
Piner Road
US
H
i
g
h
w
a
y
42
1
*** NOT TO SCALE ***
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 otherswithout 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 EXISTING LANE VOLIM
PROJECT NUMBER 220280
FIGURE 4 2023 EXISTING TRAFFIC
VOLUMES
*A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines
BLACK = EXISTING
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
-
1
2
4
7
A
n
t
o
i
n
e
t
t
e
D
r
i
v
e
SR
-
2
5
0
1
(S
e
r
v
i
c
e
R
o
a
d
)
US Highway 421
NC
1
3
2
(
C
o
l
l
e
g
e
R
o
a
d
)
In
d
u
s
t
r
i
a
l
P
a
r
k
D
r
i
v
e
Sit
e
A
c
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
Piner Road
48
/
9
5
1331 / 1203
188 / 335
1167 / 1531
89 / 94
39 / 56
39 / 82
7
/
3
9
13
/
2
7
87
/
7
2
42
/
2
5
49
/
8
2
1199 / 1471
54 / 96
16
7
9
/
2
3
1
4
34
/
9
2
10
3
8
/
1
0
2
6
344 / 412 20
6
/
1
5
7
17
2
/
1
3
9
378 / 359191 / 130
167 / 196
228 / 213
82 / 140
214 / 222
22
8
4
/
1
7
9
3
65
/
1
2
8
70
7
/
1
1
2
9
24
8
/
9
8
14
7
/
3
3
3
20
3
/
1
2
0
5322 Carolina Beach Road
Wilmington, NC
AM / PM PEAKS
1 / 0
45 / 84
2 / 1
56 / 80
5
/
1
2
3
/
1
2
*** NOT TO SCALE ***
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 otherswithout 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 EXISTING LANE VOLIM
PROJECT NUMBER 220280
FIGURE 52025 FUTURE NO BUILD
VOLUME
*A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines
BLACK = EXISTING
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
-
1
2
4
7
A
n
t
o
i
n
e
t
t
e
D
r
i
v
e
SR
-
2
5
0
1
(S
e
r
v
i
c
e
R
o
a
d
)
US Highway 421
NC
1
3
2
(
C
o
l
l
e
g
e
R
o
a
d
)
In
d
u
s
t
r
i
a
l
P
a
r
k
D
r
i
v
e
Sit
e
A
c
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
Piner Road
49
/
9
7
1358 / 1228
192 / 342
1191 / 1562
91 / 96
43 / 68
43 / 94
12
/
5
3
26
/
3
4
98
/
7
9
52
/
3
1
50
/
8
4
1233 / 1506
56 / 98
17
2
2
/
2
3
6
6
35
/
9
4
10
5
9
/
1
0
4
7
351 / 421 21
1
/
1
6
1
17
6
/
1
4
2
386 / 367195 / 133
171 / 200
233 / 218
84 / 143
219 / 227
23
3
3
/
1
8
4
0
67
/
1
3
1
72
2
/
1
1
5
2
25
3
/
1
0
0
15
0
/
3
4
0
20
8
/
1
2
3
5322 Carolina Beach Road
Wilmington, NC
AM / PM PEAKS
2 / 0
46 / 86
3 / 2
58 / 82
6
/
1
3
4
/
1
3
*** NOT TO SCALE ***
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 otherswithout 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 6TRIP DISTRIBUTION
PROJECT NUMBER 220280
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
-
1
2
4
7
An
t
o
i
n
e
t
t
e
D
r
i
v
e
SR
-
2
5
0
1
(S
e
r
v
i
c
e
R
o
a
d
)
US Highway 421
NC
1
3
2
(
C
o
l
l
e
g
e
R
o
a
d
)
In
d
u
s
t
r
i
a
l
P
a
r
k
D
r
i
v
e
Sit
e
A
c
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
Piner Road
5322 Carolina Beach Road
Wilmington, NC
BLACK = EXISTING
BLUE=PROPOSED
DESTINATION
NODE%
20%
IN = ENTERING
OUT = EXITING
35%
5%30%
50
%
O
U
T
10% IN
35
%
I
N
5% IN
10%
0%
20
%
I
N
20% OUT
5% OUT
30%OUT
50
%
O
U
T
20
%
O
U
T
35% OUT20% IN
20
%
O
U
T
10
%
O
U
T
10
%
I
N
10% OUT
10% IN
40
%
I
N
30
%
I
N
60% IN
Site Access 2
10% OUT
10% IN
*** NOT TO SCALE ***
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 otherswithout 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.
0
/
0
0
/
0
FIGURE 4 EXISTING LANE VOLIM
PROJECT NUMBER 220280
FIGURE 7
SITE TRIPS
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
-
1
2
4
7
An
t
o
i
n
e
t
t
e
D
r
i
v
e
SR
-
2
5
0
1
(S
e
r
v
i
c
e
R
o
a
d
)
US Highway 421
NC
1
3
2
(
C
o
l
l
e
g
e
R
o
a
d
)
In
d
u
s
t
r
i
a
l
P
a
r
k
D
r
i
v
e
Sit
e
A
c
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
Piner Road
0
/
0
7 / 4
0 / 0
2 / 7
0 / 0
0 / 0
4 / 14
2
/
7
7
/
4
0
/
0
33
/
2
1
0 / 02 / 7
0
/
0
9
/
2
7
0
/
0
3 / 2
0
/
0
0
/
0
0 / 00 / 0
1 / 3
23 / 14
12 / 8
0 / 0
0
/
0
4
/
1
4
8
/
2
4
0
/
0
0
/
0
0
/
0
5322 Carolina Beach Road
AM / PM PEAKS
13 / 41
0 / 0
2 / 7
0 / 0
12
/
8
33
/
2
1
20 / 12
0 / 0
7
/
2
0
0
/
0
BLACK = EXISTING
BLUE=PROPOSED
Site Access 2
7 / 4
*** NOT TO SCALE ***
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 otherswithout 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.
0
/
0
14
5
/
1
2
7
FIGURE 4 EXISTING LANE VOLIM
PROJECT NUMBER 220280
FIGURE 82025 FUTURE BUILD
VOLUMES
*A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT Congestion Management Guidelines
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
-
1
2
4
7
An
t
o
i
n
e
t
t
e
D
r
i
v
e
SR
-
2
5
0
1
(S
e
r
v
i
c
e
R
o
a
d
)
US Highway 421
NC
1
3
2
(
C
o
l
l
e
g
e
R
o
a
d
)
In
d
u
s
t
r
i
a
l
P
a
r
k
D
r
i
v
e
Sit
e
A
c
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
Piner Road
49
/
9
7
1365 / 1232
192 / 342
1193 / 1569
91 / 96
43 / 68
47 / 108
14
/
6
0
33
/
3
8
52
/
3
1
83
/
1
0
5
1233 / 150658 / 105
17
2
2
/
2
3
6
6
44
/
1
2
1
10
5
9
/
1
0
4
7
354 / 423
21
1
/
1
6
1
17
6
/
1
4
2
386 / 367195 / 133
172 / 203
256 / 232
96 / 151
219 / 227
23
3
3
/
1
8
4
0
71
/
1
4
5
73
0
/
1
1
7
6
25
3
/
1
0
0
15
0
/
3
4
0
20
8
/
1
2
3
5322 Carolina Beach Road
AM / PM PEAKS
15 / 41
46 / 86
5 / 9
58 / 82
18
/
2
1
37
/
3
4
50 / 33
0 / 0
17
/
5
3
87
/
8
7
BLACK = EXISTING
BLUE=PROPOSED
Site Access 2
7 / 4
*** NOT TO SCALE ***
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 otherswithout 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.
0
/
0
0
/
0
FIGURE 4 EXISTING LANE VOLIM
PROJECT NUMBER 220280
FIGURE AAPPROVED DEVELOPMENT
TRIPS
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
SR
-
1
2
4
7
An
t
o
i
n
e
t
t
e
D
r
i
v
e
SR
-
2
5
0
1
(S
e
r
v
i
c
e
R
o
a
d
)
US Highway 421
NC
1
3
2
(
C
o
l
l
e
g
e
R
o
a
d
)
In
d
u
s
t
r
i
a
l
P
a
r
k
D
r
i
v
e
Sit
e
A
c
c
e
s
s
1
(C
a
r
W
a
s
h
E
x
i
t
)
Piner Road
0
/
0
0 / 0
0 / 0
0 / 0
0 / 0
3 / 10
3 / 10
4
/
1
3
12
/
6
9
/
5
0
/
0
9 / 50 / 0
9
/
5
0
/
0
0
/
0
0 / 0
0
/
0
0
/
0
0 / 00 / 0
0 / 0
0 / 0
0 / 0
0 / 0
3
/
1
0
0
/
0
0
/
0
0
/
0
0
/
0
0
/
0
5322 Carolina Beach Road
AM / PM PEAKS
0 / 0
0 / 0
0 / 0
0 / 0
0
/
0
0
/
0
30 / 21
0 / 0
10
/
3
3
0
/
0
BLACK = EXISTING
BLUE=PROPOSED
Site Access 2
0 / 0
Count Number: SITE 5
County: NEW HANOVER
Division: 03
Location: SERVICE RD. AND CAR
WASH EXIT
Location Type: 3-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 01-12-2023
Time: 7:00AM-9:00AM AND
4:00PM-6:00PM
Video Time Used: 7:00AM-
9:00AM AND 4:00PM-6:00PM
(01-12)
Total Volume: 565
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: SOME CARS ENTER THE EXIT
LOCATION OF COUNT SITE: SITE 5
North
T-INTERSECTION
SE
R
V
I
C
E
R
D
.
CAR WASH EXIT
SE
R
V
I
C
E
R
D
.
LOCATIONCAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’:
Traffic Signal Within 300’:
Railroad Within 300’:
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’: YES
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
File Name : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 1
SERVICE RD. AND CAR WASH EXIT
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
T-INTERSECTION
SOUTHBOUND
SERVICE RD.
WESTBOUND
CAR WASH EXIT
NORTHBOUND
SERVICE RD.
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 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 1 0 0 1 11
07:15 AM 0 0 0 0 0 0 17 0 0 17 0 0 0 0 0 0 7 0 0 7 24
07:30 AM 0 0 0 0 0 0 13 0 0 13 0 0 0 0 0 0 12 1 0 13 26
07:45 AM 0 0 0 0 0 0 14 0 0 14 0 0 0 0 0 0 11 0 0 11 25
Total 0 0 0 0 0 0 54 0 0 54 0 0 0 0 0 0 31 1 0 32 86
08:00 AM 0 0 0 0 0 0 16 0 0 16 1 0 0 0 1 0 13 0 0 13 30
08:15 AM 0 0 0 0 0 1 13 0 0 14 0 0 2 0 2 0 9 1 0 10 26
08:30 AM 0 0 0 0 0 0 9 0 0 9 2 0 3 0 5 0 7 0 0 7 21
08:45 AM 0 0 0 0 0 0 13 0 0 13 1 0 0 0 1 0 11 0 0 11 25
Total 0 0 0 0 0 1 51 0 0 52 4 0 5 0 9 0 40 1 0 41 102
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 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
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 : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 2
SERVICE RD. AND CAR WASH EXIT
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
T-INTERSECTION
SOUTHBOUND
SERVICE RD.
WESTBOUND
CAR WASH EXIT
NORTHBOUND
SERVICE RD.
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 0 0 0 0 1 18 0 0 19 1 0 4 0 5 0 21 0 0 21 45
04:15 PM 0 0 0 0 0 0 18 0 0 18 5 0 5 0 10 0 20 0 0 20 48
04:30 PM 0 0 0 0 0 0 17 0 0 17 3 0 5 0 8 0 18 1 0 19 44
04:45 PM 0 0 0 0 0 0 13 0 0 13 5 0 6 0 11 0 13 0 0 13 37
Total 0 0 0 0 0 1 66 0 0 67 14 0 20 0 34 0 72 1 0 73 174
05:00 PM 0 0 0 0 0 0 26 0 0 26 4 0 2 0 6 0 17 0 0 17 49
05:15 PM 0 0 0 0 0 0 20 0 0 20 3 0 3 0 6 0 20 1 0 21 47
05:30 PM 0 0 0 0 0 0 21 0 0 21 0 0 1 0 1 0 34 0 0 34 56
05:45 PM 0 0 0 0 0 0 16 0 0 16 5 0 2 0 7 0 28 0 0 28 51
Total 0 0 0 0 0 0 83 0 0 83 12 0 8 0 20 0 99 1 0 100 203
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 0 0 0 0 0 2 254 0 0 256 30 0 33 0 63 0 242 4 0 246 565
Apprch %0 0 0 0 0.8 99.2 0 0 47.6 0 52.4 0 0 98.4 1.6 0
Total %0 0 0 0 0 0.4 45 0 0 45.3 5.3 0 5.8 0 11.2 0 42.8 0.7 0 43.5
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 3
SERVICE RD. AND CAR WASH EXIT
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
T-INTERSECTION
S
E
R
V
I
C
E
R
D
.
S
E
R
V
I
C
E
R
D
.
CAR WASH EXIT
Right
0
Thru
0
Left
0
Peds
0
InOut Total
0 0 0
Ri
g
h
t
0
Th
r
u 25
4
Le
f
t
2
Pe
d
s
0
Ou
t
To
t
a
l
In
27
5
25
6
53
1
Left
30
Thru
0
Right
33
Peds
0
Out TotalIn
6 63 69
Le
f
t
0
Th
r
u24
2
Rig
h
t
4
Pe
d
s
0
To
t
a
l
Ou
t
In
28
4
24
6
53
0
1/12/2023 06:00 AM
1/12/2023 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 : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 4
SERVICE RD. AND CAR WASH EXIT
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
T-INTERSECTION
SOUTHBOUND
SERVICE RD.
WESTBOUND
CAR WASH EXIT
NORTHBOUND
SERVICE RD.
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 07:30 AM
07:30 AM 0 0 0 0 0 0 13 0 0 13 0 0 0 0 0 0 12 1 0 13 26
07:45 AM 0 0 0 0 0 0 14 0 0 14 0 0 0 0 0 0 11 0 0 11 25
08:00 AM 0 0 0 0 0 0 16 0 0 16 1 0 0 0 1 0 13 0 0 13 30
08:15 AM 0 0 0 0 0 1 13 0 0 14 0 0 2 0 2 0 9 1 0 10 26
Total Volume 0 0 0 0 0 1 56 0 0 57 1 0 2 0 3 0 45 2 0 47 107
% App. Total 0 0 0 0 1.8 98.2 0 0 33.3 0 66.7 0 0 95.7 4.3 0
PHF .000 .000 .000 .000 .000 .250 .875 .000 .000 .891 .250 .000 .250 .000 .375 .000 .865 .500 .000 .904 .892
T-INTERSECTION
S
E
R
V
I
C
E
R
D
.
S
E
R
V
I
C
E
R
D
.
CAR WASH EXIT
Right
0
Thru
0
Left
0
Peds
0
InOut Total
0 0 0
Rig
h
t
0
Th
r
u
56
Le
f
t
1
Pe
d
s
0
Ou
t
To
t
a
l
In
47
57
10
4
Left
1
Thru
0
Right
2
Peds
0
Out TotalIn
3 3 6
Le
f
t
0
Th
r
u
45
Rig
h
t
2
Pe
d
s
0
To
t
a
l
Ou
t
In
57
47
10
4
Peak Hour Begins at 07:30 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 : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 5
SERVICE RD. AND CAR WASH EXIT
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
T-INTERSECTION
SOUTHBOUND
SERVICE RD.
WESTBOUND
CAR WASH EXIT
NORTHBOUND
SERVICE RD.
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 05:00 PM
05:00 PM 0 0 0 0 0 0 26 0 0 26 4 0 2 0 6 0 17 0 0 17 49
05:15 PM 0 0 0 0 0 0 20 0 0 20 3 0 3 0 6 0 20 1 0 21 47
05:30 PM 0 0 0 0 0 0 21 0 0 21 0 0 1 0 1 0 34 0 0 34 56
05:45 PM 0 0 0 0 0 0 16 0 0 16 5 0 2 0 7 0 28 0 0 28 51
Total Volume 0 0 0 0 0 0 83 0 0 83 12 0 8 0 20 0 99 1 0 100 203
% App. Total 0 0 0 0 0 100 0 0 60 0 40 0 0 99 1 0
PHF .000 .000 .000 .000 .000 .000 .798 .000 .000 .798 .600 .000 .667 .000 .714 .000 .728 .250 .000 .735 .906
T-INTERSECTION
S
E
R
V
I
C
E
R
D
.
S
E
R
V
I
C
E
R
D
.
CAR WASH EXIT
Right
0
Thru
0
Left
0
Peds
0
InOut Total
0 0 0
Rig
h
t
0
Th
r
u
83
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
10
7
83
19
0
Left
12
Thru
0
Right
8
Peds
0
Out TotalIn
1 20 21
Le
f
t
0
Th
r
u
99
Ri
g
h
t
1
Pe
d
s
0
To
t
a
l
Ou
t
In
95
10
0
19
5
Peak Hour Begins at 05:00 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 : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 6
SERVICE RD. AND CAR WASH EXIT
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
WESTBOUND: SERVICE RD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 7
SERVICE RD. AND CAR WASH EXIT
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NORTHBOUND: CAR WASH EXIT
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 8
SERVICE RD. AND CAR WASH EXIT
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
EASTBOUND: SERVICE RD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 9
SERVICE RD. AND CAR WASH EXIT
WILMINGTON 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
Count Number: SITE 4
County: NEW HANOVER
Division: 03
Location: US 421 AND
ANTOINETTE DR.
Location Type: 4-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 01-12-2023
Time: 7:00AM-9:00AM AND
4:00PM-6:00PM
Video Time Used: 7:00AM-
9:00AM AND 4:00PM-6:00PM
(01-12)
Total Volume: 13,046
Weather: SUNNY
1. School in Session: YES
2. Pedestrians Observed During Count: YES
3. Disabled Pedestrians Present: NO
4. Counted By: KENNETH JOHNSON
5. Data Processor: MICHAEL JOHNSON
6. Signal Inventory: 03-0480
7. Intersection Controlled By: TRAFFIC SIGNAL
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: SITE 4
North
ANTOINETTE DR.
US
4
2
1
ANTOINETTE DR.
US
4
2
1
LOCATIONCAMERA
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’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
SIGNAL CABINET:
File Name : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 1
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
Groups Printed- ALL VEHICLES
ANTOINETTE DR.
SOUTHBOUND
US 421
WESTBOUND
ANTOINETTE DR.
NORTHBOUND
US 421
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 8 1 9 0 18 3 211 6 0 220 22 3 2 0 27 26 166 4 0 196 461
07:15 AM 12 1 10 0 23 4 345 10 0 359 40 5 8 0 53 51 287 11 0 349 784
07:30 AM 6 3 14 0 23 10 315 11 0 336 40 4 11 0 55 75 328 6 0 409 823
07:45 AM 9 2 9 0 20 5 311 19 0 335 24 4 10 0 38 52 369 14 0 435 828
Total 35 7 42 0 84 22 1182 46 0 1250 126 16 31 0 173 204 1150 35 0 1389 2896
08:00 AM 8 2 10 0 20 17 341 31 0 389 11 4 10 0 25 23 195 8 0 226 660
08:15 AM 5 0 15 0 20 7 364 28 0 399 12 1 11 0 24 37 275 11 0 323 766
08:30 AM 13 3 16 0 32 6 260 13 0 279 33 14 11 0 58 81 471 11 1 564 933
08:45 AM 17 5 17 0 39 10 198 31 1 240 13 4 2 1 20 60 319 17 0 396 695
Total 43 10 58 0 111 40 1163 103 1 1307 69 23 34 1 127 201 1260 47 1 1509 3054
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 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
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 : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 2
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
Groups Printed- ALL VEHICLES
ANTOINETTE DR.
SOUTHBOUND
US 421
WESTBOUND
ANTOINETTE DR.
NORTHBOUND
US 421
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 29 11 17 0 57 13 350 27 0 390 21 4 5 0 30 48 370 15 0 433 910
04:15 PM 45 11 23 0 79 25 275 15 0 315 20 2 10 0 32 40 340 12 0 392 818
04:30 PM 31 7 36 0 74 13 265 19 0 297 17 5 9 0 31 47 345 23 1 416 818
04:45 PM 29 6 23 0 58 6 307 23 0 336 17 5 6 0 28 72 369 16 0 457 879
Total 134 35 99 0 268 57 1197 84 0 1338 75 16 30 0 121 207 1424 66 1 1698 3425
05:00 PM 30 16 20 0 66 13 287 23 0 323 19 4 9 0 32 83 408 16 0 507 928
05:15 PM 24 7 31 0 62 13 314 14 0 341 12 7 6 0 25 72 398 16 0 486 914
05:30 PM 43 10 21 0 74 24 295 34 0 353 24 11 4 0 39 108 356 34 0 498 964
05:45 PM 34 10 36 0 80 21 260 22 0 303 4 8 5 0 17 90 346 29 0 465 865
Total 131 43 108 0 282 71 1156 93 0 1320 59 30 24 0 113 353 1508 95 0 1956 3671
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 343 95 307 0 745 190 4698 326 1 5215 329 85 119 1 534 965 5342 243 2 6552 13046
Apprch %46 12.8 41.2 0 3.6 90.1 6.3 0 61.6 15.9 22.3 0.2 14.7 81.5 3.7 0
Total %2.6 0.7 2.4 0 5.7 1.5 36 2.5 0 40 2.5 0.7 0.9 0 4.1 7.4 40.9 1.9 0 50.2
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 3
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
ANTOINETTE DR.
U
S
4
2
1
U
S
4
2
1
ANTOINETTE DR.
Right
307
Thru
95
Left
343
Peds
0
InOut Total
1376 745 2121
Ri
g
h
t
32
6
Th
r
u
46
9
8
Le
f
t
19
0
Pe
d
s
1
Ou
t
To
t
a
l
In
58
0
4
52
1
5
11
0
1
9
Left
329
Thru
85
Right
119
Peds
1
Out TotalIn
528 534 1062
Le
f
t
96
5
Th
r
u
53
4
2
Rig
h
t
24
3
Pe
d
s
2
To
t
a
l
Ou
t
In
53
3
4
65
5
2
11
8
8
6
1/12/2023 06:00 AM
1/12/2023 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 : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 4
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
ANTOINETTE DR.
SOUTHBOUND
US 421
WESTBOUND
ANTOINETTE DR.
NORTHBOUND
US 421
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 07:45 AM
07:45 AM 9 2 9 0 20 5 311 19 0 335 24 4 10 0 38 52 369 14 0 435 828
08:00 AM 8 2 10 0 20 17 341 31 0 389 11 4 10 0 25 23 195 8 0 226 660
08:15 AM 5 0 15 0 20 7 364 28 0 399 12 1 11 0 24 37 275 11 0 323 766
08:30 AM 13 3 16 0 32 6 260 13 0 279 33 14 11 0 58 81 471 11 1 564 933
Total Volume 35 7 50 0 92 35 1276 91 0 1402 80 23 42 0 145 193 1310 44 1 1548 3187
% App. Total 38 7.6 54.3 0 2.5 91 6.5 0 55.2 15.9 29 0 12.5 84.6 2.8 0.1
PHF .673 .583 .781 .000 .719 .515 .876 .734 .000 .878 .606 .411 .955 .000 .625 .596 .695 .786 .250 .686 .854
ANTOINETTE DR.
U
S
4
2
1
U
S
4
2
1
ANTOINETTE DR.
Right
50
Thru
7
Left
35
Peds
0
InOut Total
307 92 399
Rig
h
t
91
Th
r
u
12
7
6
Le
f
t
35
Pe
d
s
0
Ou
t
To
t
a
l
In
13
8
7
14
0
2
27
8
9
Left
80
Thru
23
Right
42
Peds
0
Out TotalIn
86 145 231
Le
f
t
19
3
Th
r
u
13
1
0
Rig
h
t
44
Pe
d
s
1
To
t
a
l
Ou
t
In
14
0
6
15
4
8
29
5
4
Peak Hour Begins at 07:45 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 : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 5
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
ANTOINETTE DR.
SOUTHBOUND
US 421
WESTBOUND
ANTOINETTE DR.
NORTHBOUND
US 421
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 04:45 PM
04:45 PM 29 6 23 0 58 6 307 23 0 336 17 5 6 0 28 72 369 16 0 457 879
05:00 PM 30 16 20 0 66 13 287 23 0 323 19 4 9 0 32 83 408 16 0 507 928
05:15 PM 24 7 31 0 62 13 314 14 0 341 12 7 6 0 25 72 398 16 0 486 914
05:30 PM 43 10 21 0 74 24 295 34 0 353 24 11 4 0 39 108 356 34 0 498 964
Total Volume 126 39 95 0 260 56 1203 94 0 1353 72 27 25 0 124 335 1531 82 0 1948 3685
% App. Total 48.5 15 36.5 0 4.1 88.9 6.9 0 58.1 21.8 20.2 0 17.2 78.6 4.2 0
PHF .733 .609 .766 .000 .878 .583 .958 .691 .000 .958 .750 .614 .694 .000 .795 .775 .938 .603 .000 .961 .956
ANTOINETTE DR.
U
S
4
2
1
U
S
4
2
1
ANTOINETTE DR.
Right
95
Thru
39
Left
126
Peds
0
InOut Total
456 260 716
Rig
h
t
94
Th
r
u
12
0
3
Le
f
t
56
Pe
d
s
0
Ou
t
To
t
a
l
In
16
8
2
13
5
3
30
3
5
Left
72
Thru
27
Right
25
Peds
0
Out TotalIn
177 124 301
Le
f
t
33
5
Th
r
u
15
3
1
Ri
g
h
t
82
Pe
d
s
0
To
t
a
l
Ou
t
In
13
7
0
19
4
8
33
1
8
Peak Hour Begins at 04:45 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 : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 6
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
SOUTHBOUND: ANTOINETTE DR.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 7
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
WESTBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 8
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
NORTHBOUND: ANTOINETTE DR.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 9
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
EASTBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 10
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
Count Number: SITE 3
County: NEW HANOVER
Division: 03
Location: US 421 AND NC 132
Location Type: 3-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 01-12-2023
Time: 7:00AM-9:00AM AND
4:00PM-6:00PM
Video Time Used: 7:00AM-
9:00AM AND 4:00PM-6:00PM
(01-12)
Total Volume: 20,478
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: 03-0153
7. Intersection Controlled By: TRAFFIC SIGNAL
8. Data Collection Method: Jamar DB-400 Electronic Count Board
9. Equipment Operating Properly: Yes
10. Area Lighting: YES
11. Construction Present: NO
12. Traffic Problems Observed: NO
LOCATION OF COUNT SITE: SITE 3
North
NC 132
US
4
2
1
NC 132
US
4
2
1
LOCATIONCAMERA
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’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
File Name : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 1
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
NC 132
SOUTHBOUND
US 421
WESTBOUND
NC 132
NORTHBOUND
US 421
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 15 104 102 0 221 21 54 31 0 106 146 229 9 0 384 41 33 191 0 265 976
07:15 AM 25 111 25 0 161 41 79 38 0 158 210 299 23 0 532 66 60 151 0 277 1128
07:30 AM 61 187 46 0 294 45 94 53 0 192 193 256 34 0 483 60 61 238 0 359 1328
07:45 AM 68 190 33 0 291 39 61 46 0 146 241 292 52 0 585 55 108 124 0 287 1309
Total 169 592 206 0 967 146 288 168 0 602 790 1076 118 0 1984 222 262 704 0 1188 4741
08:00 AM 69 197 58 0 324 45 106 46 0 197 205 216 65 0 486 58 100 179 0 337 1344
08:15 AM 50 133 10 0 193 38 117 46 0 201 235 274 55 0 564 55 75 134 0 264 1222
08:30 AM 46 136 45 0 227 33 67 30 0 130 247 266 29 0 542 52 45 130 0 227 1126
08:45 AM 40 169 66 0 275 23 50 28 0 101 122 154 33 0 309 27 50 125 0 202 887
Total 205 635 179 0 1019 139 340 150 0 629 809 910 182 0 1901 192 270 568 0 1030 4579
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 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
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 : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 2
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
NC 132
SOUTHBOUND
US 421
WESTBOUND
NC 132
NORTHBOUND
US 421
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 65 220 28 0 313 52 97 42 0 191 231 288 47 0 566 60 89 167 0 316 1386
04:15 PM 83 288 7 0 378 34 84 46 0 164 219 248 45 0 512 54 92 217 0 363 1417
04:30 PM 88 247 92 0 427 47 71 27 0 145 159 219 33 0 411 59 96 278 0 433 1416
04:45 PM 96 294 20 0 410 45 106 38 0 189 184 272 28 0 484 47 88 171 0 306 1389
Total 332 1049 147 0 1528 178 358 153 0 689 793 1027 153 0 1973 220 365 833 0 1418 5608
05:00 PM 76 262 46 0 384 48 76 28 0 152 183 226 33 0 442 63 98 240 0 401 1379
05:15 PM 77 295 7 0 379 49 94 31 0 174 215 281 57 0 553 52 104 268 0 424 1530
05:30 PM 84 278 25 0 387 54 83 33 0 170 183 247 39 0 469 51 122 242 0 415 1441
05:45 PM 72 196 32 0 300 32 69 32 0 133 173 199 18 0 390 38 99 240 0 377 1200
Total 309 1031 110 0 1450 183 322 124 0 629 754 953 147 0 1854 204 423 990 0 1617 5550
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 1015 3307 642 0 4964 646 1308 595 0 2549 3146 3966 600 0 7712 838 1320 3095 0 5253 20478
Apprch %20.4 66.6 12.9 0 25.3 51.3 23.3 0 40.8 51.4 7.8 0 16 25.1 58.9 0
Total %5 16.1 3.1 0 24.2 3.2 6.4 2.9 0 12.4 15.4 19.4 2.9 0 37.7 4.1 6.4 15.1 0 25.7
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 3
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NC 132
U
S
4
2
1
U
S
4
2
1
NC 132
Right
642
Thru
3307
Left
1015
Peds
0
InOut Total
5399 4964 10363
Ri
g
h
t
59
5
Th
r
u
13
0
8
Le
f
t
64
6
Pe
d
s
0
Ou
t
To
t
a
l
In
29
3
5
25
4
9
54
8
4
Left
3146
Thru
3966
Right
600
Peds
0
Out TotalIn
7048 7712 14760
Le
f
t
83
8
Th
r
u
13
2
0
Rig
h
t
30
9
5
Pe
d
s
0
To
t
a
l
Ou
t
In
50
9
6
52
5
3
10
3
4
9
1/12/2023 06:00 AM
1/12/2023 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 : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 4
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NC 132
SOUTHBOUND
US 421
WESTBOUND
NC 132
NORTHBOUND
US 421
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 07:30 AM
07:30 AM 61 187 46 0 294 45 94 53 0 192 193 256 34 0 483 60 61 238 0 359 1328
07:45 AM 68 190 33 0 291 39 61 46 0 146 241 292 52 0 585 55 108 124 0 287 1309
08:00 AM 69 197 58 0 324 45 106 46 0 197 205 216 65 0 486 58 100 179 0 337 1344
08:15 AM 50 133 10 0 193 38 117 46 0 201 235 274 55 0 564 55 75 134 0 264 1222
Total Volume 248 707 147 0 1102 167 378 191 0 736 874 1038 206 0 2118 228 344 675 0 1247 5203
% App. Total 22.5 64.2 13.3 0 22.7 51.4 26 0 41.3 49 9.7 0 18.3 27.6 54.1 0
PHF .899 .897 .634 .000 .850 .928 .808 .901 .000 .915 .907 .889 .792 .000 .905 .950 .796 .709 .000 .868 .968
NC 132
U
S
4
2
1
U
S
4
2
1
NC 132
Right
147
Thru
707
Left
248
Peds
0
InOut Total
1457 1102 2559
Rig
h
t
19
1
Th
r
u 37
8
Le
f
t
16
7
Pe
d
s
0
Ou
t
To
t
a
l
In
79
8
73
6
15
3
4
Left
874
Thru
1038
Right
206
Peds
0
Out TotalIn
1549 2118 3667
Le
f
t
22
8
Th
r
u34
4
Rig
h
t
67
5
Pe
d
s
0
To
t
a
l
Ou
t
In
13
9
9
12
4
7
26
4
6
Peak Hour Begins at 07:30 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 : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 5
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NC 132
SOUTHBOUND
US 421
WESTBOUND
NC 132
NORTHBOUND
US 421
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 04:45 PM
04:45 PM 96 294 20 0 410 45 106 38 0 189 184 272 28 0 484 47 88 171 0 306 1389
05:00 PM 76 262 46 0 384 48 76 28 0 152 183 226 33 0 442 63 98 240 0 401 1379
05:15 PM 77 295 7 0 379 49 94 31 0 174 215 281 57 0 553 52 104 268 0 424 1530
05:30 PM 84 278 25 0 387 54 83 33 0 170 183 247 39 0 469 51 122 242 0 415 1441
Total Volume 333 1129 98 0 1560 196 359 130 0 685 765 1026 157 0 1948 213 412 921 0 1546 5739
% App. Total 21.3 72.4 6.3 0 28.6 52.4 19 0 39.3 52.7 8.1 0 13.8 26.6 59.6 0
PHF .867 .957 .533 .000 .951 .907 .847 .855 .000 .906 .890 .913 .689 .000 .881 .845 .844 .859 .000 .912 .938
NC 132
U
S
4
2
1
U
S
4
2
1
NC 132
Right
98
Thru
1129
Left
333
Peds
0
InOut Total
1369 1560 2929
Rig
h
t
13
0
Th
r
u 35
9
Le
f
t
19
6
Pe
d
s
0
Ou
t
To
t
a
l
In
90
2
68
5
15
8
7
Left
765
Thru
1026
Right
157
Peds
0
Out TotalIn
2246 1948 4194
Le
f
t
21
3
Th
r
u
41
2
Ri
g
h
t
92
1
Pe
d
s
0
To
t
a
l
Ou
t
In
12
2
2
15
4
6
27
6
8
Peak Hour Begins at 04:45 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 : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 6
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
SOUTHBOUND: NC 132
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 7
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
WESTBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 8
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NORTHBOUND: NC 132
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 9
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
EASTBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 10
US 421 AND NC 132
WILMINGTON 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
Count Number: SITE 1
County: NEW HANOVER
Division: 03
Location: US 421 AND SERVICE
RD.
Location Type: 3-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 01-12-2023
Time: 7:00AM-9:00AM AND
4:00PM-6:00PM
Video Time Used: 7:00AM-
9:00AM AND 4:00PM-6:00PM
(01-12)
Total Volume: 10,434
Weather: SUNNY
1. School in Session: YES
2. Pedestrians Observed During Count: YES
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: YES
11. Construction Present: NO
12. Traffic Problems Observed: NONE
LOCATION OF COUNT SITE: SITE 1
North
T-INTERSECTION
US
4
2
1
SERVICE RD.
US
4
2
1
LOCATIONCAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’:
Traffic Signal Within 300’:
Railroad Within 300’:
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’: YES
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Eastbound Approach:
Looking Back Eastbound:
Eastbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
File Name : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 1
US421 AND SERVICE RD.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
T-INTERSECTION
SOUTHBOUND
US 421
WESTBOUND
SERVICE RD.
NORTHBOUND
US 421
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 0 0 0 0 0 302 0 0 302 0 0 12 0 12 0 258 6 0 264 578
07:15 AM 0 0 0 1 1 0 314 0 0 314 0 0 17 0 17 0 256 8 0 264 596
07:30 AM 0 0 0 0 0 0 333 0 0 333 0 0 14 0 14 0 337 15 0 352 699
07:45 AM 0 0 0 0 0 0 269 0 0 269 0 0 11 0 11 0 286 9 0 295 575
Total 0 0 0 1 1 0 1218 0 0 1218 0 0 54 0 54 0 1137 38 0 1175 2448
08:00 AM 0 0 0 0 0 0 369 0 0 369 0 0 12 0 12 0 331 16 0 347 728
08:15 AM 0 0 0 0 0 0 342 0 0 342 0 0 12 0 12 0 245 14 0 259 613
08:30 AM 0 0 0 0 0 0 269 0 0 269 0 0 11 0 11 0 213 9 0 222 502
08:45 AM 0 0 0 0 0 0 238 0 0 238 0 0 12 0 12 0 201 12 0 213 463
Total 0 0 0 0 0 0 1218 0 0 1218 0 0 47 0 47 0 990 51 0 1041 2306
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 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
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 : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 2
US421 AND SERVICE RD.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
T-INTERSECTION
SOUTHBOUND
US 421
WESTBOUND
SERVICE RD.
NORTHBOUND
US 421
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 0 0 0 0 0 356 0 0 356 0 0 19 0 19 0 307 27 0 334 709
04:15 PM 0 0 0 0 0 0 296 0 0 296 0 0 21 0 21 0 348 25 0 373 690
04:30 PM 0 0 0 0 0 0 322 0 0 322 0 0 24 0 24 0 402 26 0 428 774
04:45 PM 0 0 0 0 0 0 270 0 0 270 0 0 10 0 10 0 293 14 0 307 587
Total 0 0 0 0 0 0 1244 0 0 1244 0 0 74 0 74 0 1350 92 0 1442 2760
05:00 PM 0 0 0 0 0 0 305 0 0 305 0 0 28 0 28 0 384 19 0 403 736
05:15 PM 0 0 0 0 0 0 316 0 0 316 0 0 18 0 18 0 412 24 0 436 770
05:30 PM 0 0 0 0 0 0 291 0 0 291 0 0 26 0 26 0 382 39 0 421 738
05:45 PM 0 0 0 0 0 0 274 0 0 274 0 0 20 0 20 0 354 28 0 382 676
Total 0 0 0 0 0 0 1186 0 0 1186 0 0 92 0 92 0 1532 110 0 1642 2920
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 0 0 0 1 1 0 4866 0 0 4866 0 0 267 0 267 0 5009 291 0 5300 10434
Apprch %0 0 0 100 0 100 0 0 0 0 100 0 0 94.5 5.5 0
Total %0 0 0 0 0 0 46.6 0 0 46.6 0 0 2.6 0 2.6 0 48 2.8 0 50.8
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 3
US421 AND SERVICE RD.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
T-INTERSECTION
U
S
4
2
1
U
S
4
2
1
SERVICE RD.
Right
0
Thru
0
Left
0
Peds
1
InOut Total
0 1 1
Ri
g
h
t
0
Th
r
u
48
6
6
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
52
7
6
48
6
6
10
1
4
2
Left
0
Thru
0
Right
267
Peds
0
Out TotalIn
291 267 558
Le
f
t
0
Th
r
u
50
0
9
Rig
h
t
29
1
Pe
d
s
0
To
t
a
l
Ou
t
In
48
6
6
53
0
0
10
1
6
6
1/12/2023 06:00 AM
1/12/2023 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 : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 4
US421 AND SERVICE RD.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
T-INTERSECTION
SOUTHBOUND
US 421
WESTBOUND
SERVICE RD.
NORTHBOUND
US 421
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 07:30 AM
07:30 AM 0 0 0 0 0 0 333 0 0 333 0 0 14 0 14 0 337 15 0 352 699
07:45 AM 0 0 0 0 0 0 269 0 0 269 0 0 11 0 11 0 286 9 0 295 575
08:00 AM 0 0 0 0 0 0 369 0 0 369 0 0 12 0 12 0 331 16 0 347 728
08:15 AM 0 0 0 0 0 0 342 0 0 342 0 0 12 0 12 0 245 14 0 259 613
Total Volume 0 0 0 0 0 0 1313 0 0 1313 0 0 49 0 49 0 1199 54 0 1253 2615
% App. Total 0 0 0 0 0 100 0 0 0 0 100 0 0 95.7 4.3 0
PHF .000 .000 .000 .000 .000 .000 .890 .000 .000 .890 .000 .000 .875 .000 .875 .000 .889 .844 .000 .890 .898
T-INTERSECTION
U
S
4
2
1
U
S
4
2
1
SERVICE RD.
Right
0
Thru
0
Left
0
Peds
0
InOut Total
0 0 0
Rig
h
t
0
Th
r
u
13
1
3
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
12
4
8
13
1
3
25
6
1
Left
0
Thru
0
Right
49
Peds
0
Out TotalIn
54 49 103
Le
f
t
0
Th
r
u
11
9
9
Rig
h
t
54
Pe
d
s
0
To
t
a
l
Ou
t
In
13
1
3
12
5
3
25
6
6
Peak Hour Begins at 07:30 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 : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 5
US421 AND SERVICE RD.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
T-INTERSECTION
SOUTHBOUND
US 421
WESTBOUND
SERVICE RD.
NORTHBOUND
US 421
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 05:00 PM
05:00 PM 0 0 0 0 0 0 305 0 0 305 0 0 28 0 28 0 384 19 0 403 736
05:15 PM 0 0 0 0 0 0 316 0 0 316 0 0 18 0 18 0 412 24 0 436 770
05:30 PM 0 0 0 0 0 0 291 0 0 291 0 0 26 0 26 0 382 39 0 421 738
05:45 PM 0 0 0 0 0 0 274 0 0 274 0 0 20 0 20 0 354 28 0 382 676
Total Volume 0 0 0 0 0 0 1186 0 0 1186 0 0 92 0 92 0 1532 110 0 1642 2920
% App. Total 0 0 0 0 0 100 0 0 0 0 100 0 0 93.3 6.7 0
PHF .000 .000 .000 .000 .000 .000 .938 .000 .000 .938 .000 .000 .821 .000 .821 .000 .930 .705 .000 .942 .948
T-INTERSECTION
U
S
4
2
1
U
S
4
2
1
SERVICE RD.
Right
0
Thru
0
Left
0
Peds
0
InOut Total
0 0 0
Rig
h
t
0
Th
r
u
11
8
6
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
16
2
4
11
8
6
28
1
0
Left
0
Thru
0
Right
92
Peds
0
Out TotalIn
110 92 202
Le
f
t
0
Th
r
u
15
3
2
Ri
g
h
t
11
0
Pe
d
s
0
To
t
a
l
Ou
t
In
11
8
6
16
4
2
28
2
8
Peak Hour Begins at 05:00 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 : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 6
US421 AND SERVICE RD.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
WESTBOUND: NC 132
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 7
US421 AND SERVICE RD.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NORTHBOUND: SERVICE RD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 8
US421 AND SERVICE RD.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
EASTBOUND: NC 132
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 9
US421 AND SERVICE RD.
WILMINGTON 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
Count Number: SITE 2
County: NEW HANOVER
Division: 03
Location: US 421 AND SERVICE
RD. (FIRE STATION)
Location Type: 4-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 01-12-2023
Time: 7:00AM-9:00AM AND
4:00PM-6:00PM
Video Time Used: 7:00AM-
9:00AM AND 4:00PM-6:00PM
(01-12)
Total Volume: 17,741
Weather: SUNNY
1. School in Session: YES
2. Pedestrians Observed During Count: NO
3. Disabled Pedestrians Present: NO
4. Counted By: KENNETH JOHNSON
5. Data Processor: MICHAEL JOHNSON
6. Signal Inventory: 03-0753
7. Intersection Controlled By: TRAFFIC SIGNAL
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: SITE 2
NorthUS 421
SE
R
V
I
C
E
R
D
.
US 421
SE
R
V
I
C
E
R
D
.
LOCATIONCAMERA
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’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
SIGNAL CABINET:
File Name : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 1
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
Groups Printed- ALL VEHICLES
US 421
SOUTHBOUND
SERVICE RD.
WESTBOUND
US 421
NORTHBOUND
SERVICE RD.
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 16 235 4 0 255 0 0 8 0 8 9 396 8 0 413 0 0 11 0 11 687
07:15 AM 38 434 3 0 475 0 0 9 0 9 10 498 10 0 518 0 0 17 0 17 1019
07:30 AM 23 419 4 0 446 0 0 21 0 21 11 573 22 0 606 0 0 21 0 21 1094
07:45 AM 45 461 6 0 512 0 0 26 0 26 33 601 35 0 669 0 0 26 0 26 1233
Total 122 1549 17 0 1688 0 0 64 0 64 63 2068 75 0 2206 0 0 75 0 75 4033
08:00 AM 67 419 12 0 498 0 0 101 0 101 10 603 107 0 720 0 0 24 0 24 1343
08:15 AM 37 380 12 0 429 0 0 66 0 66 11 507 39 0 557 0 0 11 0 11 1063
08:30 AM 18 348 10 0 376 0 0 33 0 33 15 398 19 0 432 0 0 16 0 16 857
08:45 AM 28 354 16 0 398 0 0 29 0 29 17 422 27 0 466 0 0 20 0 20 913
Total 150 1501 50 0 1701 0 0 229 0 229 53 1930 192 0 2175 0 0 71 0 71 4176
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 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
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 : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 2
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
Groups Printed- ALL VEHICLES
US 421
SOUTHBOUND
SERVICE RD.
WESTBOUND
US 421
NORTHBOUND
SERVICE RD.
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 24 458 20 0 502 0 0 44 0 44 48 521 31 0 600 0 0 53 0 53 1199
04:15 PM 26 525 11 0 562 0 0 26 0 26 18 480 30 0 528 0 0 24 0 24 1140
04:30 PM 43 508 20 0 571 0 0 40 0 40 19 492 28 0 539 0 0 29 0 29 1179
04:45 PM 39 529 23 0 591 0 0 53 0 53 37 503 31 0 571 0 0 31 0 31 1246
Total 132 2020 74 0 2226 0 0 163 0 163 122 1996 120 0 2238 0 0 137 0 137 4764
05:00 PM 35 534 23 0 592 0 0 48 0 48 26 351 29 0 406 0 0 32 0 32 1078
05:15 PM 37 623 20 0 680 0 0 59 0 59 26 502 42 0 570 0 0 34 0 34 1343
05:30 PM 28 628 26 0 682 0 0 62 0 62 39 437 18 0 494 0 0 43 0 43 1281
05:45 PM 18 496 18 0 532 0 0 57 0 57 39 372 18 0 429 0 0 48 0 48 1066
Total 118 2281 87 0 2486 0 0 226 0 226 130 1662 107 0 1899 0 0 157 0 157 4768
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 522 7351 228 0 8101 0 0 682 0 682 368 7656 494 0 8518 0 0 440 0 440 17741
Apprch %6.4 90.7 2.8 0 0 0 100 0 4.3 89.9 5.8 0 0 0 100 0
Total %2.9 41.4 1.3 0 45.7 0 0 3.8 0 3.8 2.1 43.2 2.8 0 48 0 0 2.5 0 2.5
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 3
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
US 421
S
E
R
V
I
C
E
R
D
.
S
E
R
V
I
C
E
R
D
.
US 421
Right
228
Thru
7351
Left
522
Peds
0
InOut Total
8338 8101 16439
Ri
g
h
t
68
2
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
10
1
6
68
2
16
9
8
Left
368
Thru
7656
Right
494
Peds
0
Out TotalIn
7791 8518 16309
Le
f
t
0
Th
r
u
0
Rig
h
t
44
0
Pe
d
s
0
To
t
a
l
Ou
t
In
59
6
44
0
10
3
6
1/12/2023 06:00 AM
1/12/2023 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 : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 4
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
US 421
SOUTHBOUND
SERVICE RD.
WESTBOUND
US 421
NORTHBOUND
SERVICE RD.
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 07:30 AM
07:30 AM 23 419 4 0 446 0 0 21 0 21 11 573 22 0 606 0 0 21 0 21 1094
07:45 AM 45 461 6 0 512 0 0 26 0 26 33 601 35 0 669 0 0 26 0 26 1233
08:00 AM 67 419 12 0 498 0 0 101 0 101 10 603 107 0 720 0 0 24 0 24 1343
08:15 AM 37 380 12 0 429 0 0 66 0 66 11 507 39 0 557 0 0 11 0 11 1063
Total Volume 172 1679 34 0 1885 0 0 214 0 214 65 2284 203 0 2552 0 0 82 0 82 4733
% App. Total 9.1 89.1 1.8 0 0 0 100 0 2.5 89.5 8 0 0 0 100 0
PHF .642 .911 .708 .000 .920 .000 .000 .530 .000 .530 .492 .947 .474 .000 .886 .000 .000 .788 .000 .788 .881
US 421
S
E
R
V
I
C
E
R
D
.
S
E
R
V
I
C
E
R
D
.
US 421
Right
34
Thru
1679
Left
172
Peds
0
InOut Total
2498 1885 4383
Rig
h
t
21
4
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
37
5
21
4
58
9
Left
65
Thru
2284
Right
203
Peds
0
Out TotalIn
1761 2552 4313
Le
f
t
0
Th
r
u
0
Rig
h
t
82
Pe
d
s
0
To
t
a
l
Ou
t
In
99
82
18
1
Peak Hour Begins at 07:30 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 : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 5
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
US 421
SOUTHBOUND
SERVICE RD.
WESTBOUND
US 421
NORTHBOUND
SERVICE RD.
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 04:45 PM
04:45 PM 39 529 23 0 591 0 0 53 0 53 37 503 31 0 571 0 0 31 0 31 1246
05:00 PM 35 534 23 0 592 0 0 48 0 48 26 351 29 0 406 0 0 32 0 32 1078
05:15 PM 37 623 20 0 680 0 0 59 0 59 26 502 42 0 570 0 0 34 0 34 1343
05:30 PM 28 628 26 0 682 0 0 62 0 62 39 437 18 0 494 0 0 43 0 43 1281
Total Volume 139 2314 92 0 2545 0 0 222 0 222 128 1793 120 0 2041 0 0 140 0 140 4948
% App. Total 5.5 90.9 3.6 0 0 0 100 0 6.3 87.8 5.9 0 0 0 100 0
PHF .891 .921 .885 .000 .933 .000 .000 .895 .000 .895 .821 .891 .714 .000 .894 .000 .000 .814 .000 .814 .921
US 421
S
E
R
V
I
C
E
R
D
.
S
E
R
V
I
C
E
R
D
.
US 421
Right
92
Thru
2314
Left
139
Peds
0
InOut Total
2015 2545 4560
Rig
h
t
22
2
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
25
9
22
2
48
1
Left
128
Thru
1793
Right
120
Peds
0
Out TotalIn
2454 2041 4495
Le
f
t
0
Th
r
u
0
Ri
g
h
t
14
0
Pe
d
s
0
To
t
a
l
Ou
t
In
22
0
14
0
36
0
Peak Hour Begins at 04:45 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 : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 6
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
SOUTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 7
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
WESTBOUND: SERVICE RD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 8
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
NORTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 9
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
EASTBOUND: SERVICE RD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 10
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
Future No Build Synchro Review
TIA Name and date: 5322 Carolina Beach Rd (2023/2/8)
Reviewer: BAC Date Reviewed: 2/20/23
Check parameters of study against the approved TIA Scope and Congestion Management guidelines. Use Blue ink for items that check off and Red ink for items that potentially need correction/revision or determine the TIA to be invalid and a resubmittal necessary. Green ink- response Intersections Intersection 1: US 421 (Carolina Beach Road) / SR 1521 (Piner Road) at NC 132 (S College Road) / US 421 (Carolina Beach Road) Lane Settings
• Are all entered volumes a minimum of 4 vph? (There should be no values of 0, 1, 2, or 3 for the most accurate calculations)
o Yes
• Is the model showing the correct lane configuration at each approach?
o Yes
• If entered, is the grade correct for each approach?
o Yes
• Are the correct number of storage lanes entered and are they the correct lengths?
o SBR storage length should be 1425 ft- Max storage allowed is 1000 ft
• Is the right turn set to channelized where necessary?
o Yes
• Is Right Turn on Red (RTOR) used?
Eliminate all RTOR phasing (existing and future). Congestion Management guidelines state “do not analyze right turn on red at any proposed intersection approaches to ensure that adequate storage
is provided.”
o No
Timing Settings
• Are the turn types correct and associated with the correct phases? Eliminate all PT+PM left-turn phasing in future conditions. Congestion Management guidelines state that analysis of Protected-only phasing in future conditions will identify required storage in the event that Protected-only phasing is necessary. Existing Permissive left-turn phasing should remain Permissive in future conditions, except where Protected-only phasing is being analyzed as an improvement to the intersection in Future + Improvement condition.
o Yes
• Is the lost time greater than or equal to 5 seconds?
o Yes
• Check for Recall Mode on Signalized Intersection.
If simulating ‘free run’ operation (actuated-uncoordinated), use Min Recall on main street phase. If simulating ‘Coordinated Mode’ (Actuated-Coordinate), use C-Max.”
o C-Max coordinated is used
Phasing Settings
• Is the control type correct?
o Yes
• Is the cycle length correct?
o Yes
• Is the offset correct?
o Yes
• Check “Referenced to” and “Reference Phase.”
o Yes
• Check the times for minimum initial, maximum split, yellow time, all-red time, vehicle extension, minimum gap, time before reduce, time to reduce, walk time, and flash don’t walk.
Yellow times should either match the signal plans or be entered as a default of Y=5 s. All-Red times should either match the signal plans or be entered as a default of R=2 s.
o Use values from Coordinated Phase Timing Sheet for minimum initial, vehicle extension,
minimum gap, and time to reduce- updated
• Are the correct phases marked as pedestrian phases?
o N/A
Detector Settings
• Do the size and distance from the stop bar match the included signal plans?
o Yes
• Are the leading and trailing detectors correct?
o Yes
• Is the detector type correct?
o EBT and WBT Detector 2 Type should be ‘Extend’- updated
• Are the detector channels, extend, and queue correct?
o Yes
• Are the detector delays correct?
o Yes
Roads 1. Road 1: US 421 (Carolina Beach Rd) / SR 1521 (Piner Rd)
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o Yes 2. Road 1: NC 132 (S College Rd) / US 421 (Carolina Beach Rd)
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o Yes
Intersection 2: US 421 (Carolina Beach Road) at SR 1247 (Antoinette Dr) Lane Settings
• Are all entered volumes a minimum of 4 vph? (There should be no values of 0, 1, 2, or 3 for the most accurate calculations)
o Yes
• Is the model showing the correct lane configuration at each approach?
o Yes
• If entered, is the grade correct for each approach?
o Yes
• Are the correct number of storage lanes entered and are they the correct lengths?
o EBL storage length should be 650 ft- updated
• Is the right turn set to channelized where necessary?
o N/A
• Is Right Turn on Red (RTOR) used? Eliminate all RTOR phasing (existing and future). Congestion Management guidelines state “do not analyze right turn on red at any proposed intersection approaches to ensure that adequate storage
is provided.”
o No
Timing Settings
• Are the turn types correct and associated with the correct phases? Eliminate all PT+PM left-turn phasing in future conditions. Congestion Management guidelines state that analysis of Protected-only phasing in future conditions will identify required storage in the event that Protected-only phasing is necessary. Existing Permissive left-turn phasing should remain Permissive in future conditions, except where Protected-only phasing is being analyzed as an improvement to the intersection in Future + Improvement condition.
o Yes
• Is the lost time greater than or equal to 5 seconds?
o Yes
• Check for Recall Mode on Signalized Intersection. If simulating ‘free run’ operation (actuated-uncoordinated), use Min Recall on main street phase.
If simulating ‘Coordinated Mode’ (Actuated-Coordinate), use C-Max.”
o C-Max coordinated is used
Phasing Settings
• Is the control type correct?
o Yes
• Is the cycle length correct?
o Yes
• Is the offset correct?
o Yes
• Check “Referenced to” and “Reference Phase.”
o Yes
• Check the times for minimum initial, maximum split, yellow time, all-red time, vehicle extension,
minimum gap, time before reduce, time to reduce, walk time, and flash don’t walk. Yellow times should either match the signal plans or be entered as a default of Y=5 s. All-Red times should either match the signal plans or be entered as a default of R=2 s.
o Yes
• Are the correct phases marked as pedestrian phases?
o N/A
Detector Settings
• Do the size and distance from the stop bar match the included signal plans?
o Yes
• Are the leading and trailing detectors correct?
o Yes
• Is the detector type correct?
o Yes
• Are the detector channels, extend, and queue correct?
o Yes
• Are the detector delays correct?
o Yes
Roads 3. Road 1: US 421 (Carolina Beach Rd)
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o N/A 4. Road 2: SR 1247 (Antoinette Dr)
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o Yes
Intersection 3: US 421 (Carolina Beach Road) at SR 2501 (Service Road) near Fire Station Lane Settings
• Are all entered volumes a minimum of 4 vph? (There should be no values of 0, 1, 2, or 3 for the most accurate calculations)
o Yes
• Is the model showing the correct lane configuration at each approach?
o Yes
• If entered, is the grade correct for each approach?
o Yes
• Are the correct number of storage lanes entered and are they the correct lengths?
o EBR storage length should be 125 ft
• Is the right turn set to channelized where necessary?
o N/A
• Is Right Turn on Red (RTOR) used?
Eliminate all RTOR phasing (existing and future). Congestion Management guidelines state “do not
analyze right turn on red at any proposed intersection approaches to ensure that adequate storage is provided.”
o No
Timing Settings
• Are the turn types correct and associated with the correct phases? Eliminate all PT+PM left-turn phasing in future conditions. Congestion Management guidelines state that analysis of Protected-only phasing in future conditions will identify required storage in the event that Protected-only phasing is necessary. Existing Permissive left-turn phasing should remain Permissive in future conditions, except where Protected-only phasing is being analyzed as an improvement to the intersection in Future + Improvement condition.
o Yes
• Is the lost time greater than or equal to 5 seconds?
o Yes
• Check for Recall Mode on Signalized Intersection.
If simulating ‘free run’ operation (actuated-uncoordinated), use Min Recall on main street phase. If simulating ‘Coordinated Mode’ (Actuated-Coordinate), use C-Max.”
o C-Max coordinated is used
Phasing Settings
• Is the control type correct?
o Yes
• Is the cycle length correct?
o Yes
• Is the offset correct?
o Yes
• Check “Referenced to” and “Reference Phase.”
o Yes
• Check the times for minimum initial, maximum split, yellow time, all-red time, vehicle extension, minimum gap, time before reduce, time to reduce, walk time, and flash don’t walk.
Yellow times should either match the signal plans or be entered as a default of Y=5 s. All-Red times should either match the signal plans or be entered as a default of R=2 s.
o Use 5 sec for Phase 3 (WBT) minimum initial based on Coordinated Phase Timing Sheet-
updated
• Are the correct phases marked as pedestrian phases?
o N/A
Detector Settings
• Do the size and distance from the stop bar match the included signal plans?
o Yes
• Are the leading and trailing detectors correct?
o Yes
• Is the detector type correct?
o Yes
• Are the detector channels, extend, and queue correct?
o Yes
• Are the detector delays correct?
o Use alternate phasing, since the left turn is protected only in future conditions. In alternate phasing, detector delay is disabled- updated
Roads 5. Road 1: US 421 (Carolina Beach Rd)
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o N/A
6. Road 2: SR 2501 (Service Road) near Fire Station
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o Yes
Intersection 4: US 421 (Carolina Beach Road) at SR 2501 (Service Road) near car wash Lane Settings
• Are all entered volumes a minimum of 4 vph? (There should be no values of 0, 1, 2, or 3 for the
most accurate calculations)
o Yes
• Is the model showing the correct lane configuration at each approach?
o Yes
• If entered, is the grade correct for each approach?
o Yes
• Are the correct number of storage lanes entered and are they the correct lengths?
o Yes
• Is the right turn set to channelized where necessary?
o No
• Is Right Turn on Red (RTOR) used?
Eliminate all RTOR phasing (existing and future). Congestion Management guidelines state “do not analyze right turn on red at any proposed intersection approaches to ensure that adequate storage
is provided.”
o No
Roads 7. Road 1: US 421 (Carolina Beach Rd)
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o N/A
8. Road 2: SR 2501 (Service Road) near car wash
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o Yes
From:Scott James
To:AJ Anastopoulo
Subject:RE: 5322 Carolina Beach Rd (NHC) approved scope of study
Date:Monday, January 9, 2023 3:52:05 PM
Attachments:image001.png
image002.png
image003.png
image004.png
Hello AJ,
We can modify the existing conditions year and the build out year to 2023 and 2025 if this is your
client’s request.
For the purposes of the analysis, we honor the build year + 1 calendar year in the event there is a
question.
Scott
Scott A. James, P.E.
Transportation Planning Engineer
Wilmington MPO
Desk line (910) 473 - 5130
From: AJ Anastopoulo <AAnastopoulo@davenportworld.com>
Sent: Monday, January 9, 2023 3:49 PM
To: Scott James <Scott.James@wilmingtonnc.gov>
Subject: RE: 5322 Carolina Beach Rd (NHC) approved scope of study
Good afternoon Scott,
I just noticed that the approved scope has the existing conditions analysis year as 2022. We are
taking counts this week so the existing conditions analysis year will be 2023. Also, there was some
question regarding the 2024 buildout date. The client had previously confirmed a buildout for Q4 of
2024. Please let me know if there are questions.
Thank you,
AJ Anastopoulo, P.E. | Project Manager
DAVENPORTd (910) 338-0743
www.davenportworld.com
From: Scott James <Scott.James@wilmingtonnc.gov>
Sent: Wednesday, December 14, 2022 11:26 AM
To: AJ Anastopoulo <AAnastopoulo@davenportworld.com>; Don Bennett
<DBennett@davenportworld.com>
Cc: Jamar Johnson <Jamar.Johnson@wilmingtonnc.gov>; kkoilada1@ncdot.gov; Mathis, Stonewall D
<sdmathis@ncdot.gov>; Leonard, Jessi L <jleonard6@ncdot.gov>; Cox, Bryce A
<bacox2@ncdot.gov>; Hughes, Benjamin T <bthughes@ncdot.gov>; fwmike@ncdot.gov;
jroan@ncdot.gov; Farrell, Robert <rfarrell@nhcgov.com>; Vafier, Ken <kvafier@nhcgov.com>;
Thomas C. Bradshaw <Thomas.Bradshaw@wilmingtonnc.gov>; Denys Vielkanowitz
<Denys.Vielkanowitz@wilmingtonnc.gov>
Subject: 5322 Carolina Beach Rd (NHC) approved scope of study
Good morning,
Please find attached the signed scope approval letter for the proposed residential development at
5322 Carolina Beach Road in New Hanover County, NC.
Also attached is the WMPO copy of the original scoping request packet and the most recent version
of the TIA Supplemental Guidelines (September 28, 2022).
Let us know if you have any questions or difficulties with the attachments.
Thank you.
Scott
Scott A. James, P.E.
Transportation Planning Engineer
Wilmington MPO
Desk line (910) 473 - 5130
From: AJ Anastopoulo <AAnastopoulo@davenportworld.com>
Sent: Monday, December 5, 2022 3:59 PM
To: Scott James <Scott.James@wilmingtonnc.gov>; Don Bennett <DBennett@davenportworld.com>
Cc: Jamar Johnson <Jamar.Johnson@wilmingtonnc.gov>; kkoilada1@ncdot.gov
Subject: RE: DAVENPORT projects for 12/7 TIA mtgs - Districts 1 & 3
Great, thank you Scott.
AJ Anastopoulo, P.E. | Project Manager
DAVENPORTd (910) 338-0743
www.davenportworld.com
From: Scott James <Scott.James@wilmingtonnc.gov>
Sent: Monday, December 5, 2022 3:46 PM
To: AJ Anastopoulo <AAnastopoulo@davenportworld.com>; Don Bennett
<DBennett@davenportworld.com>
Cc: Jamar Johnson <Jamar.Johnson@wilmingtonnc.gov>; kkoilada1@ncdot.gov
Subject: RE: DAVENPORT projects for 12/7 TIA mtgs - Districts 1 & 3
Hello AJ,
I can offer the 10am time slot for this discussion.
Scott A. James, P.E.
Transportation Planning Engineer
Wilmington MPO
Desk line (910) 473 - 5130
From: AJ Anastopoulo <AAnastopoulo@davenportworld.com>
Sent: Monday, December 5, 2022 1:59 PM
To: Don Bennett <DBennett@davenportworld.com>; Scott James <Scott.James@wilmingtonnc.gov>
Subject: RE: DAVENPORT projects for 12/7 TIA mtgs - Districts 1 & 3
Good afternoon Scott,
As Don mentioned, we do have a new project to submit. Attached is the Step 1 scoping packet for a
proposed residential development located at 5322 Carolina Beach Road. Please let me know if you
have any questions or comments. If you have a slot available, I would be happy to present on
Wednesday.
Thank you,
AJ Anastopoulo, P.E. | Project Manager
DAVENPORTd (910) 338-0743
www.davenportworld.com
From: Don Bennett <DBennett@davenportworld.com>
Sent: Monday, December 5, 2022 1:27 PM
To: Scott James <Scott.James@wilmingtonnc.gov>
Cc: AJ Anastopoulo <AAnastopoulo@davenportworld.com>
Subject: RE: DAVENPORT projects for 12/7 TIA mtgs - Districts 1 & 3
We are working on a proposal for Kerr/Market Starbucks, but we’re not there yet. (Don)
Middle Sound/Lendire Mixed Use – is there any discussion required on the last submittal to
revise the Middle Sound West approval letter to reflect the requested substitute changes at
Lendire and relocated access to Market?(Don)
I expect we will be submitting a scope for a new project off Antoinette Drive in Monkey
Junction. If that comes in today, do we have a slot for Wednesday? (AJ)
Don Bennett, PE | Senior Transportation Engineer
DAVENPORT
5917 Oleander Drive, Suite 206 | Wilmington, NC 28403
t (910) 550-3741 c (910) 599-1380
www.davenportworld.com
From: Scott James <Scott.James@wilmingtonnc.gov>
Sent: Monday, December 5, 2022 1:03 PM
To: AJ Anastopoulo <AAnastopoulo@davenportworld.com>; Don Bennett
<DBennett@davenportworld.com>; Steven Epley <SEpley@davenportworld.com>; Dionne Brown
<DBrown@davenportworld.com>; Nick Liguori <nliguori@davenportworld.com>; Erin Govea
<EGovea@davenportworld.com>
Cc: Jamar Johnson <Jamar.Johnson@wilmingtonnc.gov>; kkoilada1@ncdot.gov; Bill McDow
<Bill.McDow@wilmingtonnc.gov>
Subject: DAVENPORT projects for 12/7 TIA mtgs - Districts 1 & 3
Good afternoon,
I am preparing the agenda for this week’s Districts 1 & 3 TIA meetings.
I have no scheduled new projects for DAVENPORT. Please confirm.
Thank you.
Scott A. James, P.E.
305 Chestnut Street
Wilmington, NC 28402-1810
Ph: 910.473.5130
Scott.James@wilmingtonnc.gov
Follow us on Facebook or Twitter
facebook/cityofwilmington
@cityofwilm
E-mail correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
E-mail correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties.
E-mail correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties.
E-mail correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties.
E-mail correspondence to and from this address is subject to the North Carolina PublicRecords Law and may be disclosed to third parties.
6/28/2023 220280 5322 Carolina Beach Road
Capacity Analysis
Synchro Worksheets
6/28/2023 220280 5322 Carolina Beach Road
Existing Conditions
Lanes, Volumes, Timings
5: US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM Existing Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph)0 0 65 2284 0 0
Future Volume (vph)0 0 65 2284 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 325 0
Storage Lanes 0 0 1 0
Taper Length (ft)100 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot)0 0 1770 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm)0 0 1770 3539 0 0
Link Speed (mph)30 30 30
Link Distance (ft)143 1044 771
Travel Time (s)3.3 23.7 17.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 72 2538 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 72 2538 0 0
Sign Control Free Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 125.4% ICU Level of Service H
Analysis Period (min) 15
Lanes, Volumes, Timings
8: US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM Existing Synchro 11 Report
DAVENPORT Page 2
Lane Group NBL NBT SBT SBR NEL NER
Lane Configurations
Traffic Volume (vph)0 2118 0 1549 0 0
Future Volume (vph)0 2118 0 1549 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.95 1.00 0.76 1.00 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot)0 3539 0 3610 0 0
Flt Permitted
Satd. Flow (perm)0 3539 0 3610 0 0
Link Speed (mph) 30 45 45
Link Distance (ft)771 502 692
Travel Time (s)17.5 7.6 10.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 2353 0 1721 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 2353 0 1721 0 0
Sign Control Free Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 61.9%ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM Existing Synchro 11 Report
DAVENPORT Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 188 1167 39 39 1331 89 87 13 42 28 7 48
Future Volume (vph) 188 1167 39 39 1331 89 87 13 42 28 7 48
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%-1%1%0%
Storage Length (ft)650 150 150 0 0 0 75 0
Storage Lanes 1 1 1 1 0 0 1 0
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.960 0.870
Flt Protected 0.950 0.950 0.970 0.950
Satd. Flow (prot)1778 3557 1591 1778 3557 1591 0 1726 0 1770 1621 0
Flt Permitted 0.126 0.151 0.777 0.634
Satd. Flow (perm)236 3557 1591 283 3557 1591 0 1383 0 1181 1621 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 25 25
Link Distance (ft)1182 542 1446 1101
Travel Time (s)17.9 8.2 39.4 30.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)209 1297 43 43 1479 99 97 14 47 31 8 53
Shared Lane Traffic (%)
Lane Group Flow (vph) 209 1297 43 43 1479 99 0 158 0 31 61 0
Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm NA
Protected Phases 1 6 5 2 4 8
Permitted Phases 6 6 2 2 4 8
Detector Phase 16652244 88
Switch Phase
Minimum Initial (s) 5.0 12.0 12.0 5.0 12.0 12.0 5.0 5.0 5.0 5.0
Minimum Split (s)11.0 18.0 18.0 11.0 18.0 18.0 12.0 12.0 12.0 12.0
Total Split (s)22.0 98.0 98.0 22.0 98.0 98.0 36.0 36.0 36.0 36.0
Total Split (%)14.1% 62.8% 62.8% 14.1% 62.8% 62.8% 23.1% 23.1% 23.1% 23.1%
Maximum Green (s) 16.1 92.1 92.1 16.1 92.1 92.1 29.7 29.7 29.7 29.7
Yellow Time (s)3.0 4.6 4.6 3.0 4.6 4.6 3.8 3.8 3.8 3.8
All-Red Time (s)2.9 1.3 1.3 2.9 1.3 1.3 2.5 2.5 2.5 2.5
Lost Time Adjust (s) -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -1.3 -1.3 -1.3
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 6.0 6.0 2.0 6.0 6.0 2.0 2.0 2.0 2.0
Minimum Gap (s)0.2 3.0 3.0 0.2 3.0 3.0 0.2 0.2 0.2 0.2
Time Before Reduce (s) 0.0 15.0 15.0 0.0 15.0 15.0 0.0 0.0 0.0 0.0
Time To Reduce (s)0.0 30.0 30.0 0.0 30.0 30.0 0.0 0.0 0.0 0.0
Recall Mode None C-Max C-Max None C-Max C-Max None None None None
Act Effct Green (s) 113.0 113.0 113.0 100.7 100.7 100.7 23.3 23.3 23.3
Actuated g/C Ratio 0.72 0.72 0.72 0.65 0.65 0.65 0.15 0.15 0.15
v/c Ratio 0.62 0.50 0.04 0.17 0.64 0.10 0.77 0.18 0.25
Control Delay 40.6 11.4 8.2 5.4 6.6 4.6 86.1 57.5 59.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM Existing Synchro 11 Report
DAVENPORT Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 40.6 11.4 8.2 5.4 6.6 4.6 86.1 57.5 59.1
LOS DBAAAA F EE
Approach Delay 15.2 6.5 86.1 58.6
Approach LOS B A F E
Queue Length 50th (ft) 65 293 12 8 152 18 157 28 56
Queue Length 95th (ft) 155 421 31 m11 m166 m23 229 60 99
Internal Link Dist (ft)1102 462 1366 1021
Turn Bay Length (ft) 650 150 150 75
Base Capacity (vph) 338 2575 1152 345 2295 1026 274 234 322
Starvation Cap Reductn 000000 0 00
Spillback Cap Reductn 000000 0 00
Storage Cap Reductn 000000 0 00
Reduced v/c Ratio 0.62 0.50 0.04 0.12 0.64 0.10 0.58 0.13 0.19
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 111 (71%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 15.5 Intersection LOS: B
Intersection Capacity Utilization 74.4%ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Lanes, Volumes, Timings
200: Service Road & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM Existing Synchro 11 Report
DAVENPORT Page 5
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1199 54 0 1313 0 49
Future Volume (vph) 1199 54 0 1313 0 49
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%-2% -1%
Storage Length (ft)300 0 0 0
Storage Lanes 1 0 0 1
Taper Length (ft)100 100
Lane Util. Factor 0.91 1.00 1.00 0.91 1.00 1.00
Frt 0.850 0.865
Flt Protected
Satd. Flow (prot)5060 1575 0 5136 0 1619
Flt Permitted
Satd. Flow (perm)5060 1575 0 5136 0 1619
Link Speed (mph)45 45 35
Link Distance (ft)542 101 215
Travel Time (s)8.2 1.5 4.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)1332 60 0 1459 0 54
Shared Lane Traffic (%)
Lane Group Flow (vph) 1332 60 0 1459 0 54
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 33.2%ICU Level of Service A
Analysis Period (min) 15
HCM 2010 TWSC
200: Service Road & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM Existing Synchro 11 Report
DAVENPORT Page 6
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1199 54 0 1313 0 49
Future Vol, veh/h 1199 54 0 1313 0 49
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 300 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 1 - - -2 -1 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 1332 60 0 1459 0 54
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 666
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.04
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver - - 0 - 0 351
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver -----351
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 17.1
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)351 - - -
HCM Lane V/C Ratio 0.155 - - -
HCM Control Delay (s) 17.1 - - -
HCM Lane LOS C - - -
HCM 95th %tile Q(veh) 0.5 - - -
Lanes, Volumes, Timings
300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM Existing Synchro 11 Report
DAVENPORT Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 228 344 0 167 378 191 874 1038 206 147 707 248
Future Volume (vph) 228 344 0 167 378 191 874 1038 206 147 707 248
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)0%0%-1%2%
Storage Length (ft)500 225 225 275 500 325 400 1000
Storage Lanes 2 1 2 1 2 1 2 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)3433 3539 0 3433 3539 1583 3450 3557 1591 3399 3504 1567
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)3433 3539 0 3433 3539 1583 3450 3557 1591 3399 3504 1567
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 45 45
Link Distance (ft)632 2580 795 1435
Travel Time (s)9.6 39.1 12.0 21.7
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)253 382 0 186 420 212 971 1153 229 163 786 276
Shared Lane Traffic (%)
Lane Group Flow (vph) 253 382 0 186 420 212 971 1153 229 163 786 276
Turn Type Prot NA Prot NA Perm Prot NA Prot Prot NA Perm
Protected Phases 7 4 3 8 52216
Permitted Phases 8 6
Detector Phase 7 4 388522166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 12.0 5.0 12.0 12.0
Minimum Split (s)13.0 14.0 14.0 14.0 14.0 14.0 19.0 19.0 15.0 19.0 19.0
Total Split (s)25.0 32.0 25.0 32.0 32.0 47.0 69.0 69.0 30.0 52.0 52.0
Total Split (%)16.0% 20.5% 16.0% 20.5% 20.5% 30.1% 44.2% 44.2% 19.2% 33.3% 33.3%
Maximum Green (s) 19.1 25.3 18.7 25.9 25.9 40.4 62.4 62.4 22.8 45.6 45.6
Yellow Time (s)3.0 4.5 3.0 4.5 4.5 3.2 4.6 4.6 3.1 4.3 4.3
All-Red Time (s)2.9 2.2 3.3 1.6 1.6 3.4 2.0 2.0 4.1 2.1 2.1
Lost Time Adjust (s) -0.9 -1.7 -1.3 -1.1 -1.1 -1.6 -1.6 -1.6 -2.2 -1.4 -1.4
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.5 6.0 1.5 6.0 6.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s)0.2 3.0 0.2 3.0 3.0 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Time To Reduce (s)0.0 15.0 0.0 15.0 15.0 0.0 45.0 45.0 0.0 45.0 45.0
Recall Mode None None None None None None C-Max C-Max None C-Max C-Max
Act Effct Green (s) 16.1 28.7 13.6 26.2 26.2 42.0 79.6 79.6 14.1 51.7 51.7
Actuated g/C Ratio 0.10 0.18 0.09 0.17 0.17 0.27 0.51 0.51 0.09 0.33 0.33
v/c Ratio 0.71 0.59 0.62 0.71 0.80 1.05 0.64 0.28 0.53 0.68 0.53
Control Delay 68.7 52.8 77.6 68.4 84.2 96.4 30.7 24.4 73.9 49.3 48.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM Existing Synchro 11 Report
DAVENPORT Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 68.7 52.8 77.6 68.4 84.2 96.4 30.7 24.4 73.9 49.3 48.0
LOS ED EEFFCCEDD
Approach Delay 59.1 74.6 57.2 52.3
Approach LOS E E E D
Queue Length 50th (ft) 131 190 95 214 209 ~551 445 133 83 367 231
Queue Length 95th (ft) 176 246 136 276 #332 #686 574 214 121 460 342
Internal Link Dist (ft)552 2500 715 1355
Turn Bay Length (ft) 500 225 275 500 325 400 1000
Base Capacity (vph) 440 660 440 612 273 928 1814 811 544 1160 519
Starvation Cap Reductn 0 0 000000000
Spillback Cap Reductn 0 0 000000000
Storage Cap Reductn 0 0 000000000
Reduced v/c Ratio 0.57 0.58 0.42 0.69 0.78 1.05 0.64 0.28 0.30 0.68 0.53
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 59 (38%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.05
Intersection Signal Delay: 59.1 Intersection LOS: E
Intersection Capacity Utilization 78.1%ICU Level of Service D
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Lanes, Volumes, Timings
301: US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM Existing Synchro 11 Report
DAVENPORT Page 9
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 572 0 0 1313 0 0
Future Volume (vph) 572 0 0 1313 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)2%-2% 0%
Lane Util. Factor 0.95 1.00 1.00 0.91 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 3504 1844 0 5136 0 0
Flt Permitted
Satd. Flow (perm) 3504 1844 0 5136 0 0
Link Speed (mph)45 45 30
Link Distance (ft)101 632 1300
Travel Time (s)1.5 9.6 29.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)636 0 0 1459 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 636 0 0 1459 0 0
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 28.7% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
302: US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM Existing Synchro 11 Report
DAVENPORT Page 10
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph)0 675 0 2118 874 0
Future Volume (vph)0 675 0 2118 874 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%0% 1%
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865
Flt Protected
Satd. Flow (prot) 0 1603 0 3539 3522 0
Flt Permitted
Satd. Flow (perm) 0 1603 0 3539 3522 0
Link Speed (mph)30 45 45
Link Distance (ft)1300 502 795
Travel Time (s)29.5 7.6 12.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 750 0 2353 971 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 750 0 2353 971 0
Sign Control Free Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 72.6% ICU Level of Service C
Analysis Period (min) 15
Lanes, Volumes, Timings
400: US 421 (Carolina Beach Road) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM Existing Synchro 11 Report
DAVENPORT Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)0 0 82 0 65 000001679 34
Future Volume (vph)0 0 82 0 65 000001679 34
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)0%-1%-1%1%
Storage Length (ft)0 125 0 0 325 200 0 0
Storage Lanes 0 1 0 0 0 0 0 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.850 0.850
Flt Protected
Satd. Flow (prot)0 0 2787 0 1872 000003522 1575
Flt Permitted
Satd. Flow (perm)0 0 2787 0 1872 000003522 1575
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 10 45 45
Link Distance (ft)2436 143 1368 692
Travel Time (s)47.5 9.8 20.7 10.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 91 0 72 000001866 38
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 91 0 72 000001866 38
Turn Type Prot NA NA Perm
Protected Phases 3 3 6
Permitted Phases 6
Detector Phase 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 12.0 12.0
Minimum Split (s)23.0 23.0 23.0 23.0
Total Split (s)33.0 33.0 123.0 123.0
Total Split (%)21.2% 21.2%78.8% 78.8%
Maximum Green (s)26.9 26.9 116.8 116.8
Yellow Time (s)3.0 3.0 4.4 4.4
All-Red Time (s)3.1 3.1 1.8 1.8
Lost Time Adjust (s)-1.1 -1.1 -1.2 -1.2
Total Lost Time (s)5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 6.0 6.0
Minimum Gap (s)0.2 0.2 3.0 3.0
Time Before Reduce (s)0.0 0.0 30.0 30.0
Time To Reduce (s)0.0 0.0 60.0 60.0
Recall Mode None None C-Max C-Max
Act Effct Green (s)11.5 11.5 134.5 134.5
Actuated g/C Ratio 0.07 0.07 0.86 0.86
v/c Ratio 0.44 0.52 0.61 0.03
Control Delay 78.8 82.3 4.2 0.9
Queue Delay 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
400: US 421 (Carolina Beach Road) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM Existing Synchro 11 Report
DAVENPORT Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 78.8 82.3 4.2 0.9
LOS E F A A
Approach Delay 78.8 82.3 4.1
Approach LOS E F A
Queue Length 50th (ft)53 72 105 2
Queue Length 95th (ft)86 125 97 m5
Internal Link Dist (ft)2356 63 1288 612
Turn Bay Length (ft)125
Base Capacity (vph)500 336 3036 1357
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.18 0.21 0.61 0.03
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 150 (96%), Referenced to phase 2: and 6:SBT, Start of Green
Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.61
Intersection Signal Delay: 10.1 Intersection LOS: B
Intersection Capacity Utilization 109.0%ICU Level of Service H
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 (Carolina Beach Road) & Service Road
Lanes, Volumes, Timings
500: Site Access 1 (Existing Car Wash Exit) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM Existing Synchro 11 Report
DAVENPORT Page 13
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph)45 4 4 56 4 5
Future Volume (vph)45 4 4 56 4 5
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%-2% -1%
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.990 0.919
Flt Protected 0.997 0.980
Satd. Flow (prot)1835 0 0 1876 1686 0
Flt Permitted 0.997 0.980
Satd. Flow (perm)1835 0 0 1876 1686 0
Link Speed (mph)35 35 25
Link Distance (ft)215 2436 1222
Travel Time (s)4.2 47.5 33.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)50 4 4 62 4 6
Shared Lane Traffic (%)
Lane Group Flow (vph) 54 0 0 66 10 0
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 16.2% ICU Level of Service A
Analysis Period (min) 15
HCM 2010 TWSC
500: Site Access 1 (Existing Car Wash Exit) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM Existing Synchro 11 Report
DAVENPORT Page 14
Intersection
Int Delay, s/veh 0.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 45 4 4 56 4 5
Future Vol, veh/h 45 4 4 56 4 5
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 1 - - -2 -1 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 50 4 4 62 4 6
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 54 0 122 52
Stage 1 - - - - 52 -
Stage 2 - - - - 70 -
Critical Hdwy - - 4.12 - 6.22 6.12
Critical Hdwy Stg 1 - - - - 5.22 -
Critical Hdwy Stg 2 - - - - 5.22 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1551 - 879 1017
Stage 1 - - - - 973 -
Stage 2 - - - - 957 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1551 - 876 1017
Mov Cap-2 Maneuver - - - - 876 -
Stage 1 - - - - 973 -
Stage 2 - - - - 954 -
Approach EB WB NB
HCM Control Delay, s 0 0.5 8.8
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)949 - - 1551 -
HCM Lane V/C Ratio 0.011 - - 0.003 -
HCM Control Delay (s) 8.8 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0 -
Lanes, Volumes, Timings
5: US 421 (Carolina Beach Road)03/09/2023
Synchro 11 ReportScenario 1 220280 11:11 pm 12/30/2022 PM Existing
DAVENPORT Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph)0 0 128 1793 0 0
Future Volume (vph)0 0 128 1793 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 325 0
Storage Lanes 0 0 1 0
Taper Length (ft)100 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot)0 0 1770 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm)0 0 1770 3539 0 0
Link Speed (mph)30 30 30
Link Distance (ft)132 1044 752
Travel Time (s)3.0 23.7 17.1
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 142 1992 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 142 1992 0 0
Sign Control Free Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 130.1% ICU Level of Service H
Analysis Period (min) 15
Lanes, Volumes, Timings
8: US 421 (Carolina Beach Road)03/09/2023
Synchro 11 ReportScenario 1 220280 11:11 pm 12/30/2022 PM Existing
DAVENPORT Page 2
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph)0 0 0 1999 0 2246
Future Volume (vph)0 0 0 1999 0 2246
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.76
Frt 0.850
Flt Protected
Satd. Flow (prot)0 0 0 3539 0 3610
Flt Permitted
Satd. Flow (perm)0 0 0 3539 0 3610
Link Speed (mph) 45 30 45
Link Distance (ft)692 752 502
Travel Time (s)10.5 17.1 7.6
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 0 2221 0 2496
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 2221 0 2496
Sign Control Free Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 58.6%ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)03/28/2023
Synchro 11 ReportScenario 1 220280 11:11 pm 12/30/2022 PM Existing
DAVENPORT Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 335 1531 82 56 1203 94 72 27 25 126 39 95
Future Volume (vph) 335 1531 82 56 1203 94 72 27 25 126 39 95
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%-1%1%0%
Storage Length (ft)650 150 150 0 0 0 75 0
Storage Lanes 1 1 1 1 0 0 1 0
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.973 0.893
Flt Protected 0.950 0.950 0.972 0.950
Satd. Flow (prot)1778 3557 1591 1778 3557 1591 0 1753 0 1770 1663 0
Flt Permitted 0.098 0.121 0.539 0.632
Satd. Flow (perm)183 3557 1591 227 3557 1591 0 972 0 1177 1663 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 25 25
Link Distance (ft)1182 542 1446 1101
Travel Time (s)17.9 8.2 39.4 30.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)372 1701 91 62 1337 104 80 30 28 140 43 106
Shared Lane Traffic (%)
Lane Group Flow (vph) 372 1701 91 62 1337 104 0 138 0 140 149 0
Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm NA
Protected Phases 1 6 5 2 4 8
Permitted Phases 6 6 2 2 4 8
Detector Phase 1 6 5 2 4 4 8 8
Switch Phase
Minimum Initial (s) 5.0 12.0 12.0 5.0 12.0 12.0 5.0 5.0 5.0 5.0
Minimum Split (s)12.0 19.0 19.0 12.0 19.0 19.0 12.0 12.0 12.0 12.0
Total Split (s)25.0 102.0 102.0 15.0 92.0 92.0 35.0 35.0 35.0 35.0
Total Split (%)16.4% 67.1% 67.1% 9.9% 60.5% 60.5% 23.0% 23.0% 23.0% 23.0%
Maximum Green (s) 19.1 96.1 96.1 9.1 86.1 86.1 28.7 28.7 28.7 28.7
Yellow Time (s)3.0 4.6 4.6 3.0 4.6 4.6 3.8 3.8 3.8 3.8
All-Red Time (s)2.9 1.3 1.3 2.9 1.3 1.3 2.5 2.5 2.5 2.5
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -1.3 -1.3 -1.3
Total Lost Time (s)3.9 3.9 3.9 3.9 3.9 3.9 5.0 5.0 5.0
Lead/Lag Lead Lead Lead Lag Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 6.0 6.0 2.0 6.0 6.0 2.0 2.0 2.0 2.0
Minimum Gap (s)0.2 3.0 3.0 0.2 3.0 3.0 0.2 0.2 0.2 0.2
Time Before Reduce (s) 0.0 15.0 15.0 0.0 15.0 15.0 0.0 0.0 0.0 0.0
Time To Reduce (s)0.0 30.0 30.0 0.0 30.0 30.0 0.0 0.0 0.0 0.0
Recall Mode None C-Max C-Max None C-Max C-Max None None None None
Act Effct Green (s) 106.9 106.9 106.9 88.1 88.1 88.1 24.2 24.2 24.2
Actuated g/C Ratio 0.70 0.70 0.70 0.58 0.58 0.58 0.16 0.16 0.16
v/c Ratio 0.91 0.68 0.08 0.26 0.65 0.11 0.90 0.75 0.56
Control Delay 62.1 16.3 9.0 7.4 6.1 4.0 110.2 83.8 66.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)03/28/2023
Synchro 11 ReportScenario 1 220280 11:11 pm 12/30/2022 PM Existing
DAVENPORT Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 62.1 16.3 9.0 7.4 6.1 4.0 110.2 83.8 66.3
LOS EBAAAA F FE
Approach Delay 23.9 6.0 110.2 74.8
Approach LOS C A F E
Queue Length 50th (ft) 269 516 29 7 86 12 135 133 137
Queue Length 95th (ft) #529 658 55 m8 m80 m14 #233 208 206
Internal Link Dist (ft)1102 462 1366 1021
Turn Bay Length (ft) 650 150 150 75
Base Capacity (vph) 410 2500 1118 244 2061 922 191 232 328
Starvation Cap Reductn 000000 0 00
Spillback Cap Reductn 000000 0 00
Storage Cap Reductn 000000 0 00
Reduced v/c Ratio 0.91 0.68 0.08 0.25 0.65 0.11 0.72 0.60 0.45
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 140 (92%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 23.8 Intersection LOS: C
Intersection Capacity Utilization 81.6%ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Lanes, Volumes, Timings
200: Service Road & US 421 (Carolina Beach Road)03/09/2023
Synchro 11 ReportScenario 1 220280 11:11 pm 12/30/2022 PM Existing
DAVENPORT Page 5
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1471 96 0 1182 0 82
Future Volume (vph) 1471 96 0 1182 0 82
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%-2% -1%
Storage Length (ft)300 0 0 0
Storage Lanes 1 0 0 1
Taper Length (ft)100 100
Lane Util. Factor 0.91 1.00 1.00 0.91 1.00 1.00
Frt 0.850 0.865
Flt Protected
Satd. Flow (prot)5060 1575 0 5136 0 1619
Flt Permitted
Satd. Flow (perm)5060 1575 0 5136 0 1619
Link Speed (mph)45 45 35
Link Distance (ft)542 101 215
Travel Time (s)8.2 1.5 4.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)1634 107 0 1313 0 91
Shared Lane Traffic (%)
Lane Group Flow (vph) 1634 107 0 1313 0 91
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 40.2%ICU Level of Service A
Analysis Period (min) 15
HCM 2010 TWSC
200: Service Road & US 421 (Carolina Beach Road)03/09/2023
Synchro 11 ReportScenario 1 220280 11:11 pm 12/30/2022 PM Existing
DAVENPORT Page 6
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1471 96 0 1182 0 82
Future Vol, veh/h 1471 96 0 1182 0 82
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 300 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 1 - - -2 -1 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 1634 107 0 1313 0 91
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 817
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.04
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver - - 0 - 0 281
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver -----281
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 23.8
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)281 - - -
HCM Lane V/C Ratio 0.324 - - -
HCM Control Delay (s) 23.8 - - -
HCM Lane LOS C - - -
HCM 95th %tile Q(veh) 1.4 - - -
Lanes, Volumes, Timings
300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)03/09/2023
Synchro 11 ReportScenario 1 220280 11:11 pm 12/30/2022 PM Existing
DAVENPORT Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 213 412 0 196 359 130 765 1026 157 333 1129 98
Future Volume (vph) 213 412 0 196 359 130 765 1026 157 333 1129 98
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)0%0%-1%2%
Storage Length (ft)500 225 225 275 500 325 400 1000
Storage Lanes 2 1 2 1 2 1 2 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)3433 3539 0 3433 3539 1583 3450 3557 1591 3399 3504 1567
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)3433 3539 0 3433 3539 1583 3450 3557 1591 3399 3504 1567
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 45 45
Link Distance (ft)632 2580 795 1435
Travel Time (s)9.6 39.1 12.0 21.7
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)237 458 0 218 399 144 850 1140 174 370 1254 109
Shared Lane Traffic (%)
Lane Group Flow (vph) 237 458 0 218 399 144 850 1140 174 370 1254 109
Turn Type Prot NA Prot NA Perm Prot NA Prot Prot NA Perm
Protected Phases 7 4 3 8 52216
Permitted Phases 8 6
Detector Phase 7 4 388522166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 12.0 5.0 12.0 12.0
Minimum Split (s)14.0 14.0 14.0 14.0 14.0 14.0 19.0 19.0 14.0 19.0 19.0
Total Split (s)25.0 30.0 25.0 30.0 30.0 35.0 67.0 67.0 30.0 62.0 62.0
Total Split (%)16.4% 19.7% 16.4% 19.7% 19.7% 23.0% 44.1% 44.1% 19.7% 40.8% 40.8%
Maximum Green (s) 19.1 23.3 18.7 23.9 23.9 28.4 60.4 60.4 22.8 55.6 55.6
Yellow Time (s)3.0 4.5 3.0 4.5 4.5 3.2 4.6 4.6 3.1 4.3 4.3
All-Red Time (s)2.9 2.2 3.3 1.6 1.6 3.4 2.0 2.0 4.1 2.1 2.1
Lost Time Adjust (s) -0.9 -1.7 -1.3 -1.1 -1.1 -1.6 -1.6 -1.6 -2.2 -1.4 -1.4
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.5 6.0 1.5 6.0 6.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s)0.2 3.0 0.2 3.0 3.0 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Time To Reduce (s)0.0 15.0 0.0 15.0 15.0 0.0 45.0 45.0 0.0 45.0 45.0
Recall Mode None None None None None None C-Max C-Max None C-Max C-Max
Act Effct Green (s) 17.7 27.2 14.8 24.4 24.4 30.0 67.6 67.6 22.3 59.9 59.9
Actuated g/C Ratio 0.12 0.18 0.10 0.16 0.16 0.20 0.44 0.44 0.15 0.39 0.39
v/c Ratio 0.59 0.72 0.65 0.70 0.57 1.25 0.72 0.25 0.74 0.91 0.18
Control Delay 58.4 54.9 75.2 67.7 68.4 173.0 38.8 29.0 71.4 54.3 32.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)03/09/2023
Synchro 11 ReportScenario 1 220280 11:11 pm 12/30/2022 PM Existing
DAVENPORT Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 58.4 54.9 75.2 67.7 68.4 173.0 38.8 29.0 71.4 54.3 32.0
LOS E D E E E F D C E D C
Approach Delay 56.1 70.0 90.8 56.5
Approach LOS E E F E
Queue Length 50th (ft) 115 225 109 198 133 ~540 503 111 182 635 72
Queue Length 95th (ft) 163 297 150 259 210 #672 605 175 237 #785 121
Internal Link Dist (ft)552 2500 715 1355
Turn Bay Length (ft) 500 225 275 500 325 400 1000
Base Capacity (vph) 451 640 451 582 260 680 1582 707 559 1382 617
Starvation Cap Reductn 0 0 000000000
Spillback Cap Reductn 0 0 000000000
Storage Cap Reductn 0 0 000000000
Reduced v/c Ratio 0.53 0.72 0.48 0.69 0.55 1.25 0.72 0.25 0.66 0.91 0.18
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 110 (72%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.25
Intersection Signal Delay: 72.2 Intersection LOS: E
Intersection Capacity Utilization 86.7%ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Lanes, Volumes, Timings
301: US 421 (Carolina Beach Road)03/09/2023
Synchro 11 ReportScenario 1 220280 11:11 pm 12/30/2022 PM Existing
DAVENPORT Page 9
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 639 945 0 1182 0 0
Future Volume (vph) 639 945 0 1182 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)2%-2% 0%
Lane Util. Factor 1.00 1.00 1.00 0.91 1.00 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot) 1844 1567 0 5136 0 0
Flt Permitted
Satd. Flow (perm) 1844 1567 0 5136 0 0
Link Speed (mph)45 45 30
Link Distance (ft)101 632 1300
Travel Time (s)1.5 9.6 29.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)710 1050 0 1313 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 710 1050 0 1313 0 0
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 61.8% ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
302: US 421 (Carolina Beach Road)03/09/2023
Synchro 11 ReportScenario 1 220280 11:11 pm 12/30/2022 PM Existing
DAVENPORT Page 10
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph)0 921 0 1999 1325 0
Future Volume (vph)0 921 0 1999 1325 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%0% 1%
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865
Flt Protected
Satd. Flow (prot) 0 1603 0 3539 3522 0
Flt Permitted
Satd. Flow (perm) 0 1603 0 3539 3522 0
Link Speed (mph)30 45 45
Link Distance (ft)1300 502 795
Travel Time (s)29.5 7.6 12.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 1023 0 2221 1472 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1023 0 2221 1472 0
Sign Control Free Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 100.3% ICU Level of Service G
Analysis Period (min) 15
Lanes, Volumes, Timings
400: US 421 (Carolina Beach Road) & Service Road 03/09/2023
Synchro 11 ReportScenario 1 220280 11:11 pm 12/30/2022 PM Existing
DAVENPORT Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)0 0 140 0 128 000002314 92
Future Volume (vph)0 0 140 0 128 000002314 92
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)0%-1%-1%1%
Storage Length (ft)0 125 0 0 325 200 0 0
Storage Lanes 0 1 0 0 0 0 0 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.850 0.850
Flt Protected
Satd. Flow (prot)0 0 2787 0 1872 000003522 1575
Flt Permitted
Satd. Flow (perm)0 0 2787 0 1872 000003522 1575
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 10 45 45
Link Distance (ft)2436 132 1368 692
Travel Time (s)47.5 9.0 20.7 10.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 156 0 142 000002571 102
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 156 0 142 000002571 102
Turn Type Prot NA NA Perm
Protected Phases 3 3 6
Permitted Phases 6
Detector Phase 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 12.0 12.0
Minimum Split (s)14.0 14.0 19.0 19.0
Total Split (s)30.0 30.0 122.0 122.0
Total Split (%)19.7% 19.7%80.3% 80.3%
Maximum Green (s)23.9 23.9 115.8 115.8
Yellow Time (s)3.0 3.0 4.4 4.4
All-Red Time (s)3.1 3.1 1.8 1.8
Lost Time Adjust (s)-1.1 -2.0 -1.2 -2.0
Total Lost Time (s)5.0 4.1 5.0 4.2
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 6.0 6.0
Minimum Gap (s)0.2 0.2 3.0 3.0
Time Before Reduce (s)0.0 0.0 30.0 30.0
Time To Reduce (s)0.0 0.0 60.0 60.0
Recall Mode None None C-Max C-Max
Act Effct Green (s)17.0 17.9 125.0 125.8
Actuated g/C Ratio 0.11 0.12 0.82 0.83
v/c Ratio 0.50 0.65 0.89 0.08
Control Delay 60.5 77.1 11.7 1.4
Queue Delay 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
400: US 421 (Carolina Beach Road) & Service Road 03/09/2023
Synchro 11 ReportScenario 1 220280 11:11 pm 12/30/2022 PM Existing
DAVENPORT Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 60.5 77.1 11.7 1.4
LOS E E B A
Approach Delay 60.5 77.1 11.3
Approach LOS E E B
Queue Length 50th (ft)84 137 932 6
Queue Length 95th (ft)m120 204 1102 m13
Internal Link Dist (ft)2356 52 1288 612
Turn Bay Length (ft)125
Base Capacity (vph)458 318 2896 1303
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.34 0.45 0.89 0.08
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 110 (72%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 17.0 Intersection LOS: B
Intersection Capacity Utilization 115.1%ICU Level of Service H
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 (Carolina Beach Road) & Service Road
Lanes, Volumes, Timings
500: Site Access 1 (Existing Car Wash Exit) & Service Road 03/09/2023
Synchro 11 ReportScenario 1 220280 11:11 pm 12/30/2022 PM Existing
DAVENPORT Page 13
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph)84 4 4 80 12 12
Future Volume (vph)84 4 4 80 12 12
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%-2% -1%
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.994 0.932
Flt Protected 0.998 0.976
Satd. Flow (prot)1842 0 0 1878 1703 0
Flt Permitted 0.998 0.976
Satd. Flow (perm)1842 0 0 1878 1703 0
Link Speed (mph)35 35 25
Link Distance (ft)215 2436 1222
Travel Time (s)4.2 47.5 33.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)93 4 4 89 13 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 97 0 0 93 26 0
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 17.5% ICU Level of Service A
Analysis Period (min) 15
HCM 2010 TWSC
500: Site Access 1 (Existing Car Wash Exit) & Service Road 03/09/2023
Synchro 11 ReportScenario 1 220280 11:11 pm 12/30/2022 PM Existing
DAVENPORT Page 14
Intersection
Int Delay, s/veh 1.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 84 4 4 80 12 12
Future Vol, veh/h 84 4 4 80 12 12
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 1 - - -2 -1 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 93 4 4 89 13 13
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 97 0 192 95
Stage 1 - - - - 95 -
Stage 2 - - - - 97 -
Critical Hdwy - - 4.12 - 6.22 6.12
Critical Hdwy Stg 1 - - - - 5.22 -
Critical Hdwy Stg 2 - - - - 5.22 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1496 - 805 964
Stage 1 - - - - 934 -
Stage 2 - - - - 932 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1496 - 803 964
Mov Cap-2 Maneuver - - - - 803 -
Stage 1 - - - - 934 -
Stage 2 - - - - 929 -
Approach EB WB NB
HCM Control Delay, s 0 0.4 9.2
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)876 - - 1496 -
HCM Lane V/C Ratio 0.03 - - 0.003 -
HCM Control Delay (s) 9.2 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
6/28/2023 220280 5322 Carolina Beach Road
Future No Build Conditions
Lanes, Volumes, Timings
5: US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FNB Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph)0 0 67 2333 0 0
Future Volume (vph)0 0 67 2333 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 325 0
Storage Lanes 0 0 1 0
Taper Length (ft)100 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot)0 0 1770 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm)0 0 1770 3539 0 0
Link Speed (mph)30 30 30
Link Distance (ft)138 1044 756
Travel Time (s)3.1 23.7 17.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 74 2592 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 74 2592 0 0
Sign Control Free Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 127.9% ICU Level of Service H
Analysis Period (min) 15
Lanes, Volumes, Timings
8: US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FNB Synchro 11 Report
DAVENPORT Page 2
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph)0 0 0 2165 0 1591
Future Volume (vph)0 0 0 2165 0 1591
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.76
Frt 0.850
Flt Protected
Satd. Flow (prot)0 0 0 3539 0 3610
Flt Permitted
Satd. Flow (perm)0 0 0 3539 0 3610
Link Speed (mph) 45 30 45
Link Distance (ft)692 756 502
Travel Time (s)10.5 17.2 7.6
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 0 2406 0 1768
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 2406 0 1768
Sign Control Free Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 63.2%ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FNB Synchro 11 Report
DAVENPORT Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 192 1191 43 43 1358 91 98 26 52 29 12 49
Future Volume (vph) 192 1191 43 43 1358 91 98 26 52 29 12 49
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%-1%1%0%
Storage Length (ft)650 150 150 0 0 0 75 0
Storage Lanes 1 1 1 1 0 0 1 0
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.960 0.879
Flt Protected 0.950 0.950 0.973 0.950
Satd. Flow (prot)1778 3557 1591 1778 3557 1591 0 1731 0 1770 1637 0
Flt Permitted 0.950 0.950 0.790 0.589
Satd. Flow (perm)1778 3557 1591 1778 3557 1591 0 1406 0 1097 1637 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 25 25
Link Distance (ft)1182 542 1446 1101
Travel Time (s)17.9 8.2 39.4 30.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)213 1323 48 48 1509 101 109 29 58 32 13 54
Shared Lane Traffic (%)
Lane Group Flow (vph) 213 1323 48 48 1509 101 0 196 0 32 67 0
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA
Protected Phases 1 6 5 2 4 8
Permitted Phases 6 2 4 8
Detector Phase 1 6 5 2 4 4 8 8
Switch Phase
Minimum Initial (s) 5.0 12.0 12.0 5.0 12.0 12.0 5.0 5.0 5.0 5.0
Minimum Split (s)12.0 19.0 19.0 12.0 19.0 19.0 12.0 12.0 12.0 12.0
Total Split (s)22.0 98.0 98.0 22.0 98.0 98.0 36.0 36.0 36.0 36.0
Total Split (%)14.1% 62.8% 62.8% 14.1% 62.8% 62.8% 23.1% 23.1% 23.1% 23.1%
Maximum Green (s) 15.0 91.0 91.0 15.0 91.0 91.0 29.0 29.0 29.0 29.0
Yellow Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 6.0 6.0 2.0 6.0 6.0 2.0 2.0 2.0 2.0
Minimum Gap (s)0.2 3.0 3.0 0.2 3.0 3.0 0.2 0.2 0.2 0.2
Time Before Reduce (s) 0.0 15.0 15.0 0.0 15.0 15.0 0.0 0.0 0.0 0.0
Time To Reduce (s)0.0 30.0 30.0 0.0 30.0 30.0 0.0 0.0 0.0 0.0
Recall Mode None C-Max C-Max None C-Max C-Max None None None None
Act Effct Green (s) 17.0 106.1 106.1 10.6 97.3 97.3 26.7 26.7 26.7
Actuated g/C Ratio 0.11 0.68 0.68 0.07 0.62 0.62 0.17 0.17 0.17
v/c Ratio 1.10 0.55 0.04 0.40 0.68 0.10 0.82 0.17 0.24
Control Delay 156.3 15.3 10.8 102.1 5.9 4.1 87.4 55.4 56.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FNB Synchro 11 Report
DAVENPORT Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 156.3 15.3 10.8 102.1 5.9 4.1 87.4 55.4 56.6
LOS F B B F A A F E E
Approach Delay 34.1 8.6 87.4 56.2
Approach LOS C A F E
Queue Length 50th (ft) ~245 368 16 51 137 16 193 28 59
Queue Length 95th (ft) #418 485 37 m59 m140 m20 284 61 106
Internal Link Dist (ft)1102 462 1366 1021
Turn Bay Length (ft) 650 150 150 75
Base Capacity (vph) 193 2419 1082 193 2219 992 279 217 325
Starvation Cap Reductn 000000 0 00
Spillback Cap Reductn 000000 0 00
Storage Cap Reductn 000000 0 00
Reduced v/c Ratio 1.10 0.55 0.04 0.25 0.68 0.10 0.70 0.15 0.21
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 111 (71%), Referenced to phase 2:WBT and 6:EBT, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.10
Intersection Signal Delay: 25.7 Intersection LOS: C
Intersection Capacity Utilization 77.3%ICU Level of Service D
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Lanes, Volumes, Timings
200: Service Road & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FNB Synchro 11 Report
DAVENPORT Page 5
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1233 56 0 1534 0 50
Future Volume (vph) 1233 56 0 1534 0 50
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%-2% -1%
Storage Length (ft)300 0 0 0
Storage Lanes 1 0 0 1
Taper Length (ft)100 100
Lane Util. Factor 0.91 1.00 1.00 0.91 1.00 1.00
Frt 0.850 0.865
Flt Protected
Satd. Flow (prot)5060 1575 0 5136 0 1619
Flt Permitted
Satd. Flow (perm)5060 1575 0 5136 0 1619
Link Speed (mph)45 45 35
Link Distance (ft)542 101 215
Travel Time (s)8.2 1.5 4.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)1370 62 0 1704 0 56
Shared Lane Traffic (%)
Lane Group Flow (vph) 1370 62 0 1704 0 56
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 33.8%ICU Level of Service A
Analysis Period (min) 15
HCM 2010 TWSC
200: Service Road & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FNB Synchro 11 Report
DAVENPORT Page 6
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1233 56 0 1534 0 50
Future Vol, veh/h 1233 56 0 1534 0 50
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 300 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 1 - - -2 -1 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 1370 62 0 1704 0 56
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 685
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.04
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver - - 0 - 0 341
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver -----341
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 17.6
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)341 - - -
HCM Lane V/C Ratio 0.163 - - -
HCM Control Delay (s) 17.6 - - -
HCM Lane LOS C - - -
HCM 95th %tile Q(veh) 0.6 - - -
Lanes, Volumes, Timings
300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FNB Synchro 11 Report
DAVENPORT Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 233 351 0 171 386 195 895 1059 211 150 722 253
Future Volume (vph) 233 351 0 171 386 195 895 1059 211 150 722 253
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)0%0%-1%2%
Storage Length (ft)500 225 225 275 500 325 400 1000
Storage Lanes 2 1 2 1 2 1 2 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)3433 3539 0 3433 3539 1583 3450 3557 1591 3399 3504 1567
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)3433 3539 0 3433 3539 1583 3450 3557 1591 3399 3504 1567
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 45 45
Link Distance (ft)632 2580 795 1939
Travel Time (s)9.6 39.1 12.0 29.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)259 390 0 190 429 217 994 1177 234 167 802 281
Shared Lane Traffic (%)
Lane Group Flow (vph) 259 390 0 190 429 217 994 1177 234 167 802 281
Turn Type Prot NA Prot NA Perm Prot NA Prot Prot NA Perm
Protected Phases 7 4 3 8 52216
Permitted Phases 8 6
Detector Phase 7 4 388522166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 12.0 5.0 12.0 12.0
Minimum Split (s)14.0 14.0 14.0 14.0 14.0 14.0 19.0 19.0 14.0 19.0 19.0
Total Split (s)25.0 32.0 25.0 32.0 32.0 47.0 69.0 69.0 30.0 52.0 52.0
Total Split (%)16.0% 20.5% 16.0% 20.5% 20.5% 30.1% 44.2% 44.2% 19.2% 33.3% 33.3%
Maximum Green (s) 18.0 25.0 18.0 25.0 25.0 40.0 62.0 62.0 23.0 45.0 45.0
Yellow Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.5 6.0 1.5 6.0 6.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s)0.2 3.0 0.2 3.0 3.0 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Time To Reduce (s)0.0 15.0 0.0 15.0 15.0 0.0 45.0 45.0 0.0 45.0 45.0
Recall Mode None None None None None None C-Max C-Max None C-Max C-Max
Act Effct Green (s) 17.3 29.2 14.5 26.4 26.4 42.0 78.2 78.2 14.0 50.3 50.3
Actuated g/C Ratio 0.11 0.19 0.09 0.17 0.17 0.27 0.50 0.50 0.09 0.32 0.32
v/c Ratio 0.68 0.59 0.60 0.72 0.81 1.07 0.66 0.29 0.55 0.71 0.56
Control Delay 62.4 49.2 75.5 68.6 85.2 103.5 32.2 25.2 74.4 51.3 49.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FNB Synchro 11 Report
DAVENPORT Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 62.4 49.2 75.5 68.6 85.2 103.5 32.2 25.2 74.4 51.3 49.6
LOS ED EEFFCCEDD
Approach Delay 54.5 74.5 61.0 54.0
Approach LOS D E E D
Queue Length 50th (ft) 133 193 97 219 215 ~576 466 138 85 382 239
Queue Length 95th (ft) 170 230 137 282 #344 #712 591 219 123 471 349
Internal Link Dist (ft)552 2500 715 1859
Turn Bay Length (ft) 500 225 275 500 325 400 1000
Base Capacity (vph) 440 664 440 612 273 928 1783 797 544 1128 505
Starvation Cap Reductn 0 0 000000000
Spillback Cap Reductn 0 0 000000000
Storage Cap Reductn 0 0 000000000
Reduced v/c Ratio 0.59 0.59 0.43 0.70 0.79 1.07 0.66 0.29 0.31 0.71 0.56
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 59 (38%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.07
Intersection Signal Delay: 60.6 Intersection LOS: E
Intersection Capacity Utilization 79.5%ICU Level of Service D
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Lanes, Volumes, Timings
301: US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FNB Synchro 11 Report
DAVENPORT Page 9
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 584 698 0 1534 0 0
Future Volume (vph) 584 698 0 1534 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)2%-2% 0%
Lane Util. Factor 1.00 1.00 1.00 0.91 1.00 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot) 1844 1567 0 5136 0 0
Flt Permitted
Satd. Flow (perm) 1844 1567 0 5136 0 0
Link Speed (mph)45 45 30
Link Distance (ft)101 632 1300
Travel Time (s)1.5 9.6 29.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)649 776 0 1704 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 649 776 0 1704 0 0
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 46.6% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
302: US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FNB Synchro 11 Report
DAVENPORT Page 10
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph)0 698 0 2165 893 0
Future Volume (vph)0 698 0 2165 893 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%0% 1%
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865
Flt Protected
Satd. Flow (prot) 0 1603 0 3539 3522 0
Flt Permitted
Satd. Flow (perm) 0 1603 0 3539 3522 0
Link Speed (mph)30 45 45
Link Distance (ft)1300 502 795
Travel Time (s)29.5 7.6 12.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 776 0 2406 992 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 776 0 2406 992 0
Sign Control Free Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 74.6% ICU Level of Service D
Analysis Period (min) 15
Lanes, Volumes, Timings
400: US 421 (Carolina Beach Road) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FNB Synchro 11 Report
DAVENPORT Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)0 0 84 0 67 000001722 35
Future Volume (vph)0 0 84 0 67 000001722 35
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)0%-1%-1%1%
Storage Length (ft)0 125 0 0 325 200 0 0
Storage Lanes 0 1 0 0 0 0 0 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.850 0.850
Flt Protected
Satd. Flow (prot)0 0 2787 0 1872 000003522 1575
Flt Permitted
Satd. Flow (perm)0 0 2787 0 1872 000003522 1575
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 10 45 45
Link Distance (ft)2436 138 1368 692
Travel Time (s)47.5 9.4 20.7 10.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 93 0 74 000001913 39
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 93 0 74 000001913 39
Turn Type Prot NA NA Perm
Protected Phases 3 3 6
Permitted Phases 6
Detector Phase 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 12.0 12.0
Minimum Split (s)14.0 14.0 19.0 19.0
Total Split (s)33.0 33.0 123.0 123.0
Total Split (%)21.2% 21.2%78.8% 78.8%
Maximum Green (s)26.0 26.0 116.0 116.0
Yellow Time (s)5.0 5.0 5.0 5.0
All-Red Time (s)2.0 2.0 2.0 2.0
Lost Time Adjust (s)-2.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 6.0 6.0
Minimum Gap (s)0.2 0.2 3.0 3.0
Time Before Reduce (s)0.0 0.0 30.0 30.0
Time To Reduce (s)0.0 0.0 60.0 60.0
Recall Mode None None C-Max C-Max
Act Effct Green (s)12.6 12.6 133.4 133.4
Actuated g/C Ratio 0.08 0.08 0.86 0.86
v/c Ratio 0.41 0.49 0.64 0.03
Control Delay 75.0 78.9 3.7 0.5
Queue Delay 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
400: US 421 (Carolina Beach Road) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FNB Synchro 11 Report
DAVENPORT Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 75.0 78.9 3.7 0.5
LOS E E A A
Approach Delay 75.0 78.9 3.6
Approach LOS E E A
Queue Length 50th (ft)53 74 112 1
Queue Length 95th (ft)m88 127 68 m2
Internal Link Dist (ft)2356 58 1288 612
Turn Bay Length (ft)125
Base Capacity (vph)500 336 3011 1346
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.19 0.22 0.64 0.03
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 150 (96%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.64
Intersection Signal Delay: 9.4 Intersection LOS: A
Intersection Capacity Utilization 112.3%ICU Level of Service H
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 (Carolina Beach Road) & Service Road
Lanes, Volumes, Timings
500: Site Access 1 (Existing Car Wash Exit) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FNB Synchro 11 Report
DAVENPORT Page 13
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph)46 4 4 58 4 6
Future Volume (vph)46 4 4 58 4 6
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%-2% -1%
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.990 0.914
Flt Protected 0.997 0.982
Satd. Flow (prot)1835 0 0 1876 1680 0
Flt Permitted 0.997 0.982
Satd. Flow (perm)1835 0 0 1876 1680 0
Link Speed (mph)35 35 25
Link Distance (ft)215 2436 1222
Travel Time (s)4.2 47.5 33.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)51 4 4 64 4 7
Shared Lane Traffic (%)
Lane Group Flow (vph) 55 0 0 68 11 0
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 16.3% ICU Level of Service A
Analysis Period (min) 15
HCM 2010 TWSC
500: Site Access 1 (Existing Car Wash Exit) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FNB Synchro 11 Report
DAVENPORT Page 14
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 46 4 4 58 4 6
Future Vol, veh/h 46 4 4 58 4 6
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 1 - - -2 -1 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 51 4 4 64 4 7
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 55 0 125 53
Stage 1 - - - - 53 -
Stage 2 - - - - 72 -
Critical Hdwy - - 4.12 - 6.22 6.12
Critical Hdwy Stg 1 - - - - 5.22 -
Critical Hdwy Stg 2 - - - - 5.22 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1550 - 876 1016
Stage 1 - - - - 972 -
Stage 2 - - - - 955 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1550 - 873 1016
Mov Cap-2 Maneuver - - - - 873 -
Stage 1 - - - - 972 -
Stage 2 - - - - 952 -
Approach EB WB NB
HCM Control Delay, s 0 0.5 8.8
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)954 - - 1550 -
HCM Lane V/C Ratio 0.012 - - 0.003 -
HCM Control Delay (s) 8.8 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0 -
Lanes, Volumes, Timings
5: US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FNB Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph)0 0 131 1840 0 0
Future Volume (vph)0 0 131 1840 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 325 0
Storage Lanes 0 0 1 0
Taper Length (ft)100 100
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot)0 0 1770 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm)0 0 1770 3539 0 0
Link Speed (mph)30 30 30
Link Distance (ft)132 1044 752
Travel Time (s)3.0 23.7 17.1
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 146 2044 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 146 2044 0 0
Sign Control Free Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 132.9% ICU Level of Service H
Analysis Period (min) 15
Lanes, Volumes, Timings
8: US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FNB Synchro 11 Report
DAVENPORT Page 2
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph)0 0 0 1999 0 2297
Future Volume (vph)0 0 0 1999 0 2297
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.76
Frt 0.850
Flt Protected
Satd. Flow (prot)0 0 0 3539 0 3610
Flt Permitted
Satd. Flow (perm)0 0 0 3539 0 3610
Link Speed (mph) 45 30 45
Link Distance (ft)692 752 502
Travel Time (s)10.5 17.1 7.6
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 0 2221 0 2552
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 2221 0 2552
Sign Control Free Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 58.6%ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FNB Synchro 11 Report
DAVENPORT Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 342 1562 94 68 1228 96 79 34 31 129 53 97
Future Volume (vph) 342 1562 94 68 1228 96 79 34 31 129 53 97
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%-1%1%0%
Storage Length (ft)650 150 150 0 0 0 75 0
Storage Lanes 1 1 1 1 0 0 1 0
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.971 0.903
Flt Protected 0.950 0.950 0.973 0.950
Satd. Flow (prot)1778 3557 1591 1778 3557 1591 0 1751 0 1770 1682 0
Flt Permitted 0.950 0.950 0.533 0.611
Satd. Flow (perm)1778 3557 1591 1778 3557 1591 0 959 0 1138 1682 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 25 25
Link Distance (ft)1182 542 1446 1101
Travel Time (s)17.9 8.2 39.4 30.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)380 1736 104 76 1364 107 88 38 34 143 59 108
Shared Lane Traffic (%)
Lane Group Flow (vph) 380 1736 104 76 1364 107 0 160 0 143 167 0
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA
Protected Phases 1 6 5 2 4 8
Permitted Phases 6 2 4 8
Detector Phase 1 6 5 2 4 4 8 8
Switch Phase
Minimum Initial (s) 5.0 12.0 12.0 5.0 12.0 12.0 5.0 5.0 5.0 5.0
Minimum Split (s)12.0 19.0 19.0 12.0 19.0 19.0 12.0 12.0 12.0 12.0
Total Split (s)25.0 102.0 102.0 15.0 92.0 92.0 35.0 35.0 35.0 35.0
Total Split (%)16.4% 67.1% 67.1% 9.9% 60.5% 60.5% 23.0% 23.0% 23.0% 23.0%
Maximum Green (s) 18.0 95.0 95.0 8.0 85.0 85.0 28.0 28.0 28.0 28.0
Yellow Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lead Lag Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 6.0 6.0 2.0 6.0 6.0 2.0 2.0 2.0 2.0
Minimum Gap (s)0.2 3.0 3.0 0.2 3.0 3.0 0.2 0.2 0.2 0.2
Time Before Reduce (s) 0.0 15.0 15.0 0.0 15.0 15.0 0.0 0.0 0.0 0.0
Time To Reduce (s)0.0 30.0 30.0 0.0 30.0 30.0 0.0 0.0 0.0 0.0
Recall Mode None C-Max C-Max None C-Max C-Max None None None None
Act Effct Green (s) 22.3 99.3 99.3 10.0 87.0 87.0 27.7 27.7 27.7
Actuated g/C Ratio 0.15 0.65 0.65 0.07 0.57 0.57 0.18 0.18 0.18
v/c Ratio 1.46 0.75 0.10 0.66 0.67 0.12 0.92 0.69 0.55
Control Delay 270.0 20.9 10.6 54.7 6.2 3.6 109.7 75.7 63.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FNB Synchro 11 Report
DAVENPORT Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 270.0 20.9 10.6 54.7 6.2 3.6 109.7 75.7 63.1
LOS F C B D A A F E E
Approach Delay 63.0 8.4 109.7 68.9
Approach LOS E A F E
Queue Length 50th (ft) ~541 607 38 79 80 11 155 132 149
Queue Length 95th (ft) #751 701 63 m87 m72 m12 #289 214 229
Internal Link Dist (ft)1102 462 1366 1021
Turn Bay Length (ft) 650 150 150 75
Base Capacity (vph) 260 2323 1039 116 2035 910 189 224 331
Starvation Cap Reductn 000000 0 00
Spillback Cap Reductn 000000 0 00
Storage Cap Reductn 000000 0 00
Reduced v/c Ratio 1.46 0.75 0.10 0.66 0.67 0.12 0.85 0.64 0.50
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 140 (92%), Referenced to phase 2:WBT and 6:EBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.46
Intersection Signal Delay: 45.3 Intersection LOS: D
Intersection Capacity Utilization 86.4%ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Lanes, Volumes, Timings
200: Service Road & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FNB Synchro 11 Report
DAVENPORT Page 5
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1506 98 0 1258 0 84
Future Volume (vph) 1506 98 0 1258 0 84
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%-2% -1%
Storage Length (ft)300 0 0 0
Storage Lanes 1 0 0 1
Taper Length (ft)100 100
Lane Util. Factor 0.91 1.00 1.00 0.91 1.00 1.00
Frt 0.850 0.865
Flt Protected
Satd. Flow (prot)5060 1575 0 5136 0 1619
Flt Permitted
Satd. Flow (perm)5060 1575 0 5136 0 1619
Link Speed (mph)45 45 35
Link Distance (ft)542 101 215
Travel Time (s)8.2 1.5 4.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)1673 109 0 1398 0 93
Shared Lane Traffic (%)
Lane Group Flow (vph) 1673 109 0 1398 0 93
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.0%ICU Level of Service A
Analysis Period (min) 15
HCM 2010 TWSC
200: Service Road & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FNB Synchro 11 Report
DAVENPORT Page 6
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1506 98 0 1258 0 84
Future Vol, veh/h 1506 98 0 1258 0 84
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 300 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 1 - - -2 -1 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 1673 109 0 1398 0 93
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 837
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.04
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver - - 0 - 0 272
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver -----272
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 25
HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)272 - - -
HCM Lane V/C Ratio 0.343 - - -
HCM Control Delay (s) 25 - - -
HCM Lane LOS D - - -
HCM 95th %tile Q(veh) 1.5 - - -
Lanes, Volumes, Timings
300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FNB Synchro 11 Report
DAVENPORT Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 218 421 0 200 367 133 791 1047 161 340 1152 100
Future Volume (vph) 218 421 0 200 367 133 791 1047 161 340 1152 100
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)0%0%-1%2%
Storage Length (ft)500 225 225 275 500 325 400 1000
Storage Lanes 2 1 2 1 2 1 2 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)3433 3539 0 3433 3539 1583 3450 3557 1591 3399 3504 1567
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)3433 3539 0 3433 3539 1583 3450 3557 1591 3399 3504 1567
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 45 45
Link Distance (ft)632 2580 795 1435
Travel Time (s)9.6 39.1 12.0 21.7
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)242 468 0 222 408 148 879 1163 179 378 1280 111
Shared Lane Traffic (%)
Lane Group Flow (vph) 242 468 0 222 408 148 879 1163 179 378 1280 111
Turn Type Prot NA Prot NA Perm Prot NA Prot Prot NA Perm
Protected Phases 7 4 3 8 52216
Permitted Phases 8 6
Detector Phase 7 4 388522166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 12.0 5.0 12.0 12.0
Minimum Split (s)14.0 14.0 14.0 14.0 14.0 14.0 19.0 19.0 14.0 19.0 19.0
Total Split (s)25.0 30.0 25.0 30.0 30.0 35.0 67.0 67.0 30.0 62.0 62.0
Total Split (%)16.4% 19.7% 16.4% 19.7% 19.7% 23.0% 44.1% 44.1% 19.7% 40.8% 40.8%
Maximum Green (s) 18.0 23.0 18.0 23.0 23.0 28.0 60.0 60.0 23.0 55.0 55.0
Yellow Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.5 6.0 1.5 6.0 6.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s)0.2 3.0 0.2 3.0 3.0 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Time To Reduce (s)0.0 15.0 0.0 15.0 15.0 0.0 45.0 45.0 0.0 45.0 45.0
Recall Mode None None None None None None C-Max C-Max None C-Max C-Max
Act Effct Green (s) 18.3 27.2 15.7 24.6 24.6 30.0 66.7 66.7 22.4 59.1 59.1
Actuated g/C Ratio 0.12 0.18 0.10 0.16 0.16 0.20 0.44 0.44 0.15 0.39 0.39
v/c Ratio 0.59 0.74 0.63 0.71 0.58 1.29 0.75 0.26 0.75 0.94 0.18
Control Delay 54.3 52.1 73.1 68.0 68.7 189.5 40.2 29.5 72.1 58.6 32.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FNB Synchro 11 Report
DAVENPORT Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 54.3 52.1 73.1 68.0 68.7 189.5 40.2 29.5 72.1 58.6 32.4
LOS D D E E E F D C E E C
Approach Delay 52.9 69.6 98.4 59.8
Approach LOS D E F E
Queue Length 50th (ft) 119 233 110 203 137 ~570 519 115 187 656 74
Queue Length 95th (ft) m162 m305 152 265 216 #703 623 179 242 #813 123
Internal Link Dist (ft)552 2500 715 1355
Turn Bay Length (ft) 500 225 275 500 325 400 1000
Base Capacity (vph) 451 632 451 582 260 680 1561 698 559 1363 609
Starvation Cap Reductn 0 0 000000000
Spillback Cap Reductn 0 0 000000000
Storage Cap Reductn 0 0 000000000
Reduced v/c Ratio 0.54 0.74 0.49 0.70 0.57 1.29 0.75 0.26 0.68 0.94 0.18
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 110 (72%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.29
Intersection Signal Delay: 75.9 Intersection LOS: E
Intersection Capacity Utilization 88.4%ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Lanes, Volumes, Timings
301: US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FNB Synchro 11 Report
DAVENPORT Page 9
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 639 945 0 1258 0 0
Future Volume (vph) 639 945 0 1258 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)2%-2% 0%
Lane Util. Factor 1.00 1.00 1.00 0.91 1.00 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot) 1844 1567 0 5136 0 0
Flt Permitted
Satd. Flow (perm) 1844 1567 0 5136 0 0
Link Speed (mph)45 45 30
Link Distance (ft)101 632 1300
Travel Time (s)1.5 9.6 29.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)710 1050 0 1398 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 710 1050 0 1398 0 0
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 61.8% ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
302: US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FNB Synchro 11 Report
DAVENPORT Page 10
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph)0 945 0 1999 1352 0
Future Volume (vph)0 945 0 1999 1352 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%0% 1%
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865
Flt Protected
Satd. Flow (prot) 0 1603 0 3539 3522 0
Flt Permitted
Satd. Flow (perm) 0 1603 0 3539 3522 0
Link Speed (mph)30 45 45
Link Distance (ft)1300 502 795
Travel Time (s)29.5 7.6 12.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 1050 0 2221 1502 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1050 0 2221 1502 0
Sign Control Free Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 102.6% ICU Level of Service G
Analysis Period (min) 15
Lanes, Volumes, Timings
400: US 421 (Carolina Beach Road) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FNB Synchro 11 Report
DAVENPORT Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)0 0 143 0 131 000002366 94
Future Volume (vph)0 0 143 0 131 000002366 94
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)0%-1%-1%1%
Storage Length (ft)0 125 0 0 325 200 0 0
Storage Lanes 0 1 0 0 0 0 0 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.850 0.850
Flt Protected
Satd. Flow (prot)0 0 2787 0 1872 000003522 1575
Flt Permitted
Satd. Flow (perm)0 0 2787 0 1872 000003522 1575
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 10 45 45
Link Distance (ft)2436 132 1368 692
Travel Time (s)47.5 9.0 20.7 10.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 159 0 146 000002629 104
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 159 0 146 000002629 104
Turn Type Prot NA NA Perm
Protected Phases 3 3 6
Permitted Phases 6
Detector Phase 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 12.0 12.0
Minimum Split (s)14.0 14.0 19.0 19.0
Total Split (s)30.0 30.0 122.0 122.0
Total Split (%)19.7% 19.7%80.3% 80.3%
Maximum Green (s)23.0 23.0 115.0 115.0
Yellow Time (s)5.0 5.0 5.0 5.0
All-Red Time (s)2.0 2.0 2.0 2.0
Lost Time Adjust (s)-2.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 6.0 6.0
Minimum Gap (s)0.2 0.2 3.0 3.0
Time Before Reduce (s)0.0 0.0 30.0 30.0
Time To Reduce (s)0.0 0.0 60.0 60.0
Recall Mode None None C-Max C-Max
Act Effct Green (s)18.2 18.2 123.8 123.8
Actuated g/C Ratio 0.12 0.12 0.81 0.81
v/c Ratio 0.48 0.65 0.92 0.08
Control Delay 56.8 77.0 13.6 1.7
Queue Delay 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
400: US 421 (Carolina Beach Road) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FNB Synchro 11 Report
DAVENPORT Page 12
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 56.8 77.0 13.6 1.7
LOS E E B A
Approach Delay 56.8 77.0 13.2
Approach LOS E E B
Queue Length 50th (ft)85 141 946 7
Queue Length 95th (ft)m113 210 #1181 m15
Internal Link Dist (ft)2356 52 1288 612
Turn Bay Length (ft)125
Base Capacity (vph)458 307 2868 1282
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.35 0.48 0.92 0.08
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 110 (72%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 18.5 Intersection LOS: B
Intersection Capacity Utilization 117.9%ICU Level of Service H
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 (Carolina Beach Road) & Service Road
Lanes, Volumes, Timings
500: Site Access 1 (Existing Car Wash Exit) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FNB Synchro 11 Report
DAVENPORT Page 13
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph)86 4 4 82 13 13
Future Volume (vph)86 4 4 82 13 13
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%-2% -1%
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.995 0.932
Flt Protected 0.998 0.976
Satd. Flow (prot)1844 0 0 1878 1703 0
Flt Permitted 0.998 0.976
Satd. Flow (perm)1844 0 0 1878 1703 0
Link Speed (mph)35 35 25
Link Distance (ft)215 2436 1222
Travel Time (s)4.2 47.5 33.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)96 4 4 91 14 14
Shared Lane Traffic (%)
Lane Group Flow (vph) 100 0 0 95 28 0
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 17.6% ICU Level of Service A
Analysis Period (min) 15
HCM 2010 TWSC
500: Site Access 1 (Existing Car Wash Exit) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FNB Synchro 11 Report
DAVENPORT Page 14
Intersection
Int Delay, s/veh 1.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 86 4 4 82 13 13
Future Vol, veh/h 86 4 4 82 13 13
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 1 - - -2 -1 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 96 4 4 91 14 14
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 100 0 197 98
Stage 1 - - - - 98 -
Stage 2 - - - - 99 -
Critical Hdwy - - 4.12 - 6.22 6.12
Critical Hdwy Stg 1 - - - - 5.22 -
Critical Hdwy Stg 2 - - - - 5.22 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1493 - 800 961
Stage 1 - - - - 931 -
Stage 2 - - - - 930 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1493 - 798 961
Mov Cap-2 Maneuver - - - - 798 -
Stage 1 - - - - 931 -
Stage 2 - - - - 927 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 9.3
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)872 - - 1493 -
HCM Lane V/C Ratio 0.033 - - 0.003 -
HCM Control Delay (s) 9.3 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
6/28/2023 220280 5322 Carolina Beach Road
Future Build Conditions
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)03/14/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FB Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 192 1194 47 52 1358 91 118 33 52 29 14 49
Future Volume (vph) 192 1194 47 52 1358 91 118 33 52 29 14 49
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%-1%1%0%
Storage Length (ft)650 150 150 0 0 0 75 0
Storage Lanes 1 1 1 1 0 0 1 0
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.965 0.884
Flt Protected 0.950 0.950 0.972 0.950
Satd. Flow (prot)1778 3557 1591 1778 3557 1591 0 1738 0 1770 1647 0
Flt Permitted 0.950 0.950 0.778 0.594
Satd. Flow (perm)1778 3557 1591 1778 3557 1591 0 1392 0 1106 1647 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 25 25
Link Distance (ft)1182 542 1446 1101
Travel Time (s)17.9 8.2 39.4 30.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)213 1327 52 58 1509 101 131 37 58 32 16 54
Shared Lane Traffic (%)
Lane Group Flow (vph) 213 1327 52 58 1509 101 0 226 0 32 70 0
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA
Protected Phases 1 6 5 2 4 8
Permitted Phases 6 2 4 8
Detector Phase 1 6 5 2 4 4 8 8
Switch Phase
Minimum Initial (s) 5.0 12.0 12.0 5.0 12.0 12.0 5.0 5.0 5.0 5.0
Minimum Split (s)12.0 19.0 19.0 12.0 19.0 19.0 12.0 12.0 12.0 12.0
Total Split (s)22.0 98.0 98.0 22.0 98.0 98.0 36.0 36.0 36.0 36.0
Total Split (%)14.1% 62.8% 62.8% 14.1% 62.8% 62.8% 23.1% 23.1% 23.1% 23.1%
Maximum Green (s) 15.0 91.0 91.0 15.0 91.0 91.0 29.0 29.0 29.0 29.0
Yellow Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 6.0 6.0 2.0 6.0 6.0 2.0 2.0 2.0 2.0
Minimum Gap (s)0.2 3.0 3.0 0.2 3.0 3.0 0.2 0.2 0.2 0.2
Time Before Reduce (s) 0.0 15.0 15.0 0.0 15.0 15.0 0.0 0.0 0.0 0.0
Time To Reduce (s)0.0 30.0 30.0 0.0 30.0 30.0 0.0 0.0 0.0 0.0
Recall Mode None C-Max C-Max None C-Max C-Max None None None None
Act Effct Green (s) 17.0 103.2 103.2 11.5 95.2 95.2 28.8 28.8 28.8
Actuated g/C Ratio 0.11 0.66 0.66 0.07 0.61 0.61 0.18 0.18 0.18
v/c Ratio 1.10 0.56 0.05 0.45 0.70 0.10 0.88 0.16 0.23
Control Delay 156.3 16.8 11.5 101.2 6.3 4.3 93.8 54.2 55.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)03/14/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FB Synchro 11 Report
DAVENPORT Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 156.3 16.8 11.5 101.2 6.3 4.3 93.8 54.2 55.3
LOS F B B F A A F D E
Approach Delay 35.3 9.5 93.8 55.0
Approach LOS D A F E
Queue Length 50th (ft) ~245 398 19 62 144 17 223 27 60
Queue Length 95th (ft) #418 500 40 m70 m144 m20 #365 61 109
Internal Link Dist (ft)1102 462 1366 1021
Turn Bay Length (ft) 650 150 150 75
Base Capacity (vph) 193 2352 1052 193 2170 970 276 219 327
Starvation Cap Reductn 000000 0 00
Spillback Cap Reductn 000000 0 00
Storage Cap Reductn 000000 0 00
Reduced v/c Ratio 1.10 0.56 0.05 0.30 0.70 0.10 0.82 0.15 0.21
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 111 (71%), Referenced to phase 2:WBT and 6:EBT, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.10
Intersection Signal Delay: 27.6 Intersection LOS: C
Intersection Capacity Utilization 78.8%ICU Level of Service D
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Lanes, Volumes, Timings
200: Service Road & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FB Synchro 11 Report
DAVENPORT Page 7
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1233 59 0 1343 0 76
Future Volume (vph) 1233 59 0 1343 0 76
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%-2% -1%
Storage Length (ft)300 0 0 0
Storage Lanes 1 0 0 1
Taper Length (ft)100 100
Lane Util. Factor 0.91 1.00 1.00 0.91 1.00 1.00
Frt 0.850 0.865
Flt Protected
Satd. Flow (prot)5060 1575 0 5136 0 1619
Flt Permitted
Satd. Flow (perm)5060 1575 0 5136 0 1619
Link Speed (mph)45 45 35
Link Distance (ft)542 101 215
Travel Time (s)8.2 1.5 4.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)1370 66 0 1492 0 84
Shared Lane Traffic (%)
Lane Group Flow (vph) 1370 66 0 1492 0 84
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 35.2%ICU Level of Service A
Analysis Period (min) 15
HCM 2010 TWSC
200: Service Road & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FB Synchro 11 Report
DAVENPORT Page 8
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1233 59 0 1343 0 76
Future Vol, veh/h 1233 59 0 1343 0 76
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 300 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 1 - - -2 -1 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 1370 66 0 1492 0 84
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 685
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.04
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver - - 0 - 0 341
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver -----341
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 19
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)341 - - -
HCM Lane V/C Ratio 0.248 - - -
HCM Control Delay (s) 19 - - -
HCM Lane LOS C - - -
HCM 95th %tile Q(veh) 1 - - -
Lanes, Volumes, Timings
300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FB Synchro 11 Report
DAVENPORT Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 256 354 0 171 387 195 895 1059 211 150 722 261
Future Volume (vph) 256 354 0 171 387 195 895 1059 211 150 722 261
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)0%0%-1%2%
Storage Length (ft)500 225 225 275 500 325 400 1000
Storage Lanes 2 1 2 1 2 1 2 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)3433 3539 0 3433 3539 1583 3450 3557 1591 3399 3504 1567
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)3433 3539 0 3433 3539 1583 3450 3557 1591 3399 3504 1567
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 45 45
Link Distance (ft)632 2580 795 1939
Travel Time (s)9.6 39.1 12.0 29.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)284 393 0 190 430 217 994 1177 234 167 802 290
Shared Lane Traffic (%)
Lane Group Flow (vph) 284 393 0 190 430 217 994 1177 234 167 802 290
Turn Type Prot NA Prot NA Perm Prot NA Prot Prot NA Perm
Protected Phases 7 4 3 8 52216
Permitted Phases 8 6
Detector Phase 7 4 388522166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 12.0 5.0 12.0 12.0
Minimum Split (s)14.0 14.0 14.0 14.0 14.0 14.0 19.0 19.0 14.0 19.0 19.0
Total Split (s)25.0 32.0 25.0 32.0 32.0 47.0 69.0 69.0 30.0 52.0 52.0
Total Split (%)16.0% 20.5% 16.0% 20.5% 20.5% 30.1% 44.2% 44.2% 19.2% 33.3% 33.3%
Maximum Green (s) 18.0 25.0 18.0 25.0 25.0 40.0 62.0 62.0 23.0 45.0 45.0
Yellow Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.5 6.0 1.5 6.0 6.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s)0.2 3.0 0.2 3.0 3.0 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Time To Reduce (s)0.0 15.0 0.0 15.0 15.0 0.0 45.0 45.0 0.0 45.0 45.0
Recall Mode None None None None None None C-Max C-Max None C-Max C-Max
Act Effct Green (s) 17.9 29.9 14.5 26.4 26.4 42.0 77.6 77.6 14.0 49.6 49.6
Actuated g/C Ratio 0.11 0.19 0.09 0.17 0.17 0.27 0.50 0.50 0.09 0.32 0.32
v/c Ratio 0.72 0.58 0.60 0.72 0.81 1.07 0.67 0.30 0.55 0.72 0.58
Control Delay 63.4 48.2 75.5 68.7 85.2 103.5 32.7 25.5 74.4 51.9 50.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FB Synchro 11 Report
DAVENPORT Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 63.4 48.2 75.5 68.7 85.2 103.5 32.7 25.5 74.4 51.9 50.9
LOS ED EEFFCCEDD
Approach Delay 54.6 74.5 61.2 54.7
Approach LOS D E E D
Queue Length 50th (ft) 146 187 97 220 215 ~576 474 141 85 386 251
Queue Length 95th (ft) m185 m226 137 283 #344 #712 591 219 123 471 363
Internal Link Dist (ft)552 2500 715 1859
Turn Bay Length (ft) 500 225 275 500 325 400 1000
Base Capacity (vph) 440 677 440 612 273 928 1769 791 544 1114 498
Starvation Cap Reductn 0 0 000000000
Spillback Cap Reductn 0 0 000000000
Storage Cap Reductn 0 0 000000000
Reduced v/c Ratio 0.65 0.58 0.43 0.70 0.79 1.07 0.67 0.30 0.31 0.72 0.58
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 59 (38%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.07
Intersection Signal Delay: 60.9 Intersection LOS: E
Intersection Capacity Utilization 80.2%ICU Level of Service D
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Lanes, Volumes, Timings
301: US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FB Synchro 11 Report
DAVENPORT Page 11
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 584 00000
Future Volume (vph) 584 00000
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)2%-2% 0%
Lane Util. Factor 1.00 1.00 1.00 0.91 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1844 1844 0 5136 0 0
Flt Permitted
Satd. Flow (perm) 1844 1844 0 5136 0 0
Link Speed (mph)45 45 30
Link Distance (ft)101 632 1300
Travel Time (s)1.5 9.6 29.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)649 00000
Shared Lane Traffic (%)
Lane Group Flow (vph) 649 00000
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 34.1% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
302: US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FB Synchro 11 Report
DAVENPORT Page 12
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph)0 698 0 2165 898 0
Future Volume (vph)0 698 0 2165 898 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%0% 1%
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865
Flt Protected
Satd. Flow (prot) 0 1603 0 3539 3522 0
Flt Permitted
Satd. Flow (perm) 0 1603 0 3539 3522 0
Link Speed (mph)30 45 45
Link Distance (ft)1300 502 795
Travel Time (s)29.5 7.6 12.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 776 0 2406 998 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 776 0 2406 998 0
Sign Control Free Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 74.7% ICU Level of Service D
Analysis Period (min) 15
Lanes, Volumes, Timings
400: US 421 (Carolina Beach Road) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FB Synchro 11 Report
DAVENPORT Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)0 0 97 0 71 000001722 35
Future Volume (vph)0 0 97 0 71 000001722 35
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)0%-1%-1%1%
Storage Length (ft)0 125 0 0 325 200 0 0
Storage Lanes 0 1 0 0 0 0 0 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.850 0.850
Flt Protected
Satd. Flow (prot)0 0 2787 0 1872 000003522 1575
Flt Permitted
Satd. Flow (perm)0 0 2787 0 1872 000003522 1575
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 10 45 45
Link Distance (ft)2436 138 1368 692
Travel Time (s)47.5 9.4 20.7 10.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 108 0 79 000001913 39
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 108 0 79 000001913 39
Turn Type Prot NA NA Perm
Protected Phases 3 3 6
Permitted Phases 6
Detector Phase 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 12.0 12.0
Minimum Split (s)14.0 14.0 19.0 19.0
Total Split (s)33.0 33.0 123.0 123.0
Total Split (%)21.2% 21.2%78.8% 78.8%
Maximum Green (s)26.0 26.0 116.0 116.0
Yellow Time (s)5.0 5.0 5.0 5.0
All-Red Time (s)2.0 2.0 2.0 2.0
Lost Time Adjust (s)-2.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 6.0 6.0
Minimum Gap (s)0.2 0.2 3.0 3.0
Time Before Reduce (s)0.0 0.0 30.0 30.0
Time To Reduce (s)0.0 0.0 60.0 60.0
Recall Mode None None C-Max C-Max
Act Effct Green (s)13.1 13.1 132.9 132.9
Actuated g/C Ratio 0.08 0.08 0.85 0.85
v/c Ratio 0.46 0.50 0.64 0.03
Control Delay 75.6 78.8 4.8 1.1
Queue Delay 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
400: US 421 (Carolina Beach Road) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FB Synchro 11 Report
DAVENPORT Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 75.6 78.8 4.8 1.1
LOS E E A A
Approach Delay 75.6 78.8 4.7
Approach LOS E E A
Queue Length 50th (ft)63 78 122 2
Queue Length 95th (ft)m98 133 110 m5
Internal Link Dist (ft)2356 58 1288 612
Turn Bay Length (ft)125
Base Capacity (vph)500 336 3001 1341
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.22 0.24 0.64 0.03
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 150 (96%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.64
Intersection Signal Delay: 11.0 Intersection LOS: B
Intersection Capacity Utilization 112.3%ICU Level of Service H
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 (Carolina Beach Road) & Service Road
Lanes, Volumes, Timings
500: Site Access 1 (Existing Car Wash Exit) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FB Synchro 11 Report
DAVENPORT Page 15
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph)46 6 6 58 30 19
Future Volume (vph)46 6 6 58 30 19
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%-2% -1%
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.984 0.947
Flt Protected 0.995 0.970
Satd. Flow (prot)1824 0 0 1872 1720 0
Flt Permitted 0.995 0.970
Satd. Flow (perm)1824 0 0 1872 1720 0
Link Speed (mph)35 35 25
Link Distance (ft)215 2436 1222
Travel Time (s)4.2 47.5 33.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)51 7 7 64 33 21
Shared Lane Traffic (%)
Lane Group Flow (vph) 58 0 0 71 54 0
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 18.0% ICU Level of Service A
Analysis Period (min) 15
HCM 2010 TWSC
500: Site Access 1 (Existing Car Wash Exit) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FB Synchro 11 Report
DAVENPORT Page 16
Intersection
Int Delay, s/veh 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 46 6 6 58 30 19
Future Vol, veh/h 46 6 6 58 30 19
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 1 - - -2 -1 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 51 7 7 64 33 21
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 58 0 133 55
Stage 1 - - - - 55 -
Stage 2 - - - - 78 -
Critical Hdwy - - 4.12 - 6.22 6.12
Critical Hdwy Stg 1 - - - - 5.22 -
Critical Hdwy Stg 2 - - - - 5.22 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1546 - 867 1013
Stage 1 - - - - 970 -
Stage 2 - - - - 949 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1546 - 863 1013
Mov Cap-2 Maneuver - - - - 863 -
Stage 1 - - - - 970 -
Stage 2 - - - - 944 -
Approach EB WB NB
HCM Control Delay, s 0 0.7 9.2
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)916 - - 1546 -
HCM Lane V/C Ratio 0.059 - - 0.004 -
HCM Control Delay (s) 9.2 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.2 - - 0 -
Lanes, Volumes, Timings
600: SR 1247 (Antoinette Drive) & Site Access 2 03/14/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FB Synchro 11 Report
DAVENPORT Page 1
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)4 56 145 4 25 87
Future Volume (vph)4 56 145 4 25 87
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)0%1%0%
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.873 0.997
Flt Protected 0.997 0.989
Satd. Flow (prot)1621 0 1848 0 0 1842
Flt Permitted 0.997 0.989
Satd. Flow (perm)1621 0 1848 0 0 1842
Link Speed (mph)30 25 25
Link Distance (ft)1344 1214 529
Travel Time (s)30.5 33.1 14.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)4 62 161 4 28 97
Shared Lane Traffic (%)
Lane Group Flow (vph) 66 0 165 0 0 125
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 27.5% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
600: SR 1247 (Antoinette Drive) & Site Access 2 03/14/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FB Synchro 11 Report
DAVENPORT Page 2
Intersection
Int Delay, s/veh 2.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 56 145 4 25 87
Future Vol, veh/h 4 56 145 4 25 87
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 1 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 4 62 161 4 28 97
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 316 163 0 0 165 0
Stage 1 163 -----
Stage 2 153 -----
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 677 882 - - 1413 -
Stage 1 866 -----
Stage 2 875 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 663 882 - - 1413 -
Mov Cap-2 Maneuver 663 -----
Stage 1 866 -----
Stage 2 857 -----
Approach WB NB SB
HCM Control Delay, s 9.5 0 1.7
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)- - 863 1413 -
HCM Lane V/C Ratio - - 0.077 0.02 -
HCM Control Delay (s) - - 9.5 7.6 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.3 0.1 -
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB Synchro 11 Report
DAVENPORT Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 342 1569 107 95 1228 96 91 38 31 129 60 97
Future Volume (vph) 342 1569 107 95 1228 96 91 38 31 129 60 97
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%-1%1%0%
Storage Length (ft)650 150 150 0 0 0 75 0
Storage Lanes 1 1 1 1 0 0 1 0
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.974 0.907
Flt Protected 0.950 0.950 0.972 0.950
Satd. Flow (prot)1778 3557 1591 1778 3557 1591 0 1755 0 1770 1690 0
Flt Permitted 0.950 0.950 0.526 0.613
Satd. Flow (perm)1778 3557 1591 1778 3557 1591 0 950 0 1142 1690 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 25 25
Link Distance (ft)1182 542 1446 1101
Travel Time (s)17.9 8.2 39.4 30.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)380 1743 119 106 1364 107 101 42 34 143 67 108
Shared Lane Traffic (%)
Lane Group Flow (vph) 380 1743 119 106 1364 107 0 177 0 143 175 0
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA
Protected Phases 1 6 5 2 4 8
Permitted Phases 6 2 4 8
Detector Phase 1 6 5 2 4 4 8 8
Switch Phase
Minimum Initial (s) 5.0 12.0 12.0 5.0 12.0 12.0 5.0 5.0 5.0 5.0
Minimum Split (s)12.0 19.0 19.0 12.0 19.0 19.0 12.0 12.0 12.0 12.0
Total Split (s)25.0 102.0 102.0 15.0 92.0 92.0 35.0 35.0 35.0 35.0
Total Split (%)16.4% 67.1% 67.1% 9.9% 60.5% 60.5% 23.0% 23.0% 23.0% 23.0%
Maximum Green (s) 18.0 95.0 95.0 8.0 85.0 85.0 28.0 28.0 28.0 28.0
Yellow Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lead Lag Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 6.0 6.0 2.0 6.0 6.0 2.0 2.0 2.0 2.0
Minimum Gap (s)0.2 3.0 3.0 0.2 3.0 3.0 0.2 0.2 0.2 0.2
Time Before Reduce (s) 0.0 15.0 15.0 0.0 15.0 15.0 0.0 0.0 0.0 0.0
Time To Reduce (s)0.0 30.0 30.0 0.0 30.0 30.0 0.0 0.0 0.0 0.0
Recall Mode None C-Max C-Max None C-Max C-Max None None None None
Act Effct Green (s) 20.5 97.5 97.5 10.0 87.0 87.0 29.5 29.5 29.5
Actuated g/C Ratio 0.13 0.64 0.64 0.07 0.57 0.57 0.19 0.19 0.19
v/c Ratio 1.60 0.76 0.12 0.91 0.67 0.12 0.96 0.64 0.53
Control Delay 326.1 22.2 11.1 83.0 6.6 4.2 116.5 70.9 61.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB Synchro 11 Report
DAVENPORT Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 326.1 22.2 11.1 83.0 6.6 4.2 116.5 70.9 61.7
LOS F C B F A A F E E
Approach Delay 73.1 11.6 116.5 65.8
Approach LOS E B F E
Queue Length 50th (ft) ~541 612 44 111 96 13 175 132 157
Queue Length 95th (ft) #751 705 71 m122 m88 m15 #334 213 240
Internal Link Dist (ft)1102 462 1366 1021
Turn Bay Length (ft) 650 150 150 75
Base Capacity (vph) 238 2280 1020 116 2035 910 187 225 333
Starvation Cap Reductn 000000 0 00
Spillback Cap Reductn 000000 0 00
Storage Cap Reductn 000000 0 00
Reduced v/c Ratio 1.60 0.76 0.12 0.91 0.67 0.12 0.95 0.64 0.53
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 140 (92%), Referenced to phase 2:WBT and 6:EBT, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.60
Intersection Signal Delay: 51.8 Intersection LOS: D
Intersection Capacity Utilization 87.6%ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Lanes, Volumes, Timings
200: Service Road & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB Synchro 11 Report
DAVENPORT Page 7
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1506 105 0 1258 0 100
Future Volume (vph) 1506 105 0 1258 0 100
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%-2% -1%
Storage Length (ft)300 0 0 0
Storage Lanes 1 0 0 1
Taper Length (ft)100 100
Lane Util. Factor 0.91 1.00 1.00 0.91 1.00 1.00
Frt 0.850 0.865
Flt Protected
Satd. Flow (prot)5060 1575 0 5136 0 1619
Flt Permitted
Satd. Flow (perm)5060 1575 0 5136 0 1619
Link Speed (mph)45 45 35
Link Distance (ft)542 101 215
Travel Time (s)8.2 1.5 4.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)1673 117 0 1398 0 111
Shared Lane Traffic (%)
Lane Group Flow (vph) 1673 117 0 1398 0 111
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 42.0%ICU Level of Service A
Analysis Period (min) 15
HCM 2010 TWSC
200: Service Road & US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB Synchro 11 Report
DAVENPORT Page 8
Intersection
Int Delay, s/veh 0.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1506 105 0 1258 0 100
Future Vol, veh/h 1506 105 0 1258 0 100
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 300 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 1 - - -2 -1 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 1673 117 0 1398 0 111
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 837
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.04
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver - - 0 - 0 272
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver -----272
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 27.1
HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)272 - - -
HCM Lane V/C Ratio 0.408 - - -
HCM Control Delay (s) 27.1 - - -
HCM Lane LOS D - - -
HCM 95th %tile Q(veh) 1.9 - - -
Lanes, Volumes, Timings
300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB Synchro 11 Report
DAVENPORT Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 232 423 0 200 370 133 791 1047 161 340 1152 124
Future Volume (vph) 232 423 0 200 370 133 791 1047 161 340 1152 124
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)0%0%-1%2%
Storage Length (ft)500 225 225 275 500 325 400 1000
Storage Lanes 2 1 2 1 2 1 2 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)3433 3539 0 3433 3539 1583 3450 3557 1591 3399 3504 1567
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)3433 3539 0 3433 3539 1583 3450 3557 1591 3399 3504 1567
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 45 45
Link Distance (ft)632 2580 795 1435
Travel Time (s)9.6 39.1 12.0 21.7
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)258 470 0 222 411 148 879 1163 179 378 1280 138
Shared Lane Traffic (%)
Lane Group Flow (vph) 258 470 0 222 411 148 879 1163 179 378 1280 138
Turn Type Prot NA Prot NA Perm Prot NA Prot Prot NA Perm
Protected Phases 7 4 3 8 52216
Permitted Phases 8 6
Detector Phase 7 4 388522166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 12.0 5.0 12.0 12.0
Minimum Split (s)14.0 14.0 14.0 14.0 14.0 14.0 19.0 19.0 14.0 19.0 19.0
Total Split (s)25.0 30.0 25.0 30.0 30.0 35.0 67.0 67.0 30.0 62.0 62.0
Total Split (%)16.4% 19.7% 16.4% 19.7% 19.7% 23.0% 44.1% 44.1% 19.7% 40.8% 40.8%
Maximum Green (s) 18.0 23.0 18.0 23.0 23.0 28.0 60.0 60.0 23.0 55.0 55.0
Yellow Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 1.5 6.0 1.5 6.0 6.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s)0.2 3.0 0.2 3.0 3.0 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Time To Reduce (s)0.0 15.0 0.0 15.0 15.0 0.0 45.0 45.0 0.0 45.0 45.0
Recall Mode None None None None None None C-Max C-Max None C-Max C-Max
Act Effct Green (s) 18.3 27.2 15.7 24.6 24.6 30.0 66.7 66.7 22.4 59.1 59.1
Actuated g/C Ratio 0.12 0.18 0.10 0.16 0.16 0.20 0.44 0.44 0.15 0.39 0.39
v/c Ratio 0.62 0.74 0.63 0.72 0.58 1.29 0.75 0.26 0.75 0.94 0.23
Control Delay 55.2 51.9 73.1 68.2 68.7 189.5 40.2 29.5 72.1 58.7 33.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB Synchro 11 Report
DAVENPORT Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 55.2 51.9 73.1 68.2 68.7 189.5 40.2 29.5 72.1 58.7 33.1
LOS ED EEEFDCEEC
Approach Delay 53.1 69.7 98.4 59.6
Approach LOS D E F E
Queue Length 50th (ft) 127 234 110 205 137 ~570 519 115 187 656 94
Queue Length 95th (ft) m170 m307 152 267 216 #703 623 179 242 #813 149
Internal Link Dist (ft)552 2500 715 1355
Turn Bay Length (ft) 500 225 275 500 325 400 1000
Base Capacity (vph) 451 633 451 582 260 680 1560 697 559 1362 609
Starvation Cap Reductn 0 0 000000000
Spillback Cap Reductn 0 0 000000000
Storage Cap Reductn 0 0 000000000
Reduced v/c Ratio 0.57 0.74 0.49 0.71 0.57 1.29 0.75 0.26 0.68 0.94 0.23
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 110 (72%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.29
Intersection Signal Delay: 75.7 Intersection LOS: E
Intersection Capacity Utilization 88.5%ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Lanes, Volumes, Timings
301: US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB Synchro 11 Report
DAVENPORT Page 11
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 639 945 0 1258 0 0
Future Volume (vph) 639 945 0 1258 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)2%-2% 0%
Lane Util. Factor 1.00 1.00 1.00 0.91 1.00 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot) 1844 1567 0 5136 0 0
Flt Permitted
Satd. Flow (perm) 1844 1567 0 5136 0 0
Link Speed (mph)45 45 30
Link Distance (ft)101 632 1300
Travel Time (s)1.5 9.6 29.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)710 1050 0 1398 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 710 1050 0 1398 0 0
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 61.8% ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
302: US 421 (Carolina Beach Road)03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB Synchro 11 Report
DAVENPORT Page 12
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph)0 945 0 1999 1352 0
Future Volume (vph)0 945 0 1999 1352 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%0% 1%
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865
Flt Protected
Satd. Flow (prot) 0 1603 0 3539 3522 0
Flt Permitted
Satd. Flow (perm) 0 1603 0 3539 3522 0
Link Speed (mph)30 45 45
Link Distance (ft)1300 502 795
Travel Time (s)29.5 7.6 12.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 1050 0 2221 1502 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1050 0 2221 1502 0
Sign Control Free Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 102.6% ICU Level of Service G
Analysis Period (min) 15
Lanes, Volumes, Timings
400: US 421 (Carolina Beach Road) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB Synchro 11 Report
DAVENPORT Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)0 0 152 0 145 000002366 94
Future Volume (vph)0 0 152 0 145 000002366 94
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)0%-1%-1%1%
Storage Length (ft)0 125 0 0 325 200 0 0
Storage Lanes 0 1 0 0 0 0 0 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.850 0.850
Flt Protected
Satd. Flow (prot)0 0 2787 0 1872 000003522 1575
Flt Permitted
Satd. Flow (perm)0 0 2787 0 1872 000003522 1575
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 10 45 45
Link Distance (ft)2436 132 1368 692
Travel Time (s)47.5 9.0 20.7 10.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 169 0 161 000002629 104
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 169 0 161 000002629 104
Turn Type Prot NA NA Perm
Protected Phases 3 3 6
Permitted Phases 6
Detector Phase 3 3 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 12.0 12.0
Minimum Split (s)14.0 14.0 19.0 19.0
Total Split (s)30.0 30.0 122.0 122.0
Total Split (%)19.7% 19.7%80.3% 80.3%
Maximum Green (s)23.0 23.0 115.0 115.0
Yellow Time (s)5.0 5.0 5.0 5.0
All-Red Time (s)2.0 2.0 2.0 2.0
Lost Time Adjust (s)-2.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 6.0 6.0
Minimum Gap (s)0.2 0.2 3.0 3.0
Time Before Reduce (s)0.0 0.0 30.0 30.0
Time To Reduce (s)0.0 0.0 60.0 60.0
Recall Mode None None C-Max C-Max
Act Effct Green (s)19.2 19.2 122.8 122.8
Actuated g/C Ratio 0.13 0.13 0.81 0.81
v/c Ratio 0.48 0.68 0.92 0.08
Control Delay 56.2 77.5 14.8 1.8
Queue Delay 0.0 0.0 0.0 0.0
Lanes, Volumes, Timings
400: US 421 (Carolina Beach Road) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB Synchro 11 Report
DAVENPORT Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 56.2 77.5 14.8 1.8
LOS E E B A
Approach Delay 56.2 77.5 14.3
Approach LOS E E B
Queue Length 50th (ft)90 155 950 7
Queue Length 95th (ft)m118 228 #1217 m16
Internal Link Dist (ft)2356 52 1288 612
Turn Bay Length (ft)125
Base Capacity (vph)458 307 2844 1272
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.37 0.52 0.92 0.08
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 110 (72%), Referenced to phase 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 19.9 Intersection LOS: B
Intersection Capacity Utilization 118.2%ICU Level of Service H
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 421 (Carolina Beach Road) & Service Road
Lanes, Volumes, Timings
500: Site Access 1 (Existing Car Wash Exit) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB Synchro 11 Report
DAVENPORT Page 15
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph)86 9 14 82 29 22
Future Volume (vph)86 9 14 82 29 22
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)1%-2% -1%
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.987 0.942
Flt Protected 0.993 0.972
Satd. Flow (prot)1829 0 0 1868 1714 0
Flt Permitted 0.993 0.972
Satd. Flow (perm)1829 0 0 1868 1714 0
Link Speed (mph)35 35 25
Link Distance (ft)215 2436 1222
Travel Time (s)4.2 47.5 33.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)96 10 16 91 32 24
Shared Lane Traffic (%)
Lane Group Flow (vph) 106 0 0 107 56 0
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 21.8% ICU Level of Service A
Analysis Period (min) 15
HCM 2010 TWSC
500: Site Access 1 (Existing Car Wash Exit) & Service Road 03/09/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB Synchro 11 Report
DAVENPORT Page 16
Intersection
Int Delay, s/veh 2.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 86 9 14 82 29 22
Future Vol, veh/h 86 9 14 82 29 22
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 1 - - -2 -1 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 96 10 16 91 32 24
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 106 0 224 101
Stage 1 - - - - 101 -
Stage 2 - - - - 123 -
Critical Hdwy - - 4.12 - 6.22 6.12
Critical Hdwy Stg 1 - - - - 5.22 -
Critical Hdwy Stg 2 - - - - 5.22 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1485 - 774 957
Stage 1 - - - - 928 -
Stage 2 - - - - 909 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1485 - 765 957
Mov Cap-2 Maneuver - - - - 765 -
Stage 1 - - - - 928 -
Stage 2 - - - - 899 -
Approach EB WB NB
HCM Control Delay, s 0 1.1 9.6
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)837 - - 1485 -
HCM Lane V/C Ratio 0.068 - - 0.01 -
HCM Control Delay (s) 9.6 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.2 - - 0 -
Lanes, Volumes, Timings
600: SR 1247 (Antoinette Drive) & Site Access 2 03/14/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB Synchro 11 Report
DAVENPORT Page 1
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)4 37 127 4 80 87
Future Volume (vph)4 37 127 4 80 87
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Grade (%)0%1%0%
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.877 0.996
Flt Protected 0.996 0.977
Satd. Flow (prot)1627 0 1846 0 0 1820
Flt Permitted 0.996 0.977
Satd. Flow (perm)1627 0 1846 0 0 1820
Link Speed (mph)30 25 25
Link Distance (ft)1469 1271 551
Travel Time (s)33.4 34.7 15.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)4 41 141 4 89 97
Shared Lane Traffic (%)
Lane Group Flow (vph) 45 0 145 0 0 186
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 29.3% ICU Level of Service A
Analysis Period (min) 15
HCM 2010 TWSC
600: SR 1247 (Antoinette Drive) & Site Access 2 03/14/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB Synchro 11 Report
DAVENPORT Page 2
Intersection
Int Delay, s/veh 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 37 127 4 80 87
Future Vol, veh/h 4 37 127 4 80 87
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 1 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 4 41 141 4 89 97
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 418 143 0 0 145 0
Stage 1 143 -----
Stage 2 275 -----
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 591 905 - - 1437 -
Stage 1 884 -----
Stage 2 771 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 553 905 - - 1437 -
Mov Cap-2 Maneuver 553 -----
Stage 1 884 -----
Stage 2 721 -----
Approach WB NB SB
HCM Control Delay, s 9.5 0 3.7
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)- - 852 1437 -
HCM Lane V/C Ratio - - 0.053 0.062 -
HCM Control Delay (s) - - 9.5 7.7 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.2 0.2 -
3/29/2023 220280 5322 Carolina Beach Road
Future Build Conditions
with Improvements
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)03/28/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB with Imp Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 342 1569 107 95 1228 96 91 38 31 129 60 97
Future Volume (vph) 342 1569 107 95 1228 96 91 38 31 129 60 97
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%-1%1%0%
Storage Length (ft)650 150 150 0 0 0 75 0
Storage Lanes 1 1 1 1 0 0 1 0
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.974 0.907
Flt Protected 0.950 0.950 0.972 0.950
Satd. Flow (prot)1778 3557 1591 1778 3557 1591 0 1755 0 1770 1690 0
Flt Permitted 0.059 0.101 0.535 0.614
Satd. Flow (perm)110 3557 1591 189 3557 1591 0 966 0 1144 1690 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 25 25
Link Distance (ft)1182 542 1446 1101
Travel Time (s)17.9 8.2 39.4 30.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)380 1743 119 106 1364 107 101 42 34 143 67 108
Shared Lane Traffic (%)
Lane Group Flow (vph) 380 1743 119 106 1364 107 0 177 0 143 175 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft)16 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 0.99 0.99 0.99 1.01 1.01 1.01 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11011011 11
Detector Template Left
Leading Detector (ft)40 306 0 40 306 0 20 35 35 35
Trailing Detector (ft)0 300 0 0 300 0 0 -5 -5 -5
Detector 1 Position(ft)0 300 0 0 300 0 0 -5 -5 -5
Detector 1 Size(ft)40 6 20 40 6 20 20 40 40 40
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 10.0 0.0 0.0 10.0 0.0 0.0 0.0 10.0 3.0 15.0
Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm NA
Protected Phases 1 6 5 2 4 8
Permitted Phases 6 6 2 2 4 8
Detector Phase 1 6 5 2 4 4 8 8
Switch Phase
Minimum Initial (s)5.0 12.0 12.0 5.0 12.0 12.0 5.0 5.0 5.0 5.0
Minimum Split (s)12.0 19.0 19.0 12.0 19.0 19.0 12.0 12.0 12.0 12.0
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)03/28/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB with Imp Synchro 11 Report
DAVENPORT Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Split (s)31.0 99.0 99.0 14.0 82.0 82.0 39.0 39.0 39.0 39.0
Total Split (%)20.4% 65.1% 65.1% 9.2% 53.9% 53.9% 25.7% 25.7% 25.7% 25.7%
Maximum Green (s) 24.0 92.0 92.0 7.0 75.0 75.0 32.0 32.0 32.0 32.0
Yellow Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lead Lag Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 6.0 6.0 2.0 6.0 6.0 2.0 2.0 2.0 2.0
Minimum Gap (s)0.2 3.0 3.0 0.2 3.0 3.0 0.2 0.2 0.2 0.2
Time Before Reduce (s) 0.0 15.0 15.0 0.0 15.0 15.0 0.0 0.0 0.0 0.0
Time To Reduce (s)0.0 30.0 30.0 0.0 30.0 30.0 0.0 0.0 0.0 0.0
Recall Mode None C-Max C-Max None C-Max C-Max None None None None
Act Effct Green (s)97.5 97.5 97.5 77.0 77.0 77.0 30.5 30.5 30.5
Actuated g/C Ratio 0.64 0.64 0.64 0.51 0.51 0.51 0.20 0.20 0.20
v/c Ratio 0.97 0.76 0.12 0.56 0.76 0.13 0.91 0.62 0.52
Control Delay 84.1 22.8 11.7 19.9 8.6 5.8 103.8 67.3 59.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 84.1 22.8 11.7 19.9 8.6 5.8 103.8 67.3 59.1
LOS FCBBAA F EE
Approach Delay 32.6 9.2 103.8 62.8
Approach LOS C A F E
Queue Length 50th (ft) ~366 648 46 21 108 15 169 127 152
Queue Length 95th (ft) #579 748 76 m26 m113 m19 #304 206 232
Internal Link Dist (ft)1102 462 1366 1021
Turn Bay Length (ft) 650 150 150 75
Base Capacity (vph) 393 2280 1019 189 1801 805 216 255 378
Starvation Cap Reductn 000000 0 00
Spillback Cap Reductn 000000 0 00
Storage Cap Reductn 000000 0 00
Reduced v/c Ratio 0.97 0.76 0.12 0.56 0.76 0.13 0.82 0.56 0.46
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 140 (92%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 29.2 Intersection LOS: C
Intersection Capacity Utilization 87.6% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)03/28/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB with Imp Synchro 11 Report
DAVENPORT Page 3
Splits and Phases: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)06/26/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FB with Requested Improvement Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 192 1194 47 52 1358 91 118 33 52 29 14 49
Future Volume (vph) 192 1194 47 52 1358 91 118 33 52 29 14 49
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%-1%1%0%
Storage Length (ft)650 150 150 0 200 0 75 0
Storage Lanes 1 1 1 1 1 0 1 0
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.908 0.884
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1778 3557 1591 1778 3557 1591 1761 1683 0 1770 1647 0
Flt Permitted 0.950 0.950 0.696 0.617
Satd. Flow (perm)1778 3557 1591 1778 3557 1591 1290 1683 0 1149 1647 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 25 25
Link Distance (ft)1182 542 1446 1101
Travel Time (s)17.9 8.2 39.4 30.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)213 1327 52 58 1509 101 131 37 58 32 16 54
Shared Lane Traffic (%)
Lane Group Flow (vph) 213 1327 52 58 1509 101 131 95 0 32 70 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft)16 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 0.99 0.99 0.99 1.01 1.01 1.01 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11011011 11
Detector Template Left
Leading Detector (ft)40 306 0 40 306 0 20 35 35 35
Trailing Detector (ft)0 300 0 0 300 0 0 -5 -5 -5
Detector 1 Position(ft)0 300 0 0 300 0 0 -5 -5 -5
Detector 1 Size(ft)40 6 20 40 6 20 20 40 40 40
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 10.0 0.0 0.0 10.0 0.0 0.0 0.0 10.0 3.0 15.0
Turn Type Prot NA Perm Prot NA Perm Perm NA Perm NA
Protected Phases 1 6 5 2 4 8
Permitted Phases 6 2 4 8
Detector Phase 1 6 5 2 4 4 8 8
Switch Phase
Minimum Initial (s)5.0 12.0 12.0 5.0 12.0 12.0 5.0 5.0 5.0 5.0
Minimum Split (s)12.0 19.0 19.0 12.0 19.0 19.0 12.0 12.0 12.0 12.0
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)06/26/2023
Scenario 1 220280 11:11 pm 12/30/2022 AM FB with Requested Improvement Synchro 11 Report
DAVENPORT Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Split (s)34.0 105.0 105.0 16.0 87.0 87.0 35.0 35.0 35.0 35.0
Total Split (%)21.8% 67.3% 67.3% 10.3% 55.8% 55.8% 22.4% 22.4% 22.4% 22.4%
Maximum Green (s) 27.0 98.0 98.0 9.0 80.0 80.0 28.0 28.0 28.0 28.0
Yellow Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 0.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 7.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 6.0 6.0 2.0 6.0 6.0 2.0 2.0 2.0 2.0
Minimum Gap (s)0.2 3.0 3.0 0.2 3.0 3.0 0.2 0.2 0.2 0.2
Time Before Reduce (s) 0.0 15.0 15.0 0.0 15.0 15.0 0.0 0.0 0.0 0.0
Time To Reduce (s)0.0 30.0 30.0 0.0 30.0 30.0 0.0 0.0 0.0 0.0
Recall Mode None C-Max C-Max None C-Max C-Max None None None None
Act Effct Green (s)29.0 111.0 111.0 10.6 90.1 90.1 19.9 21.9 21.9 21.9
Actuated g/C Ratio 0.19 0.71 0.71 0.07 0.58 0.58 0.13 0.14 0.14 0.14
v/c Ratio 0.65 0.52 0.05 0.48 0.74 0.11 0.80 0.40 0.20 0.30
Control Delay 68.8 12.8 9.0 102.2 7.8 4.6 96.9 64.6 59.4 61.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 68.8 12.8 9.0 102.2 7.8 4.6 96.9 64.6 59.4 61.7
LOS E B A F A A F E E E
Approach Delay 20.1 10.8 83.3 61.0
Approach LOS C B F E
Queue Length 50th (ft) 203 328 16 62 142 17 132 90 29 65
Queue Length 95th (ft) 297 450 36 m69 m145 m21 199 142 61 110
Internal Link Dist (ft)1102 462 1366 1021
Turn Bay Length (ft) 650 150 150 200 75
Base Capacity (vph) 330 2530 1131 131 2053 918 231 323 220 316
Starvation Cap Reductn 00000000 00
Spillback Cap Reductn 00000000 00
Storage Cap Reductn 00000000 00
Reduced v/c Ratio 0.65 0.52 0.05 0.44 0.74 0.11 0.57 0.29 0.15 0.22
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 111 (71%), Referenced to phase 2:WBT and 6:EBT, Start of Green
Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 21.0 Intersection LOS: C
Intersection Capacity Utilization 73.9% ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)06/26/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB with Requested Left Turn Lane Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 342 1569 107 95 1228 96 91 38 31 129 60 97
Future Volume (vph) 342 1569 107 95 1228 96 91 38 31 129 60 97
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%-1%1%0%
Storage Length (ft)650 150 150 0 150 0 75 0
Storage Lanes 1 1 1 1 1 0 1 0
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.933 0.907
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1778 3557 1591 1778 3557 1591 1761 1729 0 1770 1690 0
Flt Permitted 0.067 0.116 0.385 0.688
Satd. Flow (perm)125 3557 1591 217 3557 1591 714 1729 0 1282 1690 0
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 45 25 25
Link Distance (ft)1182 542 1446 1101
Travel Time (s)17.9 8.2 39.4 30.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)380 1743 119 106 1364 107 101 42 34 143 67 108
Shared Lane Traffic (%)
Lane Group Flow (vph) 380 1743 119 106 1364 107 101 76 0 143 175 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft)16 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 0.99 0.99 0.99 1.01 1.01 1.01 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11011011 11
Detector Template Left
Leading Detector (ft)40 306 0 40 306 0 20 35 35 35
Trailing Detector (ft)0 300 0 0 300 0 0 -5 -5 -5
Detector 1 Position(ft)0 300 0 0 300 0 0 -5 -5 -5
Detector 1 Size(ft)40 6 20 40 6 20 20 40 40 40
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 10.0 0.0 0.0 10.0 0.0 0.0 0.0 10.0 3.0 15.0
Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm NA
Protected Phases 1 6 5 2 4 8
Permitted Phases 6 6 2 2 4 8
Detector Phase 1 6 5 2 4 4 8 8
Switch Phase
Minimum Initial (s)5.0 12.0 12.0 5.0 12.0 12.0 5.0 5.0 5.0 5.0
Minimum Split (s)12.0 19.0 19.0 12.0 19.0 19.0 12.0 12.0 12.0 12.0
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)06/26/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB with Requested Left Turn Lane Synchro 11 Report
DAVENPORT Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Split (s)41.0 101.0 101.0 16.0 76.0 76.0 35.0 35.0 35.0 35.0
Total Split (%)27.0% 66.4% 66.4% 10.5% 50.0% 50.0% 23.0% 23.0% 23.0% 23.0%
Maximum Green (s) 34.0 94.0 94.0 9.0 69.0 69.0 28.0 28.0 28.0 28.0
Yellow Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 0.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 7.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lead Lag Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 6.0 6.0 2.0 6.0 6.0 2.0 2.0 2.0 2.0
Minimum Gap (s)0.2 3.0 3.0 0.2 3.0 3.0 0.2 0.2 0.2 0.2
Time Before Reduce (s) 0.0 15.0 15.0 0.0 15.0 15.0 0.0 0.0 0.0 0.0
Time To Reduce (s)0.0 30.0 30.0 0.0 30.0 30.0 0.0 0.0 0.0 0.0
Recall Mode None C-Max C-Max None C-Max C-Max None None None None
Act Effct Green (s) 102.2 102.2 102.2 81.4 81.4 81.4 21.8 23.8 23.8 23.8
Actuated g/C Ratio 0.67 0.67 0.67 0.54 0.54 0.54 0.14 0.16 0.16 0.16
v/c Ratio 0.89 0.73 0.11 0.46 0.72 0.13 0.99 0.28 0.71 0.66
Control Delay 65.2 19.2 10.1 19.1 11.2 8.9 149.1 57.4 79.3 71.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.2 19.2 10.1 19.1 11.2 8.9 149.1 57.4 79.3 71.7
LOS EBBBBAFE EE
Approach Delay 26.5 11.5 109.7 75.1
Approach LOS C B F E
Queue Length 50th (ft) 301 560 40 18 133 18 101 67 136 164
Queue Length 95th (ft) #456 720 73 m27 m166 m28 #200 114 208 240
Internal Link Dist (ft)1102 462 1366 1021
Turn Bay Length (ft) 650 150 150 150 75
Base Capacity (vph) 476 2391 1069 229 1905 852 131 341 253 333
Starvation Cap Reductn 00000000 00
Spillback Cap Reductn 00000000 00
Storage Cap Reductn 00000000 00
Reduced v/c Ratio 0.80 0.73 0.11 0.46 0.72 0.13 0.77 0.22 0.57 0.53
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 140 (92%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.99
Intersection Signal Delay: 28.1 Intersection LOS: C
Intersection Capacity Utilization 83.7% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Lanes, Volumes, Timings
100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)06/26/2023
Scenario 1 220280 11:11 pm 12/30/2022 PM FB with Requested Left Turn Lane Synchro 11 Report
DAVENPORT Page 3
Splits and Phases: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
6/28/2023 220280 5322 Carolina Beach Road
Queueing Analysis
SimTraffic Worksheets
Queuing and Blocking Report
Scenario 1
AM Existing SimTraffic Report
DAVENPORT Page 1
Intersection: 5: US 421 (Carolina Beach Road)
Movement NB NB NB
Directions Served L T T
Maximum Queue (ft) 425 1075 1067
Average Queue (ft) 115 533 532
95th Queue (ft)400 1349 1346
Link Distance (ft)1028 1028
Upstream Blk Time (%)29 11
Queuing Penalty (veh)0 0
Storage Bay Dist (ft) 325
Storage Blk Time (%) 0 31
Queuing Penalty (veh) 0 20
Intersection: 8: US 421 (Carolina Beach Road)
Movement NB NB SB SB SB
Directions Served T T R R R
Maximum Queue (ft) 822 804 198 265 65
Average Queue (ft) 515 450 16 77 23
95th Queue (ft)1103 1063 96 187 63
Link Distance (ft)728 728 446 446 446
Upstream Blk Time (%) 40 17
Queuing Penalty (veh) 458 200
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Movement EB EB EB EB WB WB WB WB NB SB SB
Directions Served L T T R L T T R LTR L TR
Maximum Queue (ft) 257 222 204 22 65 151 148 41 202 74 130
Average Queue (ft) 101 106 84 4 20 65 49 10 129 26 53
95th Queue (ft)181 208 186 17 50 126 106 30 195 59 103
Link Distance (ft)1143 1143 464 464 464 1356 1045
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 650 150 150 75
Storage Blk Time (%)2 0 1 9
Queuing Penalty (veh)1 0 1 3
Queuing and Blocking Report
Scenario 1
AM Existing SimTraffic Report
DAVENPORT Page 2
Intersection: 200: Service Road & US 421 (Carolina Beach Road)
Movement NB
Directions Served R
Maximum Queue (ft)52
Average Queue (ft)23
95th Queue (ft)48
Link Distance (ft)105
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L L T T L L T T L L T T
Maximum Queue (ft) 139 172 210 203 126 141 209 200 517 522 780 498
Average Queue (ft) 70 87 110 93 51 77 123 120 505 515 717 224
95th Queue (ft)128 153 195 174 97 124 186 185 526 531 926 443
Link Distance (ft)439 2495 2495 522 522
Upstream Blk Time (%)5 32 44
Queuing Penalty (veh)0 0 464
Storage Bay Dist (ft) 500 500 225 225 225 500 500
Storage Blk Time (%)0 0 27 45 20 1
Queuing Penalty (veh)0 0 138 234 171 2
Intersection: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Movement NB SB SB SB SB
Directions Served R L L T T
Maximum Queue (ft) 413 129 164 360 307
Average Queue (ft) 101 19 73 245 220
95th Queue (ft)228 69 135 331 304
Link Distance (ft)1341 1341
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 325 400 400
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Scenario 1
AM Existing SimTraffic Report
DAVENPORT Page 3
Intersection: 301: US 421 (Carolina Beach Road)
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 302: US 421 (Carolina Beach Road)
Movement NB NB
Directions Served T T
Maximum Queue (ft) 460 442
Average Queue (ft) 335 36
95th Queue (ft)643 219
Link Distance (ft)446 446
Upstream Blk Time (%) 28 0
Queuing Penalty (veh) 293 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 (Carolina Beach Road) & Service Road
Movement EB EB WB SB SB SB
Directions Served R R T T T R
Maximum Queue (ft) 112 99 29 322 326 54
Average Queue (ft) 58 41 18 172 192 4
95th Queue (ft)101 88 37 323 337 26
Link Distance (ft)2358 -33 642 642 642
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)125
Storage Blk Time (%)0
Queuing Penalty (veh) 0
Queuing and Blocking Report
Scenario 1
AM Existing SimTraffic Report
DAVENPORT Page 4
Intersection: 500: Site Access 1 (Existing Car Wash Exit) & Service Road
Movement WB NB
Directions Served LT LR
Maximum Queue (ft)26 30
Average Queue (ft)1 8
95th Queue (ft)9 28
Link Distance (ft) 2358 1193
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1984
Queuing and Blocking Report
Scenario 1
AM FNB SimTraffic Report
DAVENPORT Page 1
Intersection: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Movement EB EB EB EB WB WB WB WB NB SB SB
Directions Served L T T R L T T R LTR L TR
Maximum Queue (ft) 284 366 445 250 92 134 97 20 370 175 344
Average Queue (ft) 161 183 215 35 33 58 30 2 140 122 138
95th Queue (ft)257 322 370 133 69 116 78 10 284 189 252
Link Distance (ft)1143 1143 464 464 464 1356 1045
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 650 150 150 75
Storage Blk Time (%)10 0 37 34
Queuing Penalty (veh)9 0 49 43
Queuing and Blocking Report
Scenario 1
PM Existing SimTraffic Report
DAVENPORT Page 1
Intersection: 5: US 421 (Carolina Beach Road)
Movement NB NB NB
Directions Served L T T
Maximum Queue (ft) 425 1080 1043
Average Queue (ft) 305 757 736
95th Queue (ft)607 1455 1445
Link Distance (ft)1028 1028
Upstream Blk Time (%)50 21
Queuing Penalty (veh)0 0
Storage Bay Dist (ft) 325
Storage Blk Time (%) 0 64
Queuing Penalty (veh) 0 82
Intersection: 8: US 421 (Carolina Beach Road)
Movement NB NB SB SB SB
Directions Served T T R R R
Maximum Queue (ft) 804 784 445 513 471
Average Queue (ft) 646 539 29 35 16
95th Queue (ft)1078 1054 210 238 155
Link Distance (ft)710 710 446 446 446
Upstream Blk Time (%) 66 21 0 0 0
Queuing Penalty (veh) 588 190 0 2 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Movement EB EB EB EB WB WB WB WB NB SB SB
Directions Served L T T R L T T R LTR L TR
Maximum Queue (ft) 284 366 445 250 92 134 97 20 370 175 344
Average Queue (ft)161 183 215 35 33 58 30 2 140 122 138
95th Queue (ft)257 322 370 133 69 116 78 10 284 189 252
Link Distance (ft)1143 1143 464 464 464 1356 1045
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 650 150 150 75
Storage Blk Time (%)10 0 37 34
Queuing Penalty (veh)9 0 49 43
Queuing and Blocking Report
Scenario 1
PM Existing SimTraffic Report
DAVENPORT Page 2
Intersection: 200: Service Road & US 421 (Carolina Beach Road)
Movement NB
Directions Served R
Maximum Queue (ft) 115
Average Queue (ft) 55
95th Queue (ft)107
Link Distance (ft)105
Upstream Blk Time (%) 4
Queuing Penalty (veh) 4
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L L T T L L T T L L T T
Maximum Queue (ft) 112 156 173 186 124 156 208 197 521 522 780 465
Average Queue (ft) 46 63 102 95 56 87 111 106 509 519 761 190
95th Queue (ft)89 123 189 178 130 138 176 180 517 524 780 374
Link Distance (ft)439 2495 2495 522 522
Upstream Blk Time (%)7 43 65
Queuing Penalty (veh)0 0 649
Storage Bay Dist (ft) 500 500 225 225 225 500 500
Storage Blk Time (%)0 53 70 27 0
Queuing Penalty (veh)0 273 358 209 0
Intersection: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Movement NB SB SB SB SB
Directions Served R L L T T
Maximum Queue (ft) 112 384 500 626 581
Average Queue (ft) 46 183 238 354 362
95th Queue (ft)100 298 421 511 506
Link Distance (ft)1341 1341
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 325 400 400
Storage Blk Time (%) 0 0 6
Queuing Penalty (veh)0 0 19
Queuing and Blocking Report
Scenario 1
PM Existing SimTraffic Report
DAVENPORT Page 3
Intersection: 301: US 421 (Carolina Beach Road)
Movement EB
Directions Served R
Maximum Queue (ft)50
Average Queue (ft)2
95th Queue (ft)17
Link Distance (ft)47
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 302: US 421 (Carolina Beach Road)
Movement NB NB SB
Directions Served T T T
Maximum Queue (ft) 462 446 26
Average Queue (ft) 424 36 1
95th Queue (ft)578 223 9
Link Distance (ft)446 446 522
Upstream Blk Time (%) 47 0
Queuing Penalty (veh) 466 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 (Carolina Beach Road) & Service Road
Movement EB EB WB SB SB SB
Directions Served R R T T T R
Maximum Queue (ft) 136 114 173 368 365 73
Average Queue (ft) 66 46 111 124 138 13
95th Queue (ft)114 91 178 264 270 42
Link Distance (ft)2358 90 642 642 642
Upstream Blk Time (%)35
Queuing Penalty (veh) 45
Storage Bay Dist (ft)125
Storage Blk Time (%)0 0
Queuing Penalty (veh) 0 0
Queuing and Blocking Report
Scenario 1
PM Existing SimTraffic Report
DAVENPORT Page 4
Intersection: 500: Site Access 1 (Existing Car Wash Exit) & Service Road
Movement WB NB
Directions Served LT LR
Maximum Queue (ft)89 30
Average Queue (ft)8 17
95th Queue (ft)44 41
Link Distance (ft)2358 1193
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 3684
Queuing and Blocking Report
Scenario 1
AM FNB SimTraffic Report
DAVENPORT Page 1
Intersection: 5: US 421 (Carolina Beach Road)
Movement NB NB NB
Directions Served L T T
Maximum Queue (ft) 425 1080 1043
Average Queue (ft) 170 789 779
95th Queue (ft)512 1497 1496
Link Distance (ft)1028 1028
Upstream Blk Time (%)42 23
Queuing Penalty (veh)0 0
Storage Bay Dist (ft) 325
Storage Blk Time (%) 0 45
Queuing Penalty (veh) 0 30
Intersection: 8: US 421 (Carolina Beach Road)
Movement NB NB
Directions Served T T
Maximum Queue (ft) 790 817
Average Queue (ft) 644 607
95th Queue (ft)1110 1109
Link Distance (ft)713 713
Upstream Blk Time (%) 50 23
Queuing Penalty (veh) 589 263
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Movement EB EB EB EB WB WB WB WB NB SB SB
Directions Served L T T R L T T R LTR L TR
Maximum Queue (ft) 750 1206 1159 244 92 66 88 21 242 69 133
Average Queue (ft) 646 718 683 17 31 22 43 3 158 21 59
95th Queue (ft)861 1491 1462 90 72 56 74 14 231 55 104
Link Distance (ft)1143 1143 464 464 464 1356 1045
Upstream Blk Time (%)24 16
Queuing Penalty (veh)0 0
Storage Bay Dist (ft) 650 150 150 75
Storage Blk Time (%) 57 0 8 1 9
Queuing Penalty (veh) 340 0 3 1 3
Queuing and Blocking Report
Scenario 1
AM FNB SimTraffic Report
DAVENPORT Page 2
Intersection: 200: Service Road & US 421 (Carolina Beach Road)
Movement EB NB
Directions Served T R
Maximum Queue (ft) 501 115
Average Queue (ft) 17 38
95th Queue (ft)165 85
Link Distance (ft)464 105
Upstream Blk Time (%) 0 2
Queuing Penalty (veh) 0 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L L T T L L T T L L T T
Maximum Queue (ft) 210 182 176 166 142 222 302 292 519 522 785 522
Average Queue (ft) 79 94 90 76 52 84 117 114 508 518 759 219
95th Queue (ft)149 158 164 145 104 157 208 204 518 525 807 457
Link Distance (ft)439 2495 2495 522 522
Upstream Blk Time (%)13 28 54 0
Queuing Penalty (veh)0 0 583 1
Storage Bay Dist (ft) 500 500 225 225 225 500 500
Storage Blk Time (%)0 1 0 31 51 28 2
Queuing Penalty (veh)0 2 0 163 268 253 4
Intersection: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Movement NB SB SB SB SB
Directions Served R L L T T
Maximum Queue (ft) 329 165 141 389 393
Average Queue (ft) 86 29 69 267 264
95th Queue (ft)194 97 121 364 359
Link Distance (ft)1846 1846
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 325 400 400
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 1 0
Queuing and Blocking Report
Scenario 1
AM FNB SimTraffic Report
DAVENPORT Page 3
Intersection: 301: US 421 (Carolina Beach Road)
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 302: US 421 (Carolina Beach Road)
Movement NB NB
Directions Served T T
Maximum Queue (ft) 460 448
Average Queue (ft) 408 65
95th Queue (ft)607 311
Link Distance (ft)446 446
Upstream Blk Time (%) 34 0
Queuing Penalty (veh) 365 2
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 (Carolina Beach Road) & Service Road
Movement EB EB WB SB SB SB
Directions Served R R T T T R
Maximum Queue (ft)93 77 136 248 207 44
Average Queue (ft)38 30 56 83 87 3
95th Queue (ft)78 65 108 203 195 19
Link Distance (ft)2358 96 642 642 642
Upstream Blk Time (%)6
Queuing Penalty (veh)4
Storage Bay Dist (ft)125
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Scenario 1
AM FNB SimTraffic Report
DAVENPORT Page 4
Intersection: 500: Site Access 1 (Existing Car Wash Exit) & Service Road
Movement WB NB
Directions Served LT LR
Maximum Queue (ft)74 30
Average Queue (ft)3 7
95th Queue (ft)27 27
Link Distance (ft)2358 1193
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 2876
Queuing and Blocking Report
Scenario 1
PM FNB SimTraffic Report
DAVENPORT Page 1
Intersection: 5: US 421 (Carolina Beach Road)
Movement NB NB NB
Directions Served L T T
Maximum Queue (ft) 425 1080 1082
Average Queue (ft) 298 958 944
95th Queue (ft)616 1368 1391
Link Distance (ft)1028 1028
Upstream Blk Time (%)68 35
Queuing Penalty (veh)0 0
Storage Bay Dist (ft) 325
Storage Blk Time (%) 0 82
Queuing Penalty (veh) 0 107
Intersection: 8: US 421 (Carolina Beach Road)
Movement NB NB
Directions Served T T
Maximum Queue (ft) 804 784
Average Queue (ft) 766 668
95th Queue (ft)807 980
Link Distance (ft)710 710
Upstream Blk Time (%) 81 22
Queuing Penalty (veh) 750 202
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Movement EB EB EB EB WB WB WB WB NB SB SB
Directions Served L T T R L T T R LTR L TR
Maximum Queue (ft) 750 1182 1195 250 133 107 66 63 302 174 278
Average Queue (ft) 742 1108 1098 49 43 44 27 8 154 114 137
95th Queue (ft)786 1453 1462 184 96 85 66 29 247 193 229
Link Distance (ft)1143 1143 464 464 464 1356 1045
Upstream Blk Time (%)71 57
Queuing Penalty (veh)0 0
Storage Bay Dist (ft) 650 150 150 75
Storage Blk Time (%) 91 12 0 36 34
Queuing Penalty (veh) 708 11 0 54 44
Queuing and Blocking Report
Scenario 1
PM FNB SimTraffic Report
DAVENPORT Page 2
Intersection: 200: Service Road & US 421 (Carolina Beach Road)
Movement NB
Directions Served R
Maximum Queue (ft) 115
Average Queue (ft) 39
95th Queue (ft)84
Link Distance (ft)105
Upstream Blk Time (%) 2
Queuing Penalty (veh) 2
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L L T T L L T T L L T T
Maximum Queue (ft)79 114 213 186 136 139 212 197 516 522 785 323
Average Queue (ft)29 50 86 75 70 88 101 97 507 518 762 133
95th Queue (ft)68 101 176 156 134 139 164 169 516 524 769 253
Link Distance (ft)439 2495 2495 522 522
Upstream Blk Time (%)7 34 68
Queuing Penalty (veh)0 0 680
Storage Bay Dist (ft) 500 500 225 225 225 500 500
Storage Blk Time (%)0 0 46 70 33 0
Queuing Penalty (veh)0 0 242 364 265 0
Intersection: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Movement NB SB SB SB SB
Directions Served R L L T T
Maximum Queue (ft) 178 282 499 551 525
Average Queue (ft) 47 159 201 373 371
95th Queue (ft)128 254 335 493 500
Link Distance (ft)1341 1341
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 325 400 400
Storage Blk Time (%) 4
Queuing Penalty (veh)14
Queuing and Blocking Report
Scenario 1
PM FNB SimTraffic Report
DAVENPORT Page 3
Intersection: 301: US 421 (Carolina Beach Road)
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 302: US 421 (Carolina Beach Road)
Movement NB NB
Directions Served T T
Maximum Queue (ft) 460 301
Average Queue (ft) 453 10
95th Queue (ft)461 99
Link Distance (ft)446 446
Upstream Blk Time (%) 54
Queuing Penalty (veh) 543
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 (Carolina Beach Road) & Service Road
Movement EB EB WB SB SB SB
Directions Served R R T T T R
Maximum Queue (ft) 106 91 147 293 263 49
Average Queue (ft) 55 40 96 97 113 10
95th Queue (ft)96 87 158 207 218 32
Link Distance (ft)2358 90 642 642 642
Upstream Blk Time (%)29
Queuing Penalty (veh) 38
Storage Bay Dist (ft)125
Storage Blk Time (%)0
Queuing Penalty (veh) 0
Queuing and Blocking Report
Scenario 1
PM FNB SimTraffic Report
DAVENPORT Page 4
Intersection: 500: Site Access 1 (Existing Car Wash Exit) & Service Road
Movement WB NB
Directions Served LT LR
Maximum Queue (ft)29 30
Average Queue (ft)1 12
95th Queue (ft)10 36
Link Distance (ft)2358 1193
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 4026
Queuing and Blocking Report
Scenario 1
AM FB SimTraffic Report
DAVENPORT Page 2
Intersection: 200: Service Road & US 421 (Carolina Beach Road)
Movement WB WB WB NB
Directions Served T T T R
Maximum Queue (ft)35 35 28 112
Average Queue (ft)12 7 1 38
95th Queue (ft)38 30 9 77
Link Distance (ft)105
Upstream Blk Time (%)1000
Queuing Penalty (veh)0000
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Movement EB EB EB EB WB WB WB WB NB SB SB
Directions Served L T T R L T T R LTR L TR
Maximum Queue (ft) 577 567 378 88 135 132 130 41 309 88 155
Average Queue (ft)358 255 172 12 45 31 38 6 190 26 55
95th Queue (ft)502 441 309 50 95 81 82 23 284 60 110
Link Distance (ft)1143 1143 464 464 464 1356 1045
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 650 150 150 75
Storage Blk Time (%)4 0 0 1 13
Queuing Penalty (veh)2 0 0 0 4
Queuing and Blocking Report
Scenario 1
AM FB SimTraffic Report
DAVENPORT Page 3
Intersection: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L L T T L L T T L L T T
Maximum Queue (ft) 174 192 210 185 81 112 218 231 520 522 809 388
Average Queue (ft) 87 105 93 78 40 69 123 126 509 518 766 211
95th Queue (ft)148 183 164 144 75 110 201 214 517 524 784 368
Link Distance (ft)439 2495 2495 522 522
Upstream Blk Time (%)8 31 54
Queuing Penalty (veh)0 0 584
Storage Bay Dist (ft) 500 500 225 225 225 500 500
Storage Blk Time (%)0 0 40 54 23 2
Queuing Penalty (veh)0 0 213 286 207 4
Intersection: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Movement NB SB SB SB SB
Directions Served R L L T T
Maximum Queue (ft) 156 107 120 383 341
Average Queue (ft) 57 46 77 233 222
95th Queue (ft)127 109 131 325 319
Link Distance (ft)1846 1846
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 325 400 400
Storage Blk Time (%) 0
Queuing Penalty (veh)0
Intersection: 301: US 421 (Carolina Beach Road)
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Scenario 1
AM FB SimTraffic Report
DAVENPORT Page 4
Intersection: 302: US 421 (Carolina Beach Road)
Movement NB NB
Directions Served T T
Maximum Queue (ft) 461 421
Average Queue (ft) 424 17
95th Queue (ft)553 143
Link Distance (ft)446 446
Upstream Blk Time (%) 33
Queuing Penalty (veh) 355
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 (Carolina Beach Road) & Service Road
Movement EB EB WB SB SB SB
Directions Served R R T T T R
Maximum Queue (ft)91 90 153 344 354 50
Average Queue (ft)53 44 61 89 105 5
95th Queue (ft)80 83 120 220 237 24
Link Distance (ft)2358 96 642 642 642
Upstream Blk Time (%)7
Queuing Penalty (veh)5
Storage Bay Dist (ft)125
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 500: Site Access 1 (Existing Car Wash Exit) & Service Road
Movement NB
Directions Served LR
Maximum Queue (ft)78
Average Queue (ft)26
95th Queue (ft)57
Link Distance (ft)1193
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 2561
Queuing and Blocking Report
AM FB 03/13/2023
Scenario 1 220280 SimTraffic Report
DAVENPORT Page 1
Intersection: 600: SR 1247 (Antoinette Drive) & Site Access 2
Movement WB SB
Directions Served LR LT
Maximum Queue (ft)31 76
Average Queue (ft)21 6
95th Queue (ft)43 35
Link Distance (ft)1315 478
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Scenario 1
PM FB SimTraffic Report
DAVENPORT Page 2
Intersection: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Movement EB EB EB EB WB WB WB WB NB SB SB
Directions Served L T T R L T T R LTR L TR
Maximum Queue (ft) 750 1206 1188 250 96 175 126 60 328 174 328
Average Queue (ft) 749 1154 1133 21 58 75 54 11 152 96 131
95th Queue (ft)752 1244 1373 123 100 143 121 36 263 168 234
Link Distance (ft)1143 1143 464 464 464 1356 1045
Upstream Blk Time (%)80 50
Queuing Penalty (veh)0 0
Storage Bay Dist (ft) 650 150 150 75
Storage Blk Time (%) 97 13 1 30 30
Queuing Penalty (veh) 764 14 1 47 39
Intersection: 200: Service Road & US 421 (Carolina Beach Road)
Movement NB
Directions Served R
Maximum Queue (ft) 117
Average Queue (ft) 51
95th Queue (ft)102
Link Distance (ft)105
Upstream Blk Time (%) 1
Queuing Penalty (veh) 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Scenario 1
PM FB SimTraffic Report
DAVENPORT Page 3
Intersection: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L L T T L L T T L L T T
Maximum Queue (ft)90 139 149 135 167 220 256 249 522 522 798 446
Average Queue (ft)43 57 65 59 66 89 141 142 508 517 764 210
95th Queue (ft)80 112 134 119 134 155 235 226 522 533 776 388
Link Distance (ft)439 2495 2495 522 522
Upstream Blk Time (%)5 45 67
Queuing Penalty (veh)0 0 666
Storage Bay Dist (ft) 500 500 225 225 225 500 500
Storage Blk Time (%)0 1 52 68 32 2
Queuing Penalty (veh)0 3 274 354 250 3
Intersection: 300: US 421 (Carolina Beach Road) & Piner Road & NC 132 (College Road)
Movement NB SB SB SB SB
Directions Served R L L T T
Maximum Queue (ft) 182 233 362 458 469
Average Queue (ft) 66 127 160 348 334
95th Queue (ft)156 208 253 438 436
Link Distance (ft)1341 1341
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 325 400 400
Storage Blk Time (%) 2
Queuing Penalty (veh)8
Intersection: 301: US 421 (Carolina Beach Road)
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Scenario 1
PM FB SimTraffic Report
DAVENPORT Page 4
Intersection: 302: US 421 (Carolina Beach Road)
Movement NB NB
Directions Served T T
Maximum Queue (ft) 461 468
Average Queue (ft) 437 20
95th Queue (ft)536 163
Link Distance (ft)446 446
Upstream Blk Time (%) 48 0
Queuing Penalty (veh) 484 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 (Carolina Beach Road) & Service Road
Movement EB EB WB SB SB SB
Directions Served R R T T T R
Maximum Queue (ft) 131 111 147 202 198 71
Average Queue (ft) 57 42 105 106 122 13
95th Queue (ft)103 93 167 183 202 42
Link Distance (ft)2358 90 642 642 642
Upstream Blk Time (%)32
Queuing Penalty (veh) 47
Storage Bay Dist (ft)125
Storage Blk Time (%)0 0
Queuing Penalty (veh) 0 0
Intersection: 500: Site Access 1 (Existing Car Wash Exit) & Service Road
Movement WB NB
Directions Served LT LR
Maximum Queue (ft)72 54
Average Queue (ft)2 24
95th Queue (ft)24 49
Link Distance (ft)2358 1193
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 3760
Queuing and Blocking Report
PM FB 03/13/2023
Scenario 1 220280 SimTraffic Report
DAVENPORT Page 1
Intersection: 600: SR 1247 (Antoinette Drive) & Site Access 2
Movement WB SB
Directions Served LR LT
Maximum Queue (ft)31 55
Average Queue (ft)20 7
95th Queue (ft)43 31
Link Distance (ft)1441 501
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM FB with Imp 03/28/2023
Scenario 1 220280 SimTraffic Report
DAVENPORT Page 1
Intersection: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Movement EB EB EB EB WB WB WB WB NB SB SB
Directions Served L T T R L T T R LTR L TR
Maximum Queue (ft) 408 512 488 250 129 241 156 65 226 175 256
Average Queue (ft) 173 231 282 83 50 116 98 22 119 102 149
95th Queue (ft)307 416 446 248 107 185 155 60 198 172 249
Link Distance (ft)1143 1143 464 464 464 1356 1045
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 650 150 150 75
Storage Blk Time (%)19 4 28 42
Queuing Penalty (veh)21 4 43 55
Queuing and Blocking Report
AM FB with Requested Improvement 06/26/2023
Scenario 1 220280 SimTraffic Report
DAVENPORT Page 1
Intersection: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Movement EB EB EB EB WB WB WB WB NB NB SB SB
Directions Served L T T R L T T R L TR L TR
Maximum Queue (ft) 343 316 236 82 114 140 128 21 187 175 76 113
Average Queue (ft) 173 169 109 16 48 50 66 5 95 78 33 50
95th Queue (ft)291 254 217 49 98 116 111 16 165 148 70 104
Link Distance (ft)1143 1143 464 464 464 1356 1045
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 650 150 150 200 75
Storage Blk Time (%)3 0 0 2 9
Queuing Penalty (veh)1 0 0 1 3
Queuing and Blocking Report
PM FB with Requested Left Turn Lane 06/26/2023
Scenario 1 220280 SimTraffic Report
DAVENPORT Page 1
Intersection: 100: SR 1247 (Antoinette Drive)/Industrial Park Drive & US 421 (Carolina Beach Road)
Movement EB EB EB EB WB WB WB WB NB NB SB SB
Directions Served L T T R L T T R L TR L TR
Maximum Queue (ft) 327 481 500 250 152 249 244 87 139 154 175 354
Average Queue (ft) 170 247 279 67 46 140 131 28 67 72 129 155
95th Queue (ft)280 438 472 222 112 232 220 75 120 137 189 284
Link Distance (ft)1143 1143 464 464 464 1356 1045
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 650 150 150 150 75
Storage Blk Time (%)18 0 14 0 1 43 43
Queuing Penalty (veh)19 1 13 0 1 67 55
6/28/2023 220280 5322 Carolina Beach Road
Turning Movement Counts
Count Number: SITE 5
County: NEW HANOVER
Division: 03
Location: SERVICE RD. AND CAR
WASH EXIT
Location Type: 3-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 01-12-2023
Time: 7:00AM-9:00AM AND
4:00PM-6:00PM
Video Time Used: 7:00AM-
9:00AM AND 4:00PM-6:00PM
(01-12)
Total Volume: 565
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: SOME CARS ENTER THE EXIT
LOCATION OF COUNT SITE: SITE 5
North
T-INTERSECTION
SE
R
V
I
C
E
R
D
.
CAR WASH EXIT
SE
R
V
I
C
E
R
D
.
LOCATIONCAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’:
Traffic Signal Within 300’:
Railroad Within 300’:
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’: YES
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
File Name : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 1
SERVICE RD. AND CAR WASH EXIT
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
T-INTERSECTION
SOUTHBOUND
SERVICE RD.
WESTBOUND
CAR WASH EXIT
NORTHBOUND
SERVICE RD.
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 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 1 0 0 1 11
07:15 AM 0 0 0 0 0 0 17 0 0 17 0 0 0 0 0 0 7 0 0 7 24
07:30 AM 0 0 0 0 0 0 13 0 0 13 0 0 0 0 0 0 12 1 0 13 26
07:45 AM 0 0 0 0 0 0 14 0 0 14 0 0 0 0 0 0 11 0 0 11 25
Total 0 0 0 0 0 0 54 0 0 54 0 0 0 0 0 0 31 1 0 32 86
08:00 AM 0 0 0 0 0 0 16 0 0 16 1 0 0 0 1 0 13 0 0 13 30
08:15 AM 0 0 0 0 0 1 13 0 0 14 0 0 2 0 2 0 9 1 0 10 26
08:30 AM 0 0 0 0 0 0 9 0 0 9 2 0 3 0 5 0 7 0 0 7 21
08:45 AM 0 0 0 0 0 0 13 0 0 13 1 0 0 0 1 0 11 0 0 11 25
Total 0 0 0 0 0 1 51 0 0 52 4 0 5 0 9 0 40 1 0 41 102
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 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
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 : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 2
SERVICE RD. AND CAR WASH EXIT
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
T-INTERSECTION
SOUTHBOUND
SERVICE RD.
WESTBOUND
CAR WASH EXIT
NORTHBOUND
SERVICE RD.
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 0 0 0 0 1 18 0 0 19 1 0 4 0 5 0 21 0 0 21 45
04:15 PM 0 0 0 0 0 0 18 0 0 18 5 0 5 0 10 0 20 0 0 20 48
04:30 PM 0 0 0 0 0 0 17 0 0 17 3 0 5 0 8 0 18 1 0 19 44
04:45 PM 0 0 0 0 0 0 13 0 0 13 5 0 6 0 11 0 13 0 0 13 37
Total 0 0 0 0 0 1 66 0 0 67 14 0 20 0 34 0 72 1 0 73 174
05:00 PM 0 0 0 0 0 0 26 0 0 26 4 0 2 0 6 0 17 0 0 17 49
05:15 PM 0 0 0 0 0 0 20 0 0 20 3 0 3 0 6 0 20 1 0 21 47
05:30 PM 0 0 0 0 0 0 21 0 0 21 0 0 1 0 1 0 34 0 0 34 56
05:45 PM 0 0 0 0 0 0 16 0 0 16 5 0 2 0 7 0 28 0 0 28 51
Total 0 0 0 0 0 0 83 0 0 83 12 0 8 0 20 0 99 1 0 100 203
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 0 0 0 0 0 2 254 0 0 256 30 0 33 0 63 0 242 4 0 246 565
Apprch %0 0 0 0 0.8 99.2 0 0 47.6 0 52.4 0 0 98.4 1.6 0
Total %0 0 0 0 0 0.4 45 0 0 45.3 5.3 0 5.8 0 11.2 0 42.8 0.7 0 43.5
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 3
SERVICE RD. AND CAR WASH EXIT
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
T-INTERSECTION
S
E
R
V
I
C
E
R
D
.
S
E
R
V
I
C
E
R
D
.
CAR WASH EXIT
Right
0
Thru
0
Left
0
Peds
0
InOut Total
0 0 0
Ri
g
h
t
0
Th
r
u 25
4
Le
f
t
2
Pe
d
s
0
Ou
t
To
t
a
l
In
27
5
25
6
53
1
Left
30
Thru
0
Right
33
Peds
0
Out TotalIn
6 63 69
Le
f
t
0
Th
r
u24
2
Rig
h
t
4
Pe
d
s
0
To
t
a
l
Ou
t
In
28
4
24
6
53
0
1/12/2023 06:00 AM
1/12/2023 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 : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 4
SERVICE RD. AND CAR WASH EXIT
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
T-INTERSECTION
SOUTHBOUND
SERVICE RD.
WESTBOUND
CAR WASH EXIT
NORTHBOUND
SERVICE RD.
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 07:30 AM
07:30 AM 0 0 0 0 0 0 13 0 0 13 0 0 0 0 0 0 12 1 0 13 26
07:45 AM 0 0 0 0 0 0 14 0 0 14 0 0 0 0 0 0 11 0 0 11 25
08:00 AM 0 0 0 0 0 0 16 0 0 16 1 0 0 0 1 0 13 0 0 13 30
08:15 AM 0 0 0 0 0 1 13 0 0 14 0 0 2 0 2 0 9 1 0 10 26
Total Volume 0 0 0 0 0 1 56 0 0 57 1 0 2 0 3 0 45 2 0 47 107
% App. Total 0 0 0 0 1.8 98.2 0 0 33.3 0 66.7 0 0 95.7 4.3 0
PHF .000 .000 .000 .000 .000 .250 .875 .000 .000 .891 .250 .000 .250 .000 .375 .000 .865 .500 .000 .904 .892
T-INTERSECTION
S
E
R
V
I
C
E
R
D
.
S
E
R
V
I
C
E
R
D
.
CAR WASH EXIT
Right
0
Thru
0
Left
0
Peds
0
InOut Total
0 0 0
Rig
h
t
0
Th
r
u
56
Le
f
t
1
Pe
d
s
0
Ou
t
To
t
a
l
In
47
57
10
4
Left
1
Thru
0
Right
2
Peds
0
Out TotalIn
3 3 6
Le
f
t
0
Th
r
u
45
Rig
h
t
2
Pe
d
s
0
To
t
a
l
Ou
t
In
57
47
10
4
Peak Hour Begins at 07:30 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 : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 5
SERVICE RD. AND CAR WASH EXIT
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
T-INTERSECTION
SOUTHBOUND
SERVICE RD.
WESTBOUND
CAR WASH EXIT
NORTHBOUND
SERVICE RD.
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 05:00 PM
05:00 PM 0 0 0 0 0 0 26 0 0 26 4 0 2 0 6 0 17 0 0 17 49
05:15 PM 0 0 0 0 0 0 20 0 0 20 3 0 3 0 6 0 20 1 0 21 47
05:30 PM 0 0 0 0 0 0 21 0 0 21 0 0 1 0 1 0 34 0 0 34 56
05:45 PM 0 0 0 0 0 0 16 0 0 16 5 0 2 0 7 0 28 0 0 28 51
Total Volume 0 0 0 0 0 0 83 0 0 83 12 0 8 0 20 0 99 1 0 100 203
% App. Total 0 0 0 0 0 100 0 0 60 0 40 0 0 99 1 0
PHF .000 .000 .000 .000 .000 .000 .798 .000 .000 .798 .600 .000 .667 .000 .714 .000 .728 .250 .000 .735 .906
T-INTERSECTION
S
E
R
V
I
C
E
R
D
.
S
E
R
V
I
C
E
R
D
.
CAR WASH EXIT
Right
0
Thru
0
Left
0
Peds
0
InOut Total
0 0 0
Rig
h
t
0
Th
r
u
83
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
10
7
83
19
0
Left
12
Thru
0
Right
8
Peds
0
Out TotalIn
1 20 21
Le
f
t
0
Th
r
u
99
Ri
g
h
t
1
Pe
d
s
0
To
t
a
l
Ou
t
In
95
10
0
19
5
Peak Hour Begins at 05:00 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 : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 6
SERVICE RD. AND CAR WASH EXIT
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
WESTBOUND: SERVICE RD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 7
SERVICE RD. AND CAR WASH EXIT
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NORTHBOUND: CAR WASH EXIT
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 8
SERVICE RD. AND CAR WASH EXIT
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
EASTBOUND: SERVICE RD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 5
Site Code : SITE 5
Start Date : 1/12/2023
Page No : 9
SERVICE RD. AND CAR WASH EXIT
WILMINGTON 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
Count Number: SITE 4
County: NEW HANOVER
Division: 03
Location: US 421 AND
ANTOINETTE DR.
Location Type: 4-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 01-12-2023
Time: 7:00AM-9:00AM AND
4:00PM-6:00PM
Video Time Used: 7:00AM-
9:00AM AND 4:00PM-6:00PM
(01-12)
Total Volume: 13,046
Weather: SUNNY
1. School in Session: YES
2. Pedestrians Observed During Count: YES
3. Disabled Pedestrians Present: NO
4. Counted By: KENNETH JOHNSON
5. Data Processor: MICHAEL JOHNSON
6. Signal Inventory: 03-0480
7. Intersection Controlled By: TRAFFIC SIGNAL
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: SITE 4
North
ANTOINETTE DR.
US
4
2
1
ANTOINETTE DR.
US
4
2
1
LOCATIONCAMERA
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’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
SIGNAL CABINET:
File Name : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 1
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
Groups Printed- ALL VEHICLES
ANTOINETTE DR.
SOUTHBOUND
US 421
WESTBOUND
ANTOINETTE DR.
NORTHBOUND
US 421
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 8 1 9 0 18 3 211 6 0 220 22 3 2 0 27 26 166 4 0 196 461
07:15 AM 12 1 10 0 23 4 345 10 0 359 40 5 8 0 53 51 287 11 0 349 784
07:30 AM 6 3 14 0 23 10 315 11 0 336 40 4 11 0 55 75 328 6 0 409 823
07:45 AM 9 2 9 0 20 5 311 19 0 335 24 4 10 0 38 52 369 14 0 435 828
Total 35 7 42 0 84 22 1182 46 0 1250 126 16 31 0 173 204 1150 35 0 1389 2896
08:00 AM 8 2 10 0 20 17 341 31 0 389 11 4 10 0 25 23 195 8 0 226 660
08:15 AM 5 0 15 0 20 7 364 28 0 399 12 1 11 0 24 37 275 11 0 323 766
08:30 AM 13 3 16 0 32 6 260 13 0 279 33 14 11 0 58 81 471 11 1 564 933
08:45 AM 17 5 17 0 39 10 198 31 1 240 13 4 2 1 20 60 319 17 0 396 695
Total 43 10 58 0 111 40 1163 103 1 1307 69 23 34 1 127 201 1260 47 1 1509 3054
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 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
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 : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 2
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
Groups Printed- ALL VEHICLES
ANTOINETTE DR.
SOUTHBOUND
US 421
WESTBOUND
ANTOINETTE DR.
NORTHBOUND
US 421
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 29 11 17 0 57 13 350 27 0 390 21 4 5 0 30 48 370 15 0 433 910
04:15 PM 45 11 23 0 79 25 275 15 0 315 20 2 10 0 32 40 340 12 0 392 818
04:30 PM 31 7 36 0 74 13 265 19 0 297 17 5 9 0 31 47 345 23 1 416 818
04:45 PM 29 6 23 0 58 6 307 23 0 336 17 5 6 0 28 72 369 16 0 457 879
Total 134 35 99 0 268 57 1197 84 0 1338 75 16 30 0 121 207 1424 66 1 1698 3425
05:00 PM 30 16 20 0 66 13 287 23 0 323 19 4 9 0 32 83 408 16 0 507 928
05:15 PM 24 7 31 0 62 13 314 14 0 341 12 7 6 0 25 72 398 16 0 486 914
05:30 PM 43 10 21 0 74 24 295 34 0 353 24 11 4 0 39 108 356 34 0 498 964
05:45 PM 34 10 36 0 80 21 260 22 0 303 4 8 5 0 17 90 346 29 0 465 865
Total 131 43 108 0 282 71 1156 93 0 1320 59 30 24 0 113 353 1508 95 0 1956 3671
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 343 95 307 0 745 190 4698 326 1 5215 329 85 119 1 534 965 5342 243 2 6552 13046
Apprch %46 12.8 41.2 0 3.6 90.1 6.3 0 61.6 15.9 22.3 0.2 14.7 81.5 3.7 0
Total %2.6 0.7 2.4 0 5.7 1.5 36 2.5 0 40 2.5 0.7 0.9 0 4.1 7.4 40.9 1.9 0 50.2
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 3
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
ANTOINETTE DR.
U
S
4
2
1
U
S
4
2
1
ANTOINETTE DR.
Right
307
Thru
95
Left
343
Peds
0
InOut Total
1376 745 2121
Ri
g
h
t
32
6
Th
r
u
46
9
8
Le
f
t
19
0
Pe
d
s
1
Ou
t
To
t
a
l
In
58
0
4
52
1
5
11
0
1
9
Left
329
Thru
85
Right
119
Peds
1
Out TotalIn
528 534 1062
Le
f
t
96
5
Th
r
u
53
4
2
Rig
h
t
24
3
Pe
d
s
2
To
t
a
l
Ou
t
In
53
3
4
65
5
2
11
8
8
6
1/12/2023 06:00 AM
1/12/2023 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 : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 4
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
ANTOINETTE DR.
SOUTHBOUND
US 421
WESTBOUND
ANTOINETTE DR.
NORTHBOUND
US 421
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 07:45 AM
07:45 AM 9 2 9 0 20 5 311 19 0 335 24 4 10 0 38 52 369 14 0 435 828
08:00 AM 8 2 10 0 20 17 341 31 0 389 11 4 10 0 25 23 195 8 0 226 660
08:15 AM 5 0 15 0 20 7 364 28 0 399 12 1 11 0 24 37 275 11 0 323 766
08:30 AM 13 3 16 0 32 6 260 13 0 279 33 14 11 0 58 81 471 11 1 564 933
Total Volume 35 7 50 0 92 35 1276 91 0 1402 80 23 42 0 145 193 1310 44 1 1548 3187
% App. Total 38 7.6 54.3 0 2.5 91 6.5 0 55.2 15.9 29 0 12.5 84.6 2.8 0.1
PHF .673 .583 .781 .000 .719 .515 .876 .734 .000 .878 .606 .411 .955 .000 .625 .596 .695 .786 .250 .686 .854
ANTOINETTE DR.
U
S
4
2
1
U
S
4
2
1
ANTOINETTE DR.
Right
50
Thru
7
Left
35
Peds
0
InOut Total
307 92 399
Rig
h
t
91
Th
r
u
12
7
6
Le
f
t
35
Pe
d
s
0
Ou
t
To
t
a
l
In
13
8
7
14
0
2
27
8
9
Left
80
Thru
23
Right
42
Peds
0
Out TotalIn
86 145 231
Le
f
t
19
3
Th
r
u
13
1
0
Rig
h
t
44
Pe
d
s
1
To
t
a
l
Ou
t
In
14
0
6
15
4
8
29
5
4
Peak Hour Begins at 07:45 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 : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 5
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
ANTOINETTE DR.
SOUTHBOUND
US 421
WESTBOUND
ANTOINETTE DR.
NORTHBOUND
US 421
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 04:45 PM
04:45 PM 29 6 23 0 58 6 307 23 0 336 17 5 6 0 28 72 369 16 0 457 879
05:00 PM 30 16 20 0 66 13 287 23 0 323 19 4 9 0 32 83 408 16 0 507 928
05:15 PM 24 7 31 0 62 13 314 14 0 341 12 7 6 0 25 72 398 16 0 486 914
05:30 PM 43 10 21 0 74 24 295 34 0 353 24 11 4 0 39 108 356 34 0 498 964
Total Volume 126 39 95 0 260 56 1203 94 0 1353 72 27 25 0 124 335 1531 82 0 1948 3685
% App. Total 48.5 15 36.5 0 4.1 88.9 6.9 0 58.1 21.8 20.2 0 17.2 78.6 4.2 0
PHF .733 .609 .766 .000 .878 .583 .958 .691 .000 .958 .750 .614 .694 .000 .795 .775 .938 .603 .000 .961 .956
ANTOINETTE DR.
U
S
4
2
1
U
S
4
2
1
ANTOINETTE DR.
Right
95
Thru
39
Left
126
Peds
0
InOut Total
456 260 716
Rig
h
t
94
Th
r
u
12
0
3
Le
f
t
56
Pe
d
s
0
Ou
t
To
t
a
l
In
16
8
2
13
5
3
30
3
5
Left
72
Thru
27
Right
25
Peds
0
Out TotalIn
177 124 301
Le
f
t
33
5
Th
r
u
15
3
1
Ri
g
h
t
82
Pe
d
s
0
To
t
a
l
Ou
t
In
13
7
0
19
4
8
33
1
8
Peak Hour Begins at 04:45 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 : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 6
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
SOUTHBOUND: ANTOINETTE DR.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 7
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
WESTBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 8
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
NORTHBOUND: ANTOINETTE DR.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 9
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
EASTBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 4
Site Code : SITE 4
Start Date : 1/12/2023
Page No : 10
US 421 AND ANTOINETTE DR.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
Count Number: SITE 3
County: NEW HANOVER
Division: 03
Location: US 421 AND NC 132
Location Type: 3-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 01-12-2023
Time: 7:00AM-9:00AM AND
4:00PM-6:00PM
Video Time Used: 7:00AM-
9:00AM AND 4:00PM-6:00PM
(01-12)
Total Volume: 20,478
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: 03-0153
7. Intersection Controlled By: TRAFFIC SIGNAL
8. Data Collection Method: Jamar DB-400 Electronic Count Board
9. Equipment Operating Properly: Yes
10. Area Lighting: YES
11. Construction Present: NO
12. Traffic Problems Observed: NO
LOCATION OF COUNT SITE: SITE 3
North
NC 132
US
4
2
1
NC 132
US
4
2
1
LOCATIONCAMERA
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’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
File Name : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 1
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
NC 132
SOUTHBOUND
US 421
WESTBOUND
NC 132
NORTHBOUND
US 421
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 15 104 102 0 221 21 54 31 0 106 146 229 9 0 384 41 33 191 0 265 976
07:15 AM 25 111 25 0 161 41 79 38 0 158 210 299 23 0 532 66 60 151 0 277 1128
07:30 AM 61 187 46 0 294 45 94 53 0 192 193 256 34 0 483 60 61 238 0 359 1328
07:45 AM 68 190 33 0 291 39 61 46 0 146 241 292 52 0 585 55 108 124 0 287 1309
Total 169 592 206 0 967 146 288 168 0 602 790 1076 118 0 1984 222 262 704 0 1188 4741
08:00 AM 69 197 58 0 324 45 106 46 0 197 205 216 65 0 486 58 100 179 0 337 1344
08:15 AM 50 133 10 0 193 38 117 46 0 201 235 274 55 0 564 55 75 134 0 264 1222
08:30 AM 46 136 45 0 227 33 67 30 0 130 247 266 29 0 542 52 45 130 0 227 1126
08:45 AM 40 169 66 0 275 23 50 28 0 101 122 154 33 0 309 27 50 125 0 202 887
Total 205 635 179 0 1019 139 340 150 0 629 809 910 182 0 1901 192 270 568 0 1030 4579
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 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
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 : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 2
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
NC 132
SOUTHBOUND
US 421
WESTBOUND
NC 132
NORTHBOUND
US 421
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 65 220 28 0 313 52 97 42 0 191 231 288 47 0 566 60 89 167 0 316 1386
04:15 PM 83 288 7 0 378 34 84 46 0 164 219 248 45 0 512 54 92 217 0 363 1417
04:30 PM 88 247 92 0 427 47 71 27 0 145 159 219 33 0 411 59 96 278 0 433 1416
04:45 PM 96 294 20 0 410 45 106 38 0 189 184 272 28 0 484 47 88 171 0 306 1389
Total 332 1049 147 0 1528 178 358 153 0 689 793 1027 153 0 1973 220 365 833 0 1418 5608
05:00 PM 76 262 46 0 384 48 76 28 0 152 183 226 33 0 442 63 98 240 0 401 1379
05:15 PM 77 295 7 0 379 49 94 31 0 174 215 281 57 0 553 52 104 268 0 424 1530
05:30 PM 84 278 25 0 387 54 83 33 0 170 183 247 39 0 469 51 122 242 0 415 1441
05:45 PM 72 196 32 0 300 32 69 32 0 133 173 199 18 0 390 38 99 240 0 377 1200
Total 309 1031 110 0 1450 183 322 124 0 629 754 953 147 0 1854 204 423 990 0 1617 5550
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 1015 3307 642 0 4964 646 1308 595 0 2549 3146 3966 600 0 7712 838 1320 3095 0 5253 20478
Apprch %20.4 66.6 12.9 0 25.3 51.3 23.3 0 40.8 51.4 7.8 0 16 25.1 58.9 0
Total %5 16.1 3.1 0 24.2 3.2 6.4 2.9 0 12.4 15.4 19.4 2.9 0 37.7 4.1 6.4 15.1 0 25.7
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 3
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NC 132
U
S
4
2
1
U
S
4
2
1
NC 132
Right
642
Thru
3307
Left
1015
Peds
0
InOut Total
5399 4964 10363
Ri
g
h
t
59
5
Th
r
u
13
0
8
Le
f
t
64
6
Pe
d
s
0
Ou
t
To
t
a
l
In
29
3
5
25
4
9
54
8
4
Left
3146
Thru
3966
Right
600
Peds
0
Out TotalIn
7048 7712 14760
Le
f
t
83
8
Th
r
u
13
2
0
Rig
h
t
30
9
5
Pe
d
s
0
To
t
a
l
Ou
t
In
50
9
6
52
5
3
10
3
4
9
1/12/2023 06:00 AM
1/12/2023 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 : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 4
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NC 132
SOUTHBOUND
US 421
WESTBOUND
NC 132
NORTHBOUND
US 421
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 07:30 AM
07:30 AM 61 187 46 0 294 45 94 53 0 192 193 256 34 0 483 60 61 238 0 359 1328
07:45 AM 68 190 33 0 291 39 61 46 0 146 241 292 52 0 585 55 108 124 0 287 1309
08:00 AM 69 197 58 0 324 45 106 46 0 197 205 216 65 0 486 58 100 179 0 337 1344
08:15 AM 50 133 10 0 193 38 117 46 0 201 235 274 55 0 564 55 75 134 0 264 1222
Total Volume 248 707 147 0 1102 167 378 191 0 736 874 1038 206 0 2118 228 344 675 0 1247 5203
% App. Total 22.5 64.2 13.3 0 22.7 51.4 26 0 41.3 49 9.7 0 18.3 27.6 54.1 0
PHF .899 .897 .634 .000 .850 .928 .808 .901 .000 .915 .907 .889 .792 .000 .905 .950 .796 .709 .000 .868 .968
NC 132
U
S
4
2
1
U
S
4
2
1
NC 132
Right
147
Thru
707
Left
248
Peds
0
InOut Total
1457 1102 2559
Rig
h
t
19
1
Th
r
u 37
8
Le
f
t
16
7
Pe
d
s
0
Ou
t
To
t
a
l
In
79
8
73
6
15
3
4
Left
874
Thru
1038
Right
206
Peds
0
Out TotalIn
1549 2118 3667
Le
f
t
22
8
Th
r
u34
4
Rig
h
t
67
5
Pe
d
s
0
To
t
a
l
Ou
t
In
13
9
9
12
4
7
26
4
6
Peak Hour Begins at 07:30 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 : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 5
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NC 132
SOUTHBOUND
US 421
WESTBOUND
NC 132
NORTHBOUND
US 421
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 04:45 PM
04:45 PM 96 294 20 0 410 45 106 38 0 189 184 272 28 0 484 47 88 171 0 306 1389
05:00 PM 76 262 46 0 384 48 76 28 0 152 183 226 33 0 442 63 98 240 0 401 1379
05:15 PM 77 295 7 0 379 49 94 31 0 174 215 281 57 0 553 52 104 268 0 424 1530
05:30 PM 84 278 25 0 387 54 83 33 0 170 183 247 39 0 469 51 122 242 0 415 1441
Total Volume 333 1129 98 0 1560 196 359 130 0 685 765 1026 157 0 1948 213 412 921 0 1546 5739
% App. Total 21.3 72.4 6.3 0 28.6 52.4 19 0 39.3 52.7 8.1 0 13.8 26.6 59.6 0
PHF .867 .957 .533 .000 .951 .907 .847 .855 .000 .906 .890 .913 .689 .000 .881 .845 .844 .859 .000 .912 .938
NC 132
U
S
4
2
1
U
S
4
2
1
NC 132
Right
98
Thru
1129
Left
333
Peds
0
InOut Total
1369 1560 2929
Rig
h
t
13
0
Th
r
u 35
9
Le
f
t
19
6
Pe
d
s
0
Ou
t
To
t
a
l
In
90
2
68
5
15
8
7
Left
765
Thru
1026
Right
157
Peds
0
Out TotalIn
2246 1948 4194
Le
f
t
21
3
Th
r
u
41
2
Ri
g
h
t
92
1
Pe
d
s
0
To
t
a
l
Ou
t
In
12
2
2
15
4
6
27
6
8
Peak Hour Begins at 04:45 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 : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 6
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
SOUTHBOUND: NC 132
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 7
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
WESTBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 8
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NORTHBOUND: NC 132
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 9
US 421 AND NC 132
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
EASTBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3
Site Code : SITE 3
Start Date : 1/12/2023
Page No : 10
US 421 AND NC 132
WILMINGTON 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
Count Number: SITE 1
County: NEW HANOVER
Division: 03
Location: US 421 AND SERVICE
RD.
Location Type: 3-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 01-12-2023
Time: 7:00AM-9:00AM AND
4:00PM-6:00PM
Video Time Used: 7:00AM-
9:00AM AND 4:00PM-6:00PM
(01-12)
Total Volume: 10,434
Weather: SUNNY
1. School in Session: YES
2. Pedestrians Observed During Count: YES
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: YES
11. Construction Present: NO
12. Traffic Problems Observed: NONE
LOCATION OF COUNT SITE: SITE 1
North
T-INTERSECTION
US
4
2
1
SERVICE RD.
US
4
2
1
LOCATIONCAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’:
Traffic Signal Within 300’:
Railroad Within 300’:
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’: YES
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Eastbound Approach:
Looking Back Eastbound:
Eastbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
File Name : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 1
US421 AND SERVICE RD.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
T-INTERSECTION
SOUTHBOUND
US 421
WESTBOUND
SERVICE RD.
NORTHBOUND
US 421
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 0 0 0 0 0 302 0 0 302 0 0 12 0 12 0 258 6 0 264 578
07:15 AM 0 0 0 1 1 0 314 0 0 314 0 0 17 0 17 0 256 8 0 264 596
07:30 AM 0 0 0 0 0 0 333 0 0 333 0 0 14 0 14 0 337 15 0 352 699
07:45 AM 0 0 0 0 0 0 269 0 0 269 0 0 11 0 11 0 286 9 0 295 575
Total 0 0 0 1 1 0 1218 0 0 1218 0 0 54 0 54 0 1137 38 0 1175 2448
08:00 AM 0 0 0 0 0 0 369 0 0 369 0 0 12 0 12 0 331 16 0 347 728
08:15 AM 0 0 0 0 0 0 342 0 0 342 0 0 12 0 12 0 245 14 0 259 613
08:30 AM 0 0 0 0 0 0 269 0 0 269 0 0 11 0 11 0 213 9 0 222 502
08:45 AM 0 0 0 0 0 0 238 0 0 238 0 0 12 0 12 0 201 12 0 213 463
Total 0 0 0 0 0 0 1218 0 0 1218 0 0 47 0 47 0 990 51 0 1041 2306
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 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
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 : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 2
US421 AND SERVICE RD.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
T-INTERSECTION
SOUTHBOUND
US 421
WESTBOUND
SERVICE RD.
NORTHBOUND
US 421
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 0 0 0 0 0 356 0 0 356 0 0 19 0 19 0 307 27 0 334 709
04:15 PM 0 0 0 0 0 0 296 0 0 296 0 0 21 0 21 0 348 25 0 373 690
04:30 PM 0 0 0 0 0 0 322 0 0 322 0 0 24 0 24 0 402 26 0 428 774
04:45 PM 0 0 0 0 0 0 270 0 0 270 0 0 10 0 10 0 293 14 0 307 587
Total 0 0 0 0 0 0 1244 0 0 1244 0 0 74 0 74 0 1350 92 0 1442 2760
05:00 PM 0 0 0 0 0 0 305 0 0 305 0 0 28 0 28 0 384 19 0 403 736
05:15 PM 0 0 0 0 0 0 316 0 0 316 0 0 18 0 18 0 412 24 0 436 770
05:30 PM 0 0 0 0 0 0 291 0 0 291 0 0 26 0 26 0 382 39 0 421 738
05:45 PM 0 0 0 0 0 0 274 0 0 274 0 0 20 0 20 0 354 28 0 382 676
Total 0 0 0 0 0 0 1186 0 0 1186 0 0 92 0 92 0 1532 110 0 1642 2920
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 0 0 0 1 1 0 4866 0 0 4866 0 0 267 0 267 0 5009 291 0 5300 10434
Apprch %0 0 0 100 0 100 0 0 0 0 100 0 0 94.5 5.5 0
Total %0 0 0 0 0 0 46.6 0 0 46.6 0 0 2.6 0 2.6 0 48 2.8 0 50.8
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 3
US421 AND SERVICE RD.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
T-INTERSECTION
U
S
4
2
1
U
S
4
2
1
SERVICE RD.
Right
0
Thru
0
Left
0
Peds
1
InOut Total
0 1 1
Ri
g
h
t
0
Th
r
u
48
6
6
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
52
7
6
48
6
6
10
1
4
2
Left
0
Thru
0
Right
267
Peds
0
Out TotalIn
291 267 558
Le
f
t
0
Th
r
u
50
0
9
Rig
h
t
29
1
Pe
d
s
0
To
t
a
l
Ou
t
In
48
6
6
53
0
0
10
1
6
6
1/12/2023 06:00 AM
1/12/2023 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 : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 4
US421 AND SERVICE RD.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
T-INTERSECTION
SOUTHBOUND
US 421
WESTBOUND
SERVICE RD.
NORTHBOUND
US 421
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 07:30 AM
07:30 AM 0 0 0 0 0 0 333 0 0 333 0 0 14 0 14 0 337 15 0 352 699
07:45 AM 0 0 0 0 0 0 269 0 0 269 0 0 11 0 11 0 286 9 0 295 575
08:00 AM 0 0 0 0 0 0 369 0 0 369 0 0 12 0 12 0 331 16 0 347 728
08:15 AM 0 0 0 0 0 0 342 0 0 342 0 0 12 0 12 0 245 14 0 259 613
Total Volume 0 0 0 0 0 0 1313 0 0 1313 0 0 49 0 49 0 1199 54 0 1253 2615
% App. Total 0 0 0 0 0 100 0 0 0 0 100 0 0 95.7 4.3 0
PHF .000 .000 .000 .000 .000 .000 .890 .000 .000 .890 .000 .000 .875 .000 .875 .000 .889 .844 .000 .890 .898
T-INTERSECTION
U
S
4
2
1
U
S
4
2
1
SERVICE RD.
Right
0
Thru
0
Left
0
Peds
0
InOut Total
0 0 0
Rig
h
t
0
Th
r
u
13
1
3
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
12
4
8
13
1
3
25
6
1
Left
0
Thru
0
Right
49
Peds
0
Out TotalIn
54 49 103
Le
f
t
0
Th
r
u
11
9
9
Rig
h
t
54
Pe
d
s
0
To
t
a
l
Ou
t
In
13
1
3
12
5
3
25
6
6
Peak Hour Begins at 07:30 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 : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 5
US421 AND SERVICE RD.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
T-INTERSECTION
SOUTHBOUND
US 421
WESTBOUND
SERVICE RD.
NORTHBOUND
US 421
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 05:00 PM
05:00 PM 0 0 0 0 0 0 305 0 0 305 0 0 28 0 28 0 384 19 0 403 736
05:15 PM 0 0 0 0 0 0 316 0 0 316 0 0 18 0 18 0 412 24 0 436 770
05:30 PM 0 0 0 0 0 0 291 0 0 291 0 0 26 0 26 0 382 39 0 421 738
05:45 PM 0 0 0 0 0 0 274 0 0 274 0 0 20 0 20 0 354 28 0 382 676
Total Volume 0 0 0 0 0 0 1186 0 0 1186 0 0 92 0 92 0 1532 110 0 1642 2920
% App. Total 0 0 0 0 0 100 0 0 0 0 100 0 0 93.3 6.7 0
PHF .000 .000 .000 .000 .000 .000 .938 .000 .000 .938 .000 .000 .821 .000 .821 .000 .930 .705 .000 .942 .948
T-INTERSECTION
U
S
4
2
1
U
S
4
2
1
SERVICE RD.
Right
0
Thru
0
Left
0
Peds
0
InOut Total
0 0 0
Rig
h
t
0
Th
r
u
11
8
6
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
16
2
4
11
8
6
28
1
0
Left
0
Thru
0
Right
92
Peds
0
Out TotalIn
110 92 202
Le
f
t
0
Th
r
u
15
3
2
Ri
g
h
t
11
0
Pe
d
s
0
To
t
a
l
Ou
t
In
11
8
6
16
4
2
28
2
8
Peak Hour Begins at 05:00 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 : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 6
US421 AND SERVICE RD.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
WESTBOUND: NC 132
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 7
US421 AND SERVICE RD.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NORTHBOUND: SERVICE RD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 8
US421 AND SERVICE RD.
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
EASTBOUND: NC 132
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1
Site Code : SITE 1
Start Date : 1/12/2023
Page No : 9
US421 AND SERVICE RD.
WILMINGTON 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
Count Number: SITE 2
County: NEW HANOVER
Division: 03
Location: US 421 AND SERVICE
RD. (FIRE STATION)
Location Type: 4-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 01-12-2023
Time: 7:00AM-9:00AM AND
4:00PM-6:00PM
Video Time Used: 7:00AM-
9:00AM AND 4:00PM-6:00PM
(01-12)
Total Volume: 17,741
Weather: SUNNY
1. School in Session: YES
2. Pedestrians Observed During Count: NO
3. Disabled Pedestrians Present: NO
4. Counted By: KENNETH JOHNSON
5. Data Processor: MICHAEL JOHNSON
6. Signal Inventory: 03-0753
7. Intersection Controlled By: TRAFFIC SIGNAL
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: SITE 2
NorthUS 421
SE
R
V
I
C
E
R
D
.
US 421
SE
R
V
I
C
E
R
D
.
LOCATIONCAMERA
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’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
SIGNAL CABINET:
File Name : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 1
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
Groups Printed- ALL VEHICLES
US 421
SOUTHBOUND
SERVICE RD.
WESTBOUND
US 421
NORTHBOUND
SERVICE RD.
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 16 235 4 0 255 0 0 8 0 8 9 396 8 0 413 0 0 11 0 11 687
07:15 AM 38 434 3 0 475 0 0 9 0 9 10 498 10 0 518 0 0 17 0 17 1019
07:30 AM 23 419 4 0 446 0 0 21 0 21 11 573 22 0 606 0 0 21 0 21 1094
07:45 AM 45 461 6 0 512 0 0 26 0 26 33 601 35 0 669 0 0 26 0 26 1233
Total 122 1549 17 0 1688 0 0 64 0 64 63 2068 75 0 2206 0 0 75 0 75 4033
08:00 AM 67 419 12 0 498 0 0 101 0 101 10 603 107 0 720 0 0 24 0 24 1343
08:15 AM 37 380 12 0 429 0 0 66 0 66 11 507 39 0 557 0 0 11 0 11 1063
08:30 AM 18 348 10 0 376 0 0 33 0 33 15 398 19 0 432 0 0 16 0 16 857
08:45 AM 28 354 16 0 398 0 0 29 0 29 17 422 27 0 466 0 0 20 0 20 913
Total 150 1501 50 0 1701 0 0 229 0 229 53 1930 192 0 2175 0 0 71 0 71 4176
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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 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
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 : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 2
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
Groups Printed- ALL VEHICLES
US 421
SOUTHBOUND
SERVICE RD.
WESTBOUND
US 421
NORTHBOUND
SERVICE RD.
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 24 458 20 0 502 0 0 44 0 44 48 521 31 0 600 0 0 53 0 53 1199
04:15 PM 26 525 11 0 562 0 0 26 0 26 18 480 30 0 528 0 0 24 0 24 1140
04:30 PM 43 508 20 0 571 0 0 40 0 40 19 492 28 0 539 0 0 29 0 29 1179
04:45 PM 39 529 23 0 591 0 0 53 0 53 37 503 31 0 571 0 0 31 0 31 1246
Total 132 2020 74 0 2226 0 0 163 0 163 122 1996 120 0 2238 0 0 137 0 137 4764
05:00 PM 35 534 23 0 592 0 0 48 0 48 26 351 29 0 406 0 0 32 0 32 1078
05:15 PM 37 623 20 0 680 0 0 59 0 59 26 502 42 0 570 0 0 34 0 34 1343
05:30 PM 28 628 26 0 682 0 0 62 0 62 39 437 18 0 494 0 0 43 0 43 1281
05:45 PM 18 496 18 0 532 0 0 57 0 57 39 372 18 0 429 0 0 48 0 48 1066
Total 118 2281 87 0 2486 0 0 226 0 226 130 1662 107 0 1899 0 0 157 0 157 4768
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 522 7351 228 0 8101 0 0 682 0 682 368 7656 494 0 8518 0 0 440 0 440 17741
Apprch %6.4 90.7 2.8 0 0 0 100 0 4.3 89.9 5.8 0 0 0 100 0
Total %2.9 41.4 1.3 0 45.7 0 0 3.8 0 3.8 2.1 43.2 2.8 0 48 0 0 2.5 0 2.5
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 3
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
US 421
S
E
R
V
I
C
E
R
D
.
S
E
R
V
I
C
E
R
D
.
US 421
Right
228
Thru
7351
Left
522
Peds
0
InOut Total
8338 8101 16439
Ri
g
h
t
68
2
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
10
1
6
68
2
16
9
8
Left
368
Thru
7656
Right
494
Peds
0
Out TotalIn
7791 8518 16309
Le
f
t
0
Th
r
u
0
Rig
h
t
44
0
Pe
d
s
0
To
t
a
l
Ou
t
In
59
6
44
0
10
3
6
1/12/2023 06:00 AM
1/12/2023 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 : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 4
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
US 421
SOUTHBOUND
SERVICE RD.
WESTBOUND
US 421
NORTHBOUND
SERVICE RD.
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 07:30 AM
07:30 AM 23 419 4 0 446 0 0 21 0 21 11 573 22 0 606 0 0 21 0 21 1094
07:45 AM 45 461 6 0 512 0 0 26 0 26 33 601 35 0 669 0 0 26 0 26 1233
08:00 AM 67 419 12 0 498 0 0 101 0 101 10 603 107 0 720 0 0 24 0 24 1343
08:15 AM 37 380 12 0 429 0 0 66 0 66 11 507 39 0 557 0 0 11 0 11 1063
Total Volume 172 1679 34 0 1885 0 0 214 0 214 65 2284 203 0 2552 0 0 82 0 82 4733
% App. Total 9.1 89.1 1.8 0 0 0 100 0 2.5 89.5 8 0 0 0 100 0
PHF .642 .911 .708 .000 .920 .000 .000 .530 .000 .530 .492 .947 .474 .000 .886 .000 .000 .788 .000 .788 .881
US 421
S
E
R
V
I
C
E
R
D
.
S
E
R
V
I
C
E
R
D
.
US 421
Right
34
Thru
1679
Left
172
Peds
0
InOut Total
2498 1885 4383
Rig
h
t
21
4
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
37
5
21
4
58
9
Left
65
Thru
2284
Right
203
Peds
0
Out TotalIn
1761 2552 4313
Le
f
t
0
Th
r
u
0
Rig
h
t
82
Pe
d
s
0
To
t
a
l
Ou
t
In
99
82
18
1
Peak Hour Begins at 07:30 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 : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 5
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
US 421
SOUTHBOUND
SERVICE RD.
WESTBOUND
US 421
NORTHBOUND
SERVICE RD.
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 04:45 PM
04:45 PM 39 529 23 0 591 0 0 53 0 53 37 503 31 0 571 0 0 31 0 31 1246
05:00 PM 35 534 23 0 592 0 0 48 0 48 26 351 29 0 406 0 0 32 0 32 1078
05:15 PM 37 623 20 0 680 0 0 59 0 59 26 502 42 0 570 0 0 34 0 34 1343
05:30 PM 28 628 26 0 682 0 0 62 0 62 39 437 18 0 494 0 0 43 0 43 1281
Total Volume 139 2314 92 0 2545 0 0 222 0 222 128 1793 120 0 2041 0 0 140 0 140 4948
% App. Total 5.5 90.9 3.6 0 0 0 100 0 6.3 87.8 5.9 0 0 0 100 0
PHF .891 .921 .885 .000 .933 .000 .000 .895 .000 .895 .821 .891 .714 .000 .894 .000 .000 .814 .000 .814 .921
US 421
S
E
R
V
I
C
E
R
D
.
S
E
R
V
I
C
E
R
D
.
US 421
Right
92
Thru
2314
Left
139
Peds
0
InOut Total
2015 2545 4560
Rig
h
t
22
2
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
25
9
22
2
48
1
Left
128
Thru
1793
Right
120
Peds
0
Out TotalIn
2454 2041 4495
Le
f
t
0
Th
r
u
0
Ri
g
h
t
14
0
Pe
d
s
0
To
t
a
l
Ou
t
In
22
0
14
0
36
0
Peak Hour Begins at 04:45 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 : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 6
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
SOUTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 7
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
WESTBOUND: SERVICE RD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 8
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
NORTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 9
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
EASTBOUND: SERVICE RD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2
Site Code : SITE 2
Start Date : 1/12/2023
Page No : 10
US 421 AND SERVICE RD. (FIRE STATION)
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON